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0351 GREAT MARSH ROAD
o e e i o -Assessor's map and lot number r f �/<) .mac/�� , >,(�_ Li`i/ — 7-1—7,�:'�""`� ........... ......... ..1 G rl Sewage Permit number .�.,....... . �y 7............ yOFTNEr��y TOWN OF BAR.NSTABLE 22 • i PARES LE. i "6 9 Or• BUILDING INSPECTOR ��MPY APPLICATION FOR PERMIT TO t`"' ..................................................................... TYPE OF CONSTRUCTION T r .................................................... �Ivlo19..... V TO THE INSPECTOR OF BUILDINGS: The undersigned hereby applies for a`permit according to the following information: Location ............................... ......................................................................................................................................................... ,Proposed Use ....................................................... :...............................................................•......................... f ZoningDistrict ...... ...`.. .:......................r�........................Fire District .............................................................................. i Name of Owner ... ...... ...................... ,....:......... ............Address ................ l + t! Nameof Builder ....................................................................Address ..................................................................................... Nameof Architect ..................................................................Address .................................................................................... Numberof Rooms ..............................?....................................Foundation ...................................................... Exlerior f .... .......................... .................. .......................'Roofing...................:.,. ............................................................. Floors ............... . .................�f�f� _�2 ...:::..................... ...... ... A ................ .............................Interior Heating ....Plumbing-'.................. ...... a C-t � Fireplace �.A.....!�,�-----..... .. .............................Approximate Cost .....t....?./....1 j....................................... ............... ..... by Planning Board - -- -� = 19 - Area ► �...................... Definitive Plan Approved ...... Diagram of Lot and Building with Dimensions { 1 Fee .� SUBJECT TO APPROVAL OF BOARD OF HEALTH �` tV z- i I hereby agree to conform to all the Rules and Regulations of the Town of Barnstable regarding the above construction. f ` Name !2! f• i7 �. `f��!l ••• GUy . Danielle Construction Co. A=1900-216 17790 • / No ................. Perr4iit fo-+r ..............2..s orye.... single family dwelling Location Great Marsh Roa .......................................................... Centerville ............................................................................... Owner Danielle Construction Co. .........................:........................................ Type of Construction ..........frame ................................ Plot ............................ Lot ...........�k?.....:........... Permit-Granted July 1 19 75 Date of Inspection ....................................19 Date Completed ..........:...........................19 PERMIT REFUSED .................................... ....................... 19 ................................. ............................................ ............................ .................................................. Approved ................................................ 19 ............................................................................. .............................................................................. / Assessor's map and lot number —�...1../.. U...... �. aEPT�G YcT` I PAIAT BE INSTALLED IN 00,*. Sewage Permit number : ..... .. WITH Az:, °F` ! T C SAIYITAIR V IrVpI,'�-.?�.� 6a�Y.. ;[- y�'NEto�� TOWN OF BAR.NST.L AS`�� i EARNS TABLE, i y oMYa.•0� BUILDING INSPECTOR ` APPLICATION FOR PERMIT TO .................................. ........1.... TYPEOF CONSTRUCTION ........ ..... �................................... . .................................................... .. ... ........... ....19.7..e�/ TO THE INSPECTOR OF BUILDINGS: The hereby applies for %permit according to the following 'nformati Location :.... ....... ....... �� .....��... .... ................. . ... .......................................... Proposed Use ..............�..�.�..�. :�. .. .. .` .. " ZoningDistrict .....�... ...................... ..........................Fire District .................................................I...................... �..... Name of Owner .. .....:.Address 'cI..... ..-......� ���. ............... ... L� l Nameof Builder ....................................................................Address ..................................................................................... l� L\ Nameof Architect ..................................................................Address .................................................................................... Number of Rooms ..........................�....................................Foundation .......... ... ....................................... .. 44 Exlerior .......... / "" / !...'... .......�./............ ... ... ................. oc i ng .................. ...................................... Floors Interior ...................... ........... ............ ..... ....................................... Heating .......... ...... . .�.... .. .. ... ..............................Plumbing ......47. �....... Fireplace ................ .............................Approximate Cost .....�........ ...................................... Definitive Plan Approved by Planning Board _____ ___________ ____19__7_ Area ...00. � '�. ...................... Diagram of Lot and Building with Dimensions t I Fee d SUBJECT TO APPROVAL OF BOARD OF HEA H m to all the Rules and Regulations of the Town of Barnstable regarding I hereby agree to conform g 9 9 the above construction. Name : .. ................................. .................!;..i .... Ci:zztie Danielle Construction Co. 17790 1 1/2 story, ................ Permit for .................................... ik single family_ dwelling. . ............... ........................................................ reat Marsh Road Locati 5�. ........................................................ a Centerville ............................................................................... Danielle Construction-Co-.:- Owner .................................................................. frame Type of Construction .......................................... ................................................. Plot ............................ Lot ...... .................... Permit Granted ............Ju.l.Y...1...............19 75 Date of Inspection ......... ..........................19 Date Completed .... ....19 PERMIT REFUSED ................................................................ 19 . ............................................................................... .................................................................. ............................................................................... ............................................................................... Approved ................................................ 19 ............................................................................... ............................................................................... 6 Application Number...... ....�Q.,� a..l BUILDING DEPT. >� ....................... * !BARNSTABLE, 9� 169. `0� NOV Zoning 2 202� Permit Fee... ../ g District........................ ,ergonnlsr a TOWN OF BARNSTABLE Total Fee Paid..... . .. .. .. 2e.5" .................................. TOWN OF BARNSTABLE Permit Approval by, ... ..............On...... � BUILDING PE iVNED cC/ Map......... .................Parcel.....- ` ........................... PLICATIO Section 1 — Owner's Information and Project Location Project Address 3S( 6-r4 A�-MA r sS 24 Village G(ry,l(,(- Owners Name ft)g1rAVt, 4, ,t (QDwo-me-c k Owners Legal Address03sI -s->reci , ' dC T,=iA City K P ry'I`) t(� State ` Zip z (r,,�`z Owners Cell# o �� �, �(}� E-mail �U q t�,V e- ' fVl d Y Section 2 —Use of Structure Use Group �' ❑ Commercial Structure over 35,000 cubic feet ❑ Commercial Structure under 35,000 cubic feet lF Single/Two Family Dwelling F� Section 3 — Type of Permit Q'New Construction ❑ Move/Relocate ErAccessory Structure ❑ Change of use ❑ Demo/(entire structure) ❑ Finish Basement ❑ Family/Amnesty ❑ Fire Alarm Rebuild ❑ Deck Apartments ❑ Sprinkler System ❑ Addition ❑ Retaining wall ❑ Solar ❑ Renovation ❑ Pool ❑ Foundation Only Other— Specify Section 4 - Work Description 2 G � T.act„nrlarart•�nemm� Application Number... ... ... ... ... ... ... ... ... ... ....... .. Section 5 — Detail Cost of Proposed Construction 3 ( Square Footage of Project ZU Age of Structure W Dig Safe Number # Of Bedrooms Existing Total# Of Bedrooms (proposed) 110 MPH Wind Zone Compliance Method � MA Checklist ❑ WFCM Checklist ❑ Design Section 6—Project Specifics . [Wiring Oil Tank Storage ,'Smoke Detectors [] Plumbing ❑ Gas ❑ Fire Suppression ❑ Heating System ❑ Masonry Chimney ❑ Add/relocate bedroom Water Supply ❑ Public ❑ Private Sewage Disposal ❑ Municipal ❑ On Site Historic District ❑ Hyannis Historic District [] Old Kings Highway Debris Disposal Facility: I am using a crane ❑ Yes No Section 7 —Flood Zone Flood Zone Designation XI- Within or adjacent to a wetland; coastal bank? Yes ❑ No Section 8 — Zoning Information Zoning District Proposed Use Lot Area Sq. Ft. q 3 0 s Total Frontage 20,h Percentage of Lot Coverage 2 ' Z lb # of Dwelling Units (on site) Setbacks Front Yard Re uired q __20�_ Proposed PT P2vX 3?D Rear Yard Required 10 Proposed- 5 Side Yard Required U Proposed 2 S Has this property had relief from the Zoning Board in the past? ❑ Yes No Last nnrjated-W]Allmn Application Number... ... ... ... ... ... ... ... ... ... ....... ... ... Section 9 — Construction Supervisor �} Name]?Pl R I�-1 I r e n '� Telephone Number 7 '� .�� 9� Z-7Q Address I IS la" City 'r vV u_f 1., State 0.1 V4-_ Zip S,-/b License Number CS^ 1 D 9 5yb License Type �° J yp �. Expiration.Date (O Contractors Email 1't,�r"c�u i' ? ��i c t f t✓; Cell # I understand my responsibilities under the rules and regulations for Licensed Construction Supervisor in accordance with 780 CMR the Massachusetts State Building C e. I understand the construction inspection procedures,specific inspections and documentation requ• b 7 a the Town of Barnstable. Attach a copy of your license. Signature Date V . Zo Section 10 —Home Improvement Contractor rn Name Telephone Number µf ��� Address �'��' r'+ /�� City 1 t,,.wnta�--��:. t. �V1�.v��.ou��e State V0;k._. Zip 0 ' "Y 0 Registration Numbers I �sO:Z:G _;ration Date 2�2 -'Lo Z (_. _.-�-- I understand my responsibilities under the rules and regulations for Home Improvement Contractors in accordance with 780 CMR the Massachusetts State Buildi g Code. I understand the construction inspection procedures,specific inspections and documentation req ' d b C and the Town of Barnstable. Attach a copy of your H.I.C... Signature Date "Z6 . 20 2" Section 11 — Home Owners License Exemption Home Owners Name: Telephone Number Cell or Work Number I understand my responsibilities under the rules and regulations for Licensed Construction Supervisor in accordance with 780 CMR the MassachusettsState Building Code. I understand the construction inspection procedures, specific inspections and documentation required by 780 CMR and the Town of Barnstable. Signature Date APPLICANT SIGNATURE Signature Gil, Date I o `d,G`)'03,0 Print NameM0rQ1Ae["i'AQ6- k{., Telephone.Number.'Zg 9 9 4 6 d E-mail permit to: f1�7C 01V1�1rc ,C�,ty� Last updated:2/14/2020 Section 12 — Department Sign-Offs Health Department ❑ Zoning Board (if required) ❑ Historic District ❑ Site Plan Review(if required) ❑ Fire Department ❑ Conservation ❑ For commercial work,please take your plans directly to the fire department for approval, Section 13 — Owner's Authorization i, G yeV, �n�d�'C , as Owner of the subject property hereby authorize to act on my behalf, in all matters relative to work authorized by this building permit application for: (Address of job) ere 2 gSiwner date ti. 1 Ka�ee_ Print N { t v r Last updated:2/14/2020 KEVISMO.01 RALLIETTA ACORO' CERTIFICATE OF LIABILITY INSURANCE DATE 1012 812 02 YY) � � - 1 o�2sno2o 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(ies)must have ADDITIONAL INSURED provisions or be endorsed. + If SUBROGATION IS WAIVED, subject to the.terms.and conditions of the policy,certain policies may require anendorsement. A statement an ~ this certificate does not confer rights to the certificate holder in lieu of such endorsements. PRODUCER NAIATACT Almeida&Carlson Insurance Agency,Inc ap"Jco"N,Ext; 508 540.6161 FAIXC,No): 508 457-7660 PO Box 554 Falmouth,MA 02541 }� y INSURER(S)AFFORDING COVERAGE NAIC# INSURER A:Phoenix Insurance Company 25623 INSURED INSURER B:Travelers Insurance Company Kevin Smoller Excav Inc INSURER C: 92 Regis Rd INSURER D E Falmouth,MA 02536 INSURER E: INSURER F COVERAGES - CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED., NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS,- CERTIFICATE MAY.BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, - EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR 7ypE OF INSURANCE ADDL SUBR POLICY NUMBER POLICY EFF POLICY EXPLTR pDam LIMITS A X COMMERCIAL GENERAL LIABILITY ~ EACH OCCURRENCE $ 1,000,000 CLAIMS-MADE ®OCCUR 6807031B977 4/23/2020 4/23/2021 'DAMAGE TORENTED PREMISES Ea occurrence $ MED EXP(Any oneperson) $ 500 ' a ; s' PERSONAL 8 ADV INJURY $ 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER:, A !• GENERAL AGGREGATE $ 2,000,000 POLICY JEGT LOC - PRODUCTS-COMPIOP AGG $. 2,000,000 OTHER: AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT c an ANY AUTO BODILY INJURY Per arson $ OWNED SCHEDULED _ AUTOS ONLY AUTOS BODILY E BODILY INJURY LPer accident] $ AUTOS ONLY AU S ONNL� PP OPERdent AMAGE $ UMBRELLA LIAB OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS-MADE - -AGGREGATE _ $ DED RETENTION$ y B WORKERS COMPENSATION :. PTA T ERH AND EMPLOYERS'LIABILITY Y 9F660981 4128/2020 4/28/2021 1,000,000 ❑ ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $ ppFICERlMEMgE R EXCLUDED? N/A 1 (Mandatory in NH) E.L.DISEASE;EA EMPLOYE If es,describe under 1,000,000 1,000,000 DESCRIPTION OF OPERATIONS below E.Li DISEASE-POLICY LIMIT - DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES(ACORD 101,Additional Remarks Schedule;may be attached if more space Is required) CERTIFICATE.HOLDER CANCELLATION s: SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE PAT ROUNTREE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE �. ACORD 25(2016103) 01988 2015 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD BUILDING D E PT. Application Number........... ... . ..-:.3a......... .. K SS. NOV 0 2 2020 1atAss. Permit Fee....... . ... .... ................Zoning District........................ i639. � �DN9A TOWN OF BARNSTABLE TotalFee Paid ............................................................... ...... TOWN OF BARNSTABLE- Permit Approval by........ ... . . ... .....:.......On..... �.� ./��.... BUILDING PERMI CANNEp�C D Map............/...1.�...............Parcel....... �Q....................... APPLICATION Section 1 — Owner's Information and Project Location �} Project Address f251 ®l Via✓ik\ VC. Village C_Pn,/vyt1kC Owners Name V-1 gy Owners Legal Address I q9 Pv uc w - Ave- -y A City 1—�AL WI 1+ State 94A Zip OlsLic)— Owners Cell # �7 y-��(a-��l Dc/ E-mail Section 2 —Use of Structure Use Group 1` ❑ Commercial Structure over 35,000 cubic feet ❑ Commercial Structure under 35,000 cubic feet Single/Two Family Dwelling Section 3 —Type of Permit ❑ New Construction ❑ Move/Relocate ❑ Accessory Structure ❑ Change of use ❑ Demo/(entire structure) ❑ Finish Basement ❑ Family/Amnesty ❑ Fire Alarm Rebuild ❑ Deck Apartment ❑ Sprinkler System Addition ❑ Retaining wall ❑ Solar Renovation ❑ Pool ❑ Foundation Only Other-Specify Section 4 - Work Description,►�.rs�n— ONs-r. 'R showefs II_ OA+iov% will be. 2 9Z 2,5 13 Last updated:2/14/2020 Application Number... ... .. .. ... ... .. . ... ... ....... ... ... ... ... ... Section 5 —Detail Cost of Proposed Construction A a q0,006 Square Footage of Project Age of Structure t yr$ Dig Safe Number # Of Bedrooms Existing a Total# Of Bedrooms (proposed) 3 110 MPH Wind Zone Compliance Method g MA Checklist ❑ WFCM Checklist ❑ Design Section 6 —Project Specifics ® Wiring ❑ Oil Tank Storage Smoke Detectors E Plumbing ®' Gas ❑ Fire Suppression 0 Heating System ❑ Masonry Chimney Add/relocate bedroom Water Supply ®�Public ❑ Private Sewage Disposal ❑ Municipal On Site Historic District ❑ Hyannis Historic District [] Old Kings Highway Debris Disposal Facility: IV 6 IWeA S�C- o r- Sg e,V%f I am using a crane ❑ Yes ®J No Section 7— Flood Zone Flood Zone Designation Within or adjacent to a wetland, coastal bank? Yes ❑ No 2r Section 8 — Zoning Information Zoning District Proposed Use Lot Area Sq. Ft. 3 Total Frontage !j a o g t,s Percentage of Lot Coverage to a /D # of Dwelling Units (on site) Setbacks Front Yard Required Zd Proposed 2CA 4 "� Rear Yard Required /d / Proposed >1 5 / c1 i Side Yard Required U Proposed 2�I Has this property had relief from the Zoning Board in the past? ❑ 'Yes No Last undated•7./14/ 090 Application Number... ... ... ............... ... .............. ... Section 9— Construction Supervisor �R - Name I Pr � t C.�C �� ry�'� Telephone Number �7� 3 9Z 2?o cJ Address 6`/3 P► &1X- City Fill T{k State 1M✓�-- Zip O Z Sy License Number CS- 1!4 Sy0 License Type L J Expiration Date 10/IS /20 Z3 Contractors Email d y-OUV4�e_ (�,M Q i !,C..O Vy . Cell# 711-32 Z-Z50 I understand my responsibilities under the rules and regulations for Licensed Construction Supervisor in accordance with 780 CMR the Massachusetts State Building ode. I understand the construction inspection procedures,specific inspections and documentation requ' 780 nd the Town of Barnstable. Attach a copy of your license. Signature Date Section 10 —Home Improvement Contractor Name Telephone Number TN > Z—2 to Address City �ALMau i A State MA— Zip 4 Z,si/(�) Registration Number,y _.T ?Expiration Date I understand my responsibilities under the rules and regulations for Home Improvement Contractors in accordance with 780 CMR the Massachusetts State Building C de. I understand the construction inspection procedures,specific inspections and documentation require 7 0 the Town of Barnstable.Attach a copy of your H.I.C... Signature Date Section 11 — Home Owners License Exemption - Home Owners Name: Telephone Number Cell or Work Number I understand my responsibilities under the rules and regulations for Licensed Construction Supervisor in accordance with 780 CMR the Massachusetts State Building Code. I understand the construction inspection procedures, specific inspections and documentation required by 780 CMR and the Town of Barnstable. Signature Date APPLICANT SIGNATURE Signaturel Awd5�_ Date 1 v°off `a dd-0 Print Name eDU n&(We- Telephone Number 5b$-7*7 6-16 6 E-mail permit to: �'QLkf) r ee_ "( , m Last updated:2/14/2020 Section 12 — Department i p S gn-Offs � Health Department ❑ Zoning Board(if required) ❑ Historic District ❑ Site Plan Review(if required) ❑ Fire Department ❑ Conservation ❑ For commercial work,please take your plans directly to the fire department for approval . Section 13 — Owner's Authorization I, Mete(AULey'I �, 140 ,w�T-ee_ , as Owner of the subject property hereby authorize v T, -r;a ounkcee_ to act on my behalf, in all matters relative to work authorized by this building permit application for: (Address of job) lo 4A /Z6/zozo Signs re of Owner date ' er`-f e- 4re-0 Print N e Last updated:2/14/2020 r t _ _._� .._ _ ..._.. .sa ..._.... . r Goa �-T - _ _ ':.�-_�''^' „T....4�..��+;,.- F---�'�-!•' �a—s�. � ' t EJ a t ,� j. I .�. Q,—_w F..m�•ss•.c a ° � W b 5.._. � .�..� -i s � .�. �.�. Q. ,...s.� f.. «- we } o\ I� F• i s Yt'�.x --r--Tr '"_�( � }iV+:.aa,_:srce ..- u i 1 r - S DIl - f _ F..�.LD.4... ��'•Y S 9 ;I C — �.i'� � �I^. .., .. ;-. -�+---^ tl 'p�. .. . Q 7 - {�.. � � t -r_..�.._�i i E 4 fi , �F �h 1 t �l 1 , '�• � t. f _e 't ��� r ` 1.�. .f{'' r•_ 1�G 'tom(/ (y�',/�I - fi7i T • - � • '!4e.G._t._r�G'�q..teS:.RwJL.9.GN. . ti - I ,# I. :7 . { 3 _ :=:jfuO�e�SGuoY�x..-.. t V�rl`f I IG✓ 4 � ' �. . •, f !1 i i C to.4.,_. _-.t .._..,.1 B__.. S+...-_ :.'4 P" ... .�+ _...::s-tpm..�o._ +. p, -- u f C q . r a• z E , ►: IT m i tj s Lsohrw•m le--Wv s y. _9 IJ t \ ...._.__._. � �_ mot.�s.�r_�'•�.� _._._ .. .. � _� _ ,_ o� i r S . m+ �..�_.ply .. ...k'-... i ; �� .• ...>... .,, —-- -- - -— .. . . - . .. any'$' --��'°------'� L' a . k 4' - - _��)Al�ATY1CUJ.. -A./�N�r.d>:..t«..: _ _ .-r....._. � OC�u�s..i�-?•j.Q� WM BT.::. - t � .' _ ". .. _ `..»�ErA_�.„Cez�G'.fN n�.,z.4�'7�4v:•�.:. .. ENGINEERING FIELD REPORTMORKSHEET Project No: �. 107 BEACH STREET DENNIS.MA 02638 - Sheet No: Z of 3 I GENERAL DESCRIPTION Pat Roundtree 774-392-2906. =9th ed� P20-53 Narrative: 2 Story Contemporary Cape Full Size Addition & u670 ---------- Detached 2 Garage/Studio on Concrete Foundations Location: ROUNTREE, 351 Great Marsh Road, Centerville, MA OF/�qss cy DESIGN ANALYSIS - House Addition; Sheets 1 to 14 �� T VARNUM Gam, o PHILBROO �,Engneered.Desagn (IAW'Para R301 1 3) for Roof Beams, Headers&µCol u h1ECHANICA #1 - Main Roof Ridge Beam, 2 ea 1.75"x 11.875" BC 3100Fb V-Lam LVL Oy PVe.30640� Beam has uniform loads until run-up at old existing roof (reductions) Wul = (30+10+10)x 251/2 + 15 = 640 lb/lf thru 36'0" then reduce to half S/ONAL t� 4 Spans; 1216, 15,611, 410" & 16,0" Mmax (@ 151611) - 15,375 ft-lb DEFinax = .68" (TL/240 @ 85%) DEFact = .44" OK by E-Calc 12.20.5 N ri #2 - Roof Post Loads; 4"x 4" #2 Doug-Fir w/ Fc(ll)= 1,200 PSI; E= 1.4x 10(6) PSI { Points = 2,900 lb, 10,350 lb, 4,100 lbs, 8,000 lbs & 2,900 lbs f Pmax = 10,350 lbs Leff = 316" w/o blocking @ Ceiling f f'c(ll)req = 850 PSI L/d = 12(-) approx. old NDS Zone I check F'c(ll)allow = 1,200 PSI @ Cd = 1.0 OK by design Pmax = 8,000 lbs Leff = 810" w/ blocking @ Ceiling f'c(ll)req = 653 PSI L/d = 27.4 > K = 22.9 old NDS Zone III check F'c(ll)allow = 643 PSI @ Cd = 1.15 OK by design #3 - Ridge Transfer-Header; 2 ea 1.75"x 7.25" BC 3100Fb V-Lam LVL - Dbl. Jacks Point = 10,350 lb @ 110" 1 Span; 310" max Mmax = 6,900 ft-lb Mmax = 6,900 ft-lb < Mallow = 8,378 ft-lb @ Cd = 1.0 OK by BC-ESG Tables #4 - Ridge Transfer Beam; 2 ea 1.75"x 9.25" BC 3100Fb V-Lam LVL Point = 2,900 lb @ 6161, 1 Span; 10'0" max Mmax = 6,600 ft-lb Mmax = 6,600 ft-lb < Mallow = 12,272 ft-lb @ Cd = 1.0 OK by BC-ESG Tables I #5 - Ceiling Transfer Header; 2 ea 1.75"x 7.25 BC 3100Fb V-Lam LVL Wul = (30+10+10)x 12.01/2 + 10 = 310 lb/lf i Span; 916" Wul = 310 plf < 487 plf @ Cd = 1.0 OK by BC-ESG Tables #6 - Ceiling Transfer Beam; 2 ea 1.75"x 9.25" BC 3100Fb V-Lam LVL j Point = 2,945 lb @ 410" 1 1 Span; 16'0" max Mmax = 8,835 ft-lb Mmax = 8,835 ft-lb < Mallow = 12,272 ft-lb @ Cd = 1.0 OK by BC-ESG Tables 1 #7 - Kitchen/Dining 2nd Floor Beam; W8x21 ASTM Grade 36 (or A992) Steel Beam Beam has loads from 2nd floor plus ridge beam point loads Wul = (40+15)x 131/2 + 25 + 100 + 10 x 251/2 = 610 lb/lf Wpl = (40+15)x 121/2 = 330 lb/lf 0'-12,6" & 23,0"-28'0" Pt = 10,350 lbs @ 1216" 3 Spans 81011, 15,0" & 510" Mmax (@ 151011) = 23,300 ft-lb #, DEFinax = .64" (TL/240 @ 85%) DEFact = .25" OK by E-Calc 12.20.5 j #8 - Kit/Din Post Loads; 411/6"x 6" #2 D-Fir w/ Fc(ll)= 1,000 PSI; E= 1.2x 10(6) PSI Points = 3,750 lb, 21,006 lb, 14,200 lbs, & 3,260 lbs { Pmax = 3,750 lbs Leff = 810" w/ blocking in wall (4"x 611) j �! f'c(ll)req = 195 PSI L/d = 17.5 < K = 22.9 old NDS Zone II check j F'c(ll)allow = 886 PSI @ Cd 1.0 OK by design Pmax = 21,000 lbs Leff = 810" w/ NO blocking (6"x 611) f'c(ll)req = 694 PSI L/d = 1.7.5 < K = 22.9 old NDS Zone II check F'c(ll)allow = 886 PSI @ Cd = 1.0 OK by design ; i #9 - Rear Floor Transfer Header; 2 ea 1.75"x 9.25" BC 3100Fb V-Lam LVL Wul = (40+15)x 12.01/2 + 15 = 345 lb/lf Span; 1016" Wul = 345 plf < 1,000+ plf @ Cd = 1.0 OK by BC-ESG Tables f 4 #10 - Down Bedroom 2nd Floor Beam; W8x21 ASTM Grade 36 (or A992) Steel Beam k Beam has loads from old & new house 2nd floor Wul = (40+15)x 91/2 + 25 = 275 lb/lf E 2 Pts = 1,815 lbs @ 416" & 2,620 lbs @ 1610" j 1 Span; 22,0" Mmax (@ 151011) = 23,300 ft-lb DEFinax = .94" (TL/240 @ w/ 85%) DEFact = .99" OK by E-Calc 12.20.5 E E P82-FRW-7 i PHILBROOK ; Z� _AS ENGINEERING FIELD REPORTMORKSHEET Project No: �> 107 KACN STREET OENNIS.NU 0Y638 II � Sheet No: 3 of DESIGN ANALYSIS - House Addition; Sheets 1 to. 14 - cont'd vAOFI,q <s t� #11 - Main Girt Beam; 3 ea 1.75"x 9.5" BC 3100Fb V-Lam LVL o T VAR�d U PHILSRO K Beam has uniform floor loads and 2 2nd floor beam point loads MECHANIC L Wul = (40+10)x 251/2 + 15 _ 700 lb/lf o 0 3� 9 2 Pts = 21,000 lbs @ 8'4" & 14,200 -lbs @ 231411 4 Spans; 611011, 611111, 6111" & 6'10 Mmax (@ 151611) — 15,375 ft-lb T N' DEFinax .30" (TL/240 @ 85%) DEFact = .1411 OK by E-Cal AL5E NOTE - Shear failure addressed by increasing bearing width of cap �e z� #12 - Columns; 3.5" dia. DEAN Lt. Wt. Steel Tube Concrete Column 1 9 1 P(Heavy) = 24,750 lbs Leff = 71011 w/o blocking Rmax = 2 x 15,200 lbs = 30,4OO lbs on 7" steel plate OK by Mfg. Table NOTE - all the rest can be met w/ a single 3.5" dia. Tube column #13 Foundation Bearing; 1211 x 310" square concrete pad I Total Load = Double 3.5" tubes = 25,000 lb Area = 9.0 sq ft Bearing Act = 2,777 lb/sq ft — 2,750 lb/sq ft OK by design L_ DESIGN ANALYSIS - Garage; Sheets 1 to 6 * ineered Desi�q � gn (LAW Para._R301�1 3)�.for^Roof_.Beams,_:. Headers &.Columns=� 4 #20 - Rafters; 2"x 10" KD SPF @ 16" o/c spanning 15'0" (Tbl. 3.26D) _ M - Wul = (30 & 15) lb/sq ft w/ ceiling attached Allowable-Span = 16' 7" interpolated OK by Table NOTE - joists are max span w/ drywall ceiling. May bounce #21 - Rafter/Ridge Tension Ties (Tbl. 3.6A notes 2, 4 & 6) 2"x 6" Rafter Tie w/ 4 ea 16d box nails EE OK by Table #22 - Ceiling Joists_ ; 21'x 8" KD SPF @ 16" o/c run long 2010" (Tbl. 3.25A) Wul = (5 & 10) lb/sq ft w/ limited live load storage Allowable Span = 22,411 > 2010" max clear OK by Table NOTE - alternate laps and hangers @ 32"o/c each side #23 - 2nd Floor Joists; 21'x 10" KD SPF @ 16" o/c Wul = (40 & 15) lb/sq ft I Maximum Span = 1418" vs. 1418" Span Calc OK by AWC SpanCalc 1 #24 - Garage 2nd Floor Beam; W12x30 or W12x35 ASTM Grade 36 (or A992) Steel Beam Beam is top loaded w/ 2"x nailing sleeper on the top flange Wul = (40+15)x 301/2 + 35 = 860 lb/lf 1 Span; 2410" Mmax = 61,920 ft-lb DEFinax = 1.02" (TL/240 @ 85%) DEFact .931' or .78" OK by E-Calc 12.20.5 NOTE - large open span, stiffer beam will reduce bounce tendencies #25 - Ridge Transfer Beam; 2 ea 1.75"x 9.25" BC 3100Fb V-Lam LVL - Dbl. Jacks Point = 10,320 lbs @ 116" i 1 Span; 410" max Mmax = 9,675 ft-lb Mmax = 9,675 ft-lb < Mallow = 12,272 ft-lb @ Cd = 1.0 OK by BC-ESG Tables i #26 - End Post Loads; 61'x 6" #2 D-Fir w/ Fc(11)= 1,000 PSI; E= 1.2x 10(6) PSI � Pmax = 10,320 lbs Leff = 910" w/ blocking in wall (6"x 611) f'c(ll)req = 341 PSI L/d 19.6 < K = 22 A old NDS Zone II check F'c(ll)allow = 821 PSI @ Cd = 1.0 OK by design #27 - Center Combined Column Bearing; Walls & Floor Point Load ' Pt = 10,320 + (100 + 85 x.667)x 221/2 = 13,200 lb (w/ 10%) Bearing Area = 2'x 310" = 6.0 sq ft Soil Bearing = Total Weight + Footing/Area = 14,000(-) lbs Bearing Act = 2,320 lb/sq ft < 2,500 lb/sq ft OK by design #28 - 5/8"x 10" Anchor Bolts; New Construction (Tbl. 3.2C) for combined loads 39" o/c max. reduce to 3211 o/c w/ 3 corner bolts OK by Table ,�#2:9 ,,. P,PA Nariow Wall B_racinglytethod, (Po_rtal Frame�/;�Holdosans)rt�;,_�� _,� Minimum Wall Length to Ezell Height Plywood = 18" (6.1) for 910" wall & Minimum Actual Wall Lengths to Full Height Plywood = 24" (4.5:1) V(wall) (Mrh = 22'-4.51) x Zone 4 x (Length)/2 = 3,990 lb/end v(wall) = V/eff wall = 499 lb/lf < 630 lb/lf (Ply & NO finsih) I Wall End Uplift = V(wall) x Height/Total Width = 1,263 lb EE 1 700 lbs End Uplift = 1,263 lbs - Requires Simpson LSTHD8 Strap Tie @ 2, 1 OK b)P8ZF W-7 PHILBROOK Engineering Project Title: Rountree Residence T.Vamum Philbrook,P.E. Engineer: 107 Beach Street Project ID: P20-53 Dennis,MA 02638 Project Descr:2 Story Addition&2 Story Detached Garage 508-385-8682(o),508-364-1301(c) Tvam hil Vedzon.net Printed:30 NOV 2020, 1OPM Wood Beam i e:p -5 -Rountree e_ Software copyright ENERCALC,INC.19832020;Buitd.12.20.5.31 KW-06000325 PHILBROOK DESCRIPTION: 2nd Story Low Slope Roof Ridge CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 3100 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 3100 psi Ebend-xx 2000ksi Fc-Prll 3000 psi Eminbend-xx 530120482 ksi Wood Species :Boise Cascade Fc-Perp 750 psi Wood Grade :Versa Lam 2.0 3100 East Fv 285 psi Ft 2150 psi Density 41.76 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling i D 0 250 S 0.3750 � --o D(0.250 0.130)S(0 380 0 190) + 3.501.875 3.5x11.875 �45x14:87 3.501.875 j I Span= 12.50 ft Span=15.50 ft Span=4.0 ft Span=16.0 ft � I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Partial Length Uniform Load: D=0.020, S=0.030 ksf,Extent=0.0->>36.0 ft, Tributary Width=12.50 ft Varying Uniform Load: D=0.250->0.130, S=0.380->0.190 kift,Extent=36.0->>48.0 ft DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.562 1 Maximum Shear Stress Ratio 0.547 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 = 2,004.98psi 179.33 psi 3,565.00psi = 327.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 12.500ft Location of maximum on span = 4.000 ft I Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#3 Maximum Deflection Max Downward Transient Deflection 0.255 in Ratio= 752>=360 Max Upward Transient Deflection -0.021 in Ratio= 2271>=360 Max Downward Total Deflection 0.435 in Ratio= 441>=240 Max Upward Total Deflection -0.036 in Ratio= 1335>=240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr CM C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=12.50 ft 1 0.296 0.269 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.66 824.84 2790.00 1.91 68.90 256.50 Length=15.50 ft 2 0.296 0.269 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.66 824.84 2790.00 1.91 68.90 256.50 Length=4.0 ft 3 0.287 0.288 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.50 801.80 2790.00 2.05 73.88 256.50 Length=16.0 8 4 0.287 0.288 0.90 1.000 1.00 1.00 1.00 1.00 1.06 5.50 801.80 2790.00 2.05 73.88 256.50 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.50 ft 1 0.562 0.511 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.76 2,004.98 3565.00 4.64 167.48 327.75 Length=15.50 ft 2 0.562 0.511 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.76 2,004.98 3565.00 4.64 167.48 327.75 Length=4.0 ft 3 0.545 0.547 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.33 1,942.92 3565.00 4.97 179.33 327.75 Length=16.0 ft 4 0.545 0.547 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.33 1,942.92 3565.00 4.97 179.33 327.75 PHILBROOK Engineering Project Title: Rountree Residence T.Vamum Philbrook,P.E. Engineer: 107 Beach Street Project ID: P20-53 Dennis,MA 02638 Project Descr.2 Story Addition&2 Story Detached Garage 508-385-8682(o),508-364-1301(c) Tvarn hil Verizon.net Printed:30 NOV 2020, 3:07PM WOOtl Beam File:p 5 -Rountree.e Software copyright ENERCALC,INC.1983-2020,Build:12.2.0.5.31- 060 00 O• DESCRIPTION: 2nd Story Low Slope Roof Ridge Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb Fb V tv Fv +D+0.750S 1.600 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.50 ft 1 0.480 0.436 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.73 1,709.94 3565.00 3.96 142.84 327.75 Length=15.50 ft 2 0.480 0.436 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.73 1,709.94 3565.00 3.96 142.84 327.75 Length=4.0 ft 3 0.465 0.467 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.37 1,657.64 3565.00 4.24 152.97 327.75 Length=16.0 ft 4 0.465 0.467 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.37 1,657.64 3565.00 4.24 152.97 327.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.50 ft 1 0.100 0.091 1.60 1.000 1.00 1.00 1.00 1.00 1.00 . 3.40 494.91 4960.00 1.15 41.34 456.00 Length=15.50 ft 2 0.100 0.091 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.40 494.91 4960.00 1.15 41.34 456.00 Length=4.0 ft 3 0.097 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.30 481.08 4960.00 1.23 44.33 456.00 Length=16.0 ft 4 0.097 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.30 481.08 4960.00 1.23 44.33 456.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+Dell Location in Span +D+S 1 0.1314 5.222 0.0000 0.000 +D+S 2 0.2541 8.241 0.0000 0.000 3 0.0000 8.241 +D+S -0.0359 2.127 +D+S 4 0.4348 8.709 0.0000 2.127 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 2.881 10.350 4.707 7.935 2.906 Overall MINimum 1.696 6.092 2.776 4.663 1.693 D Only 1.185 4.258 1.931 3.272 1.213 +D+S 2.881 10.350 4.707 7.935 2.906 +Di0.750S 2.457 8.827 4.013 6.769 2.483 +0.60D 0.711 2.555 1.159 1.963 0.728 S Only 1.696 6.092 2.776 4.663 1.693 PHILBROOK Engineering Project Title: Rountree Residence T.Vamum Philbrook,P.E. Engineer: 107 Beach Street Project ID: P20-53 Dennis,MA 02638 Project Descr:2 Story Addition&2 Story Detached Garage 508-385-8682(o),508-364-1301(c) Tvarn hil Vedzon.net Printed:30NOV 2020, 3:07PM Steel Beam, ile:p 5, Rountree.e Software copyright ENERCALC,INC.19832020,Build:1Z20.5.31 KW-06000325 PHILBROOK DESCRIPTION: Kitchen/Dining 2nd Floor Flush Beam CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D 0.10 L o.240 D(0.10)L(0.240) s c D(0.3250)L(0.260) D(1.16) D 0:1 D(4.1)S(6.2) D 0.1 S(2.8) W8x21 W8x21 W8x21 Span=8.0ft Span=15.0ft Span=5.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht calculated and added to loadinq Loads on all spans... Uniform Load on ALL spans: D=0.050, L=0.040 ksf, Tributary Width=6.50 ft Partial Length Uniform Load: D=0.10, L=0.240 k/ft,Extent=0.0—>>12.50 It Partial Length Uniform Load: D=0.10, L=0.240 k/ft,Extent=23.0—»28.0 ft Load for Span Number 1 Uniform Load: D=0.10 k/ft, Tributary Width=1.0 ft,(Partition) Point Load: D=1.160, S=1.740 k @ 0.0 ft,(Ridge Post) Load(s)for Span Number 2 Point Load: D=4.10, S=6.20 k @ 4.50 it,(Ridge Post) Load(s)for Span Number 3 Point Load: D=1.90, S=2.80 k @ 5.0 ft,(Ridge Post) Uniform Load: D=0.10 k/ft, Tributary Width=1.0 ft,(Patition) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.635: 1 Maximum Shear Stress Ratio= 0.390 : 1 Section used for this span W8x21' Section used for this span W8x21 i Ma:Applied 23.279 k-ft Va:Applied 11.615 k Mn/Omega:Allowable 36.647 k-ft Vn/Omega:Allowable 29.808 k I Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S i Location of maximum on span 8.000ft Location of maximum on span 8.000 ft 1 Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.112 in Ratio= 1,606>=360 j Max Upward Transient Deflection -0.029 in Ratio= 3,329>=360 Max Downward Total Deflection 0.246 in Ratio= 732>=240. I Max Upward Total Deflection -0.047 in Ratio= 2046>=240. I Maximum Forces&Stresses for Load Combinations PHILBROOK Engineering Project Title;. Rountree Residence T.Vamum Philbrook,P.E. Engineer: 107 Beach Street Project ID: P20-53 Dennis,MA 02638 Project Descr:2 Story Addition&2 Story Detached Garage 508-385-8682(o),508-364-1301(c) Tvarn hil Verizon.net Pnnted:30 NOV 2020, 3:07PM File P 5 ountree.e ,. Steel Beam Software copyright'LNERCALC,INC.1983-2020,Build:12.20.5.31 KW-06000325 PHILBROOK DESCRIPTION: Kitchen/Dining 2nd Floor Flush Beam Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+2 Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega D Only Dsgn.L= 8.00 ft 1 0.336 0.202 0.38 -12.32 12.32 61.20 36.65 1.00 1.00 6.02 44.71 29.81 Dsgn.L=.15.00 ft 2 0.336 0.202 10.25 -12.32 12.32 61.20 36.65 1.00 1.00 6.02 44.71 29.81 Dsgn.L= 5.00 It 3 0.266 0.111 -9.76 9.76 61.20 36.65 1.00 1.00 3.32 44.71 29.81 +D+L Dsgn.L= 8.00 It 1 0.495 0.301 1.76 -18.14 18.14 61.20 36.65 1.00 1.00 8.97 44.71 29.81 Dsgn.L= 15.00 ft 2 0.495 0.301 12.96 -18.14 18.14 61.20 36.65 1.00 1.00 8.97 44.71 29.81 Dsgn.L= 5.00 ft 3 0.391 0.184 -14.33 14.33 61.20 36.65 1.00 1.00 5.48 44.71 29.81 +D+S Dsgn.L= 8.00 ft 1 0.576 0.353 -21.12 21.12 61.20 36.65 1.00 1.00 10.53 44.71 29.81 Dsgn.L= 15.00 It 2 0.594 0.353 21.75 -21.12 21.75 61.20 36.65 1.00 1.00 10.53 4431 29.81 Dsgn.L= 5.00 ft 3 0.436 0.153 -15.99 15.99 61.20 36.65 1.00 1.00 4.56 44.71 29.81 +D+0.750L Dsgn.L= 8.00 ft 1 0.455 0.276 1.39 -16.68 16.68 61.20 36.65 1.00 1.00 8.23 44.71 29.81 Dsgn.L= 15.00 ft 2 0.455 0.276 12.22 -16.68 16.68 61.20 36.65 1.00 1.00 8.23 44.71 29.81 Dsgn.L= 5.00 It 3 0.360 0.166 -13.19 13.19 61.20 36.65 1.00 1.00 4.94 44.71 29.81 +D+0.750L+0.750S Dsgn.L= 8.00 ft 1 0.635 0.390 0.33 -23.28 23.28 61.20 36.65 1.00 1.00 11.62 44.71 29.81 Dsgn.L= 15.00 It 2 0.635 0.390 20.68 -23.28 23.28 61.20 36.65 1.00 1.00 11.62 44.71 29.81 Dsgn.L= 5.00 It 3 0.487 0.197 -17.85 17.85 61.20 36.65 1.00 1.00 5.87 44.71 29.81 +0.60D Dsgn.L= 8.00 It 1 0.202 0.121 0.23 -7.39 7.39 61.20 36.65 1.00 1.00 3.61 44.71 29.81 Dsgn.L= 15.00 ft 2 0.202 0.121 6.15 -7.39 7.39 61.20 36.65 1.00 1.00 3.61 44.71 29.81 Dsgn.L= 5.00 It 3 0.160 0.067 -5.86 5.86 61.20 36.65 1.00 1.00 1.99 44.71 29.81 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max.W Dell Location in Span 1 0.0000 0.000 +D+S 0.0469 4.960 +0+0.750L+0.750S 2 0.2460 6.700 0.0000 4.960 3 0.0000 6.700 +D+0.750L+0.750S -0.0173 2.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 3.239 18.209 12.383 2.868 Overall MINimum 0.640 5.611 2.933 0.337 D Only 1.804 9.742 7.040 1.312 +D+L 3.077 15.420 11.231 1.649 +D+S 2.445 15.353 9.973 2.868 +D+0.750L . 2.759 14.001 10.184 1.565 +D+0.750L+0.750S 3.239 18.209 12.383 2,732 +0.601) 1.083 5.845 4.224 0.787 L Only 1.273 5.679 4.191 0.337 S Only 0.640 5.611 2.933 1.556 PHILBROOK Engineering Project Title: Rountree Residence T.Varnum Philbrook,P.E. Engineer: 107 Beach Street Project ID: . P20-53 Dennis,MA 02638 Project Descr.:2 Story Addition&2 Story Detached Garage 508-385-8682(o),508-364-1301(c) Tvarn hil Vedzon.net Printed:30 NOV 2020, 3:07PM i e p ountrme Steed Beam So Ntim copyright ENERCALC INC.1983.2020,Build 12.20.5.31 KW-06000325 PHILBROOK DESCRIPTION: Down Bedroom 2nd Floor CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending iI I D(0 36)L(1 45) D 1 05 S 1 57 e , D(0 07)L(O 18) ( )i ( ) VV8x21 L Span=22.0 ft i 1 1 J Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loadinq Uniform Load: D=0.070, L=0.180 ktft, Tributary Width=1.0 ft,(2nd Floor) Point Load: D=0.360, L=1.450 k @ 4.50 ft,(Old Rear Floor) Point Load: D=1.050, S=1.570 k @ 16.0 ft,(Roof&Ceiling) DESIGN SUMMARY • M. 9121111111111111111 Maximum Bending Stress Ratio = 0.650: 1 Maximum Shear Stress Ratio= 0.158 : 1 Section used for this span W8X21 Section used for this span W8x21 Ma:Applied 23.827 k-ft Va Applied 4.707 k Mn/Omega:Allowable 36.647 k-ft Vn/Omega:Allowable 29.808 k Load Combination +D+0.750L+0.750S Load Combination +D+L Location of maximum on span 12.383ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.585 in Ratio= 450-360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.986 in Ratio= 268>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MnVOmega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 22.00 ft 1 0.265 0.062 9.71 9.71 61.20 36.65 1.00 1.00 1.84 44.71 29.81 +D+L Dsgn.L= 22.00 ft 1 0,645 0.158 23.63 23.63 61.20 36.65 1.00 1.00 4.71 44.71 29.81 +D+S Dsgn.L= 22.00 ft 1 0.443 0.100 16.24 16.24 61.20 36.65 1.00 1.00 2.98 44.71 29.81 +D+0.750L Dsgn.L= 22.00 ft 1 0.548 0.132 20.08 20.08 61.20 36.65 1.00 1.00 3.92 44.71 29.81 +0+0.750L+0.750S Dsgn.L= 22.00 ft 1 0,650 0.148 23.83 23.83 61.20 36.65 1.00 1.00 4.40 44.71 29.81 +0.60D Dsgn.L= 22.00 ft 1 0.159 0.037 5.83 5.83 61.20 36.65 1.00 1.00 1.10 44.71 29.81 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max:"+"Defl Location in Span +D+0.750L+0.750S 1 0.9856 11.189 0.0000 0.000 PHILBROOK Engineering Project Title: Rountree Residence T.Varnum Philbrook,P.E. Engineer: 107 Beach Street Project ID: P20-53 Dennis,MA 02638 Project Descr:2 Story Addition&2 Story Detached Garage 508-385-8682(o),508-364-1301(c) Tvarn hil Verizon.net Printed:30 NOV 2020, 3:07PM Steel Beam4,, File;p ountree.e l Software copyright ENERCALC,INC.1983.2020,Bulid.12.20.5.31'e KW-06000325 PHILBROOK DESCRIPTION: Down Bedroom 2nd Floor Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.707 4.402 Overall MINimum 0.428 1.103 D Only 1.574 1.838 +D+L 4.707 4.115 +D+S 2.002 2.980 +D+0.750L 3.924 3.546 +D+0.750L+0.750S 4.245 4.402 +0.60D 0.944 1.103 L Only 3.133 2.277 S Only 0.428 1.142 PHILBROOK Engineering Project Title: Rountree Residence T.Vamum Philbrook,P.E. Engineer: 107 Beach Street Project ID: P20-53 Dennis,MA 02638 Project Descr.2 Story Addition&2 Story Detached Garage 508-385-8682(o),508-364-1301(c) Tvam hil Vedzon.net Printed:30 NOV 2020. 3:07PM Wood Beam File.p ountree;e :E Software copyright ENERCALC,INC:198N020,Build:12.20.5.31 Lic.#:KW-06000326 PHILBROOK DESCRIPTION: Main Girt-Overcome Shear Failure-Increase Widths of Bearing Seats CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 3,100.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 3,100.0psi Ebend-xx 2,000.Oksi Fc-Prll 3,000.0 psi Eminbend-xx 1,036.83 ksi Wood Species : Boise Cascade Fc-Perp 750.0 psi Wood Grade :Versa Lam 2.0 3100 East Fv 285.0 psi Ft 2,150.0 psi Density 41.760 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.1875 L 0.5 D(5.4)L( .43 (f L 0.5 D 0.1875 L 0.5 D(5.7 %)M 5.25x9.5 5.25x9.5 5.25x9.5 5.25x9.5 41� 04 �4 Span=6.830 ft Span=6.910 ft Span=6.910 ft Span=6.830 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=12.50 ft,(1st Floor) Mitigate Shear Over-Stress; Increase the Load for Span Number 2 Uniform Load: D=0,0150, L=0.040 ksf, Tributary Width=12.50 ft,(1st Floor) beam bearing lengths. Simpson LCC Caps Point Load: D=5.40, L=8.40, S=7.20 k @ 1.420 ft,(2nd Floor Beam) provide 11° & steel plate provides 12": Load for Span Number (16,170+10,400)#/2 = 13,285# Uniform Load: D=0,0150, L=0.040 ksf, Tributary Width=12.50 ft,(1st Floor) Load for Span Number 13,285# x (5.9176:91) = 11 360# Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=12.50 ft,(1st Floor) 1 1,360# x 3/(2x 5.25x 9.5) = 341 psi Point Load: D=5.70, L=4.90, S=3.670 k @ 2.680 ft,(2nd Floor Beam)DESIGN SUMMARY 341 psi/(1.15x 285 psi) - 1.04 (<5%) - OK - Maximum Bending Stress Ratio = 0.737. 1 Maximum Shear Stress Ratio 1.484 : 1 Section used for this span 5.25x9.5 Section used for this span 5.25x9.5 = 2,285.34psi = 486.37 psi 3,100.00 psi = 327.75 psi Load Combination +D+L Load Combination +D+0.750L+0.750S Location of maximum on span 2.680ft Location of maximum on span = 6.830 ft Span#where maximum occurs = Span 14 Span#where maximum occurs = Span 11 I Maximum Deflection i Max Downward Transient Deflection 0.067 in Ratio= 1219>=360 Max Upward Transient Deflection -0.024 in Ratio= 3443>=360 Max Downward Total Deflection 0.144 in Ratio= 569>=240 1 Max Upward Total Deflection -0.061 in Ratio= 1369>=240 I Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t C L M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length=6.830 It 1 0.202 0.613 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3,70 562.49 2790.00 5.23 157.21 256.50 Length=6.910 ft 2 0.203 0.613 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.72 565.68 2790.00 5.23 157.21 256.50 PHILBROOK Engineering Project Title: Rountree Residence T.Varnum Philbrook,P.E. Engineer: 107 Beach Street Project ID: P20-53 Dennis,MA 02638 Project Descr:2 Story Addition&2 Story Detached Garage 508-385-8682(o),508-364-1301(c) Tvam hil Verizon.net Panted:30 NOV 2020, 3:07.PM Wood Bea111 _ ile:P Rountree. Software copyright ENERCALC,INC.1983.2020 Build.12.20.5.31 KW-06000325 PHILBROOK DESCRIPTION: Main Girt-Overcome Shear Failure-Increase Widths of Bearing Seats Load Combination Max Stress Ratios' Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t C L M fb F'b V fv F'v Length=6.910 It 3 0.254 0.613 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.66 708.32 2790.00 4.68 157.21 256.50 Length=6.830 It 4 0.412 0.613 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.57 1,150.72 2790.00 4.68 157.21 256.50 +O+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.830 It 1 0.500 1.452 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.21 1,551.38 3100.00 13.76 413.92 285.00 Length=6.910 It 2 0.500 1.452 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.21 1,551.38 3100.00 13.76 413.92 285.00 Length=6.910 ft 3 0.494 1.452 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.08 1,531.86 3100.00 9.77 413.92 285.00 Length=6.830 ft 4 0.737 1.452 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.04 2,285.34 3100.00 9.77 413.92 285.00 +O+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.830 ft 1 0.303 1.035 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.10 1,078.63 3565.00 11.28 339.38 327.75 Length=6,910 It 2 0.377 1.035 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.85 1,344.95 3565.00 11.28 339.38 327.75 Length=6.910 It 3 0.289 1.035 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.78 1,030.33 3565.00 7.22 336.38 327.75 Length=6.830 It 4 0.523 1.035 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.26 1,863.19 3565.00 7.22 339.38 327.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.830 It 1 0.337 0.982 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.58 1,304.16 3875.00 11.63 349.75 356.25 Length=6.910 It 2 0.337 0.982 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.58 1,304.16 3875.00 11.63 349.75 356.25 Length=6.910 It 3 0.342 0.982 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.73 1,325.98 3875.00 8.50 349.75 356.25 Length=6.830 It 4 0.517 0.982 1.25 1.000 1.00 1.00 1.00 1.00 1.00 13.17 2,001.69 3875.00 8.50 349.75 356.25 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 n On 0.00 Length=6.830 It 1 0.474 1.484 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.13 1,691.26 3565.00 16.17 486.37 327.75 Length=6.910 ft 2 0.503 1.484 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.81 1,794.61 3565.00 16.17 486.37 327.75 Length=6.910 It 3 0.440 1.494 1.15 1.000 1.00 1.00 1.00 1.00 1.00. 10.32 1,567.48 3565.00 10.40 486.37 327.75 Length=6.830 ft `4 0.711 1.484 1.15 1.000 1.00 1.00 1.60 1.06 1.00 16.69 2,536.04 3565.00 10.40 486.37 327.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length=6.830 ft 1 0.068 0.207 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2,22 337.49 4960.00 3.14 94.33 456.00 Length=6.910 It 2 0.068 0.207 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.23 339.41 4960.00 3.14 94.33 456.00 Length=6.910 It 3 0.086 0.207 1.60 1.006 1.00 1.00 1.00 1.00 1.00 2.80 424.99 4960.00 2.81 94.33 456.00 Length=6.830 ft 4 0.139 0.207 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.54 690.43 4960.00 2.81 94.33 456.00 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Deft Location in Span 1 0.0000 0.000 +0+0.750L+0.750S 0.0417 4.496 +D+0.750L+0.750S 2 0.0974 3.061 0.0000 4.496 3 0.0000 3.061 +D+0.750L+0.750S -0.0606 3.936 +0+0.750L+0.750S 4 0.1439 3.458 0.0000 3.936 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 0.902 20.226 5.853 13.772 5.219 Overall MINimum -0.497 6.555 0.991 2.692 1.130 D Only 0.148 6.618 1.570 6.070 2.244 +D+L 0.902 18.208 5.853 13.647 5.081 +D+S -0.350 13.172 2.561 8.762 3.374 +D+0.750L 0.714 15.310 4.782 11.753 4.371 +0+0.750L+0.750S 0.341 M.226 5.525 13.772 5.219 +0.60D 0.089 3.971 0.942 3,642 1.346 L Only 0.755 11.590 4.282 7,576 2.837 S Only -0.497 6.555 0.991 2.692 1.130 Philbrook Engineering 107 Beach Street Dennis, MA 02638 508-385-8682 ............... ........................ .... .. .............................. ......................................... .............. ............ .............................................................................................................. FSpecies cFir�Prue-Rne- ............... ...............- .................................................................................... ..................... Size:: .......... ............... ---------------- Grade:: No.2 ...............-.............A. ....................................... .................................................................................. ........... .......... ................. ....................... Member Type: Floor Joists Z ............ ................ .......... ................................................................................... ............................................ ............................................................. ................ ................................................. Deflection Limiu; .................................................. .................................................................................................. .................................... ............................................................................................................... Spacing(in): 16 .................................................. .............................. .................................................................................................................................................................................... .......... Wet service conditions? No :Exterior Exposure.] Incised lumber? - ----------N No .............. .. ..................... ......... ............ ............. ........... ................................................... .................... Live Load(psf): FT .......... .......... .............. ......... .......... .......... Dead Load(Ps 15o: . ........... ......... ...................................................................... ............................................................... ................ Calculate Maximum Ho Span; The Maximum Horizontal Span is: 14 &O'd it. 8 in. with a minimum bearing length of 0.84 in. required at each end of the member. ................. AT ucl .................... ............................... :Species ... .............................................. n .:;Grade .. ......... ....................................................................... Size 2x:1::10: *..:....:....::....:..:.. XX ......... ------* .... .............. .:Modulus of Elasticity(E)it.1400............- ..... ...... psi ....................*....%i�......... ....................... Bending Strength(Fb) i1,106, ........................................................................ .........- :Bearing Strength(FOP) 1.4 . . .......... :::Shear Strength(F,) 13.E psi ................................. ............................... ...............: While every effort has been made to insure the accuracy of the information presented,and special effort has been made to assure that the information reflects the state-of-the-art,neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this Online Span Calculator. Those using this Online Span Calculator assume all liability from its use. PHILBROOK Engineering Project Title: Rountree Residence _. T.Vamum Philbrook,P.E. Engineer: 107 Beach Street Project ID: P20-53 Dennis,MA 02638 Project Descr:2 Story Addition&2 Story Detached Garage 508-385-8682(o),508-364-1301(c) Tvarn hil Vedzon.net Printed:30 NOV 2020, 3:07PM f Fi e:p 0-5 ountree e .; Sfeel Beam r •: .- , ` � , SoftwaiecopyrightENERCALC INC.1983.2020,Butld.1220.5.37` DESCRIPTION: Garage 2nd Floor CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.225)L(O 6) i � 1 - f r -z44, ' � W12x35` Span=24.0 ft I I i Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=15.0 ft,(2nd Floor Storage) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.673". 1 Maximum Shear Stress Ratio= 0 191 : 1 Section used for this span W12x35 Section used for this span W12x35 i Ma:Applied 61.920 k-ft Va Applied 10:320 k Mn/Omega:Allowable 91.976 k-ft Vn/Omega:Allowable 54.0 k jLoad Combination +D+L Load Combination +D+L Location of maximum on span 12.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.544 in Ratio= 529>=360 I Max Upward Transient Deflection 0.000 in Ratio= 0<360 I Max Downward Total Deflection 0.780 in Ratio= 369>=240. i Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx .Vnx/Omega D Only Dsgn.L= 24.00 ft 1 0.204 0,058 18.72 18.72 153.60 91.98 1.00 1.00 3.12 81.00 54.00 +D+L Dsgn.L= 24.00 It 1 0.673 0.191 61.92 61.92 153.60 91.98 1.00 1.00 10.32 81.00 54.00 +D+0.750L Dsgn.L= 24.00 ft 1 0.556 0.158 51.12 51.12 153.60 91.98 1.00 1.00 8.52 81.00 54.00 +0.60D Dsgn.L= 24.00 ft 1 0.122 0.035 11.23 11.23 153.60 91.98 1.00 1.00 1.87 81.00 54.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+Dell Location in Span +D+L 1 0.7803 12.069 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.320 10.320 Overall MINimum 1.872 1.872 D Only 3.120 3.120 +D+L 10.320 10.320 +0+0.750L 8.520 8.520 +0.60D 1.872 1.872 L Only 7.200 7.200 OPH NORROW BROCIN6 MITHUB1RHMIN6 TIPS ,3U 'F- The APA Narrow Wall Bracing Method is a simple, site-built solution that allows builders to construct segments as narrow as 16 inches next to window and door openings. Be sure to check for these essential details when constructing the APA Narrow Wall Bracing Method around garage openings. For complete information on the APA Narrow Wall Bracing method and its applications in locations other than the garage,please see APA publication Narrow Walls That Work, Form D420. L. II Wall sheathing must extend up over header s s a ef: t 6: z .' Ode .tit 9 i� :•a:::;:.;:���:?<':is:'<:�:!ii�'ii::<f`.:iiii%i:.'!#;#;y`r.`':: OR �* Nail schedule 8d common EXTERIOR. at 3"o.c. VIEW OF GARAGE OP ENING G wall ..:::. .:.. .... sheathing must extend P over »' header , Sheathing joint at a 4 4 aPP rox. , mid height Nail schedule g 8d common at 3"o.c 3;2 S:::::::::.:::.::.::........... s:iiiiia8ii?i>:;!:!:?:<' AM JUPA THE ENGINEERED WOOD ASSOCIATION e, p 3 13 Extend header taking stud Nail top plate to header ° with two rows v of 16d nails at 3"o.c m 0 , 1, O x : w �,�,, ��,�s ,:;f• , INTERIOR /f-:• VIEW OF a Z >f,4.`f% GARAGE _ €h .;.;.. PENI O NG 0 /< nstall 1000-lb strop 2 anchor bolts with mih:.2 x 2 x 3/16" w plate washers o Nail corner studs together z ° 2 rowsof 1 Gd a4 24"o,c. • .:. .,. a NXXX Stud optional to k o support interior finish '` >. Gypsum u LL f optional ti s 8d at e6 Z u c < 8d at 3 o.c. g X. a r 9 1PLANN E,V'-fF C-ORN"ER m AIL) We have field:epresentafnes m many major U S cd'es and m Canada who E)€SCI-AI CI-AIM : z can help answer questions;gnvolvmg;APA trademark.-products For additional': The mformahon:contamed herein i on:APA The Enginee ed Wood. p ossisi6nce m specifying engineered wood products;contact us Association s contmmng programs of laboratoryaestmg,product reseorch and; Q comprehensrve<field experience Neither APA hor ds'meitibers make-`any war u faP6i.: tHE E#fiC,3At£EFtcD YkOOD r2SSOCIATI3N t ran 'ex ressedorim lied,"orossume on legal'IiabiI or.'res onsibili or:the ° tY P P Y ; Y P tY HEaYl39i# R1EftS use apphcahon;of and/or,re ference:toopinions hndings_condusions or re > ommendat ons'included ir[:this ubljcation Consult our`local jurisdiction or<p; o ZOl 1 So. 19th St Tacoma;Washington 98466 P Y °O (253)565 6600':}Fax (253);565 7265 design professional to assure compliance,wdh'code construction and perfor . 3 monce regwrements Because APA has no control over quality of workmanship:: o B or the.conditions under which engineered wood products`'are used'i if cannot; w °° accept responsibility for product performance or designs as'gctually consfruded.:; z i w PR866L 5LlE?EYCSRT HELP DESK.:.. (253)620 7400 Email Address help@opawood org a 7HE EWGIMEERED �¢ Farm No--J43611 W06A'ASSOCIATIOId o Issued Jonu"aey 2006/0010 . 0 6 ,3 Z 5� o Ve+er,en-ce-_�v_i i, r - fihe seco ild (Doc r - I_V��e f�i�i �Vlo 4_I V I_VI�G r��l✓1 �e—�a:S_e_I?��y��-- 2To ---- p4j roc,A�YPe CrM--c, - BUIL-DING-DEP-T• — r�ov 1 s-Zo2o TQ L� M-OF BAR"STAB w _ E _� i �. _ i I f 'y�i� '� �.�i. v �i E i i i �' . . i _. I i I 1 . i _ � The Commonwealth ofMaaachus Department oflnd=trWAcddm& _`$UILDING O,ffrceof7nvadgadons AI�IIVE® ®EPT ' 600 Washaegton Strad :. �O Y NO V p 6 2020 - osta 02111- B n,MA , Workers' Compensation YnsuranceAffidavit:$molders/Contractors/Elecir�tciians/Pl»�e>�ARNSTABLE, Applicant Information PIease Print Legibly Name(Budnessomoudu ioaRndfvidaal)' 0 nT ( 01 ? 2pn\--Vv\� City/State/ P: L CxJ-T N 1 o ZSy o Phone#: 39I — 29 0 Are you an employer?Check the appropriate bow of p' I.ro'ed , 4. m a geneesl contractor and I Type (reRW'�= ; 1.❑ I Mn a employe i with a 6. New construction employees(hU and/or part tine).* have hired ffie sob-cantractors 2.Q I am a sole proprietor or partner- ftsWon the wwhed sheer 7. Q Rmodelnng ' and have no em Io ees These have S. Q Deaaolition ; P y working for min any capacity. employees aad have workers 9. 5BMIding addition [No workers comp.mstuaace p .instaance• ] 5.Q We are a cmpo zdm and its 10.Q Electrical repairs or additions required.3.Q I am a homeowner doing all work officers have exercised their 11.Q Phimbing repairs or additions right of on MOL ❑ TBP� myself o workers �' �� P� . ms uance ]t � e.152,§1(4),and we have no I2. Roof _ employe m[No-workers' 13.(]Other camp.msurance.regtured.] •Any applicarstthat checks boa 61 nmst also fill out the section below showing 16ir workers'compensation policy iaftmatioa. ' 1 t Homeowners who submit ibis affidavit indicating they are doing all work and then hire outside contractors mast submit anew affidavit indicating such. .:Contractom diet check this boa must attached an additional sheet showing the name of the sub-coui:actors and state vybcdw or notthose entities have- anployeeL if the sub-contractors have employees,they must provide their workers'ewmp,policy number. lam an employer that ds providing workers'conpemadon insurance for pry employees Below is the poldcy andjob site information. , Insorimoe CampanyName: ' Policy#or Self-in.Lic.#: 113cpiratfom Date: Job Site Address: City/S`tatelzip: Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). r Failure to secure coverage as required under Section 25A of MGL c.152 can lead to the imposition of m*ab al penalties of'a fine up to$1,500.00 and/or one-year imprisomnent,as well as civil penalties mthe form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of - k; Investigations of the DIA for insurance coverage verification. I do hereby e � d aci penalties of pen f ury that the informatio n provided ab a is and Date: correct x S" atlas x I ?420 2 Phone#: - QOW use only. Do not write fit tdtds area,to be completed by city or town q f dcdal City or Town: Permt/License# Issuing Authority(circle one): » 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Pltanbing Inspector. 6.Other . ContactPerson; Phone#: '. x_ Commonwealth of Massachusetts Oivision.of Prpfesslonal t.icensure !Board of Building,Reguljadons and Standards f y i +;' Y Gin s c�t��►� ts4�� CS 114540t �res 10/15/2023 PATRICK W RbLIf�TREE s 1 143 PALMER AUE;AVT A,' FALMQUTH MA 0 W A . } ��CCPrvPs ( Ian► � �� �.� � < < _ - LLEV, � • N Co CSC`2�� � S _ �- vd�, dod - �11 a u� , $ �o � ,io�iaS pokfv o p o � 1 103 //n11\ \ ,(r r� ►�(,t,, +� 'i s �' cQ;� �-r� l-^"�'s��l` v��C;� �; by\ 0 - e`x d�N-ier� Ell) � P 1 SAS.. 7 7` 5z- 0qo( , f W ro�� ROUNCON701 MWOLF ACORL7►" DATE(MMIDD/YYYY) CERTIFICATE OF LIABILITY INSURANCE 10;MMIDD 20 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 poficy(ies)must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsements. PRODUCER License#1780862 c NTACT - HUB International New England PHONE FAx 600 Longwater Drive (AIc,No,Eut):(781)792-3200 (A/c,No):(781)792-3400 Norwell,MA 02061-9146 INSURER(S AFFORDING COVERAGE NAIC# INSURER A:Nautilus Insurance Company 17370 INSURED _ - INSURER B:Liberty Mutual Fire Insurance Company 23035 Rountree Enterprises LLC INSURER C: 143 Palmer Ave Apt A INSURER D: Falmouth,MA 02540 INSURER E INSURER F: COVERAGES CERTIFICATE UMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED_ NOTWITHSTANDING ANY REQUIREMENT, TERM.OR.CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADDL SUER POLICY NUMBER POLICY EFF POLICY EXP LIMITS A X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 CLAIMS MADE FXOCCUR CGLO132483 . crr 100,000 REMASOER ocuence MED.EXP-(Any oneperson).. $ 5,000 • ,• PERSONAL&ADV INJURY $- 11000,000 NEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000 POLICY❑j�0. LOC PRODUCTS-COMPIOP AGG $ 21000,000 OTHER: AUTOMOBILE LIABILITY ' - COMBINED SINGLE LIMIT - ANY AUTO BODILY INJURY Perperson) S - OWNED SCHEDULED AUTOS ONLY AUTOS BODILYBO�DILY INJURY Per accident AUTOS ONLY I AUTO ONLY w PPer amdent AMAGE $ y UMBRELLA LIAB OCCUR - _ _ EACH OCCURRENCE $ H EXCESS LIAB CLAIMS-MADE AGGREGATE S DED RETENTIONS k B WORKERS COMPENSATION PERK X OTH- AND EMPLOYERS'LIABILITY Y/N - U ANY PROPRIETOR/PARTNERIEXECUTIVE WC2'31 S-625368-01�0 '9/2612020- 9/26/2021 - - 5001000 OFFICERIMFMBER EXCLUDED? NIA E.L.EACH ACCIDENT $ (Mandatory in NH) w _ E.L.DISEASE-EA EMPLOYE $ 500,000 It yes,describe urder 500,000 DESCRIPTION OF OPERATIONS below - E.L.DISEASE-POLICY LIMIT S DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES(ACORD 101,Additional-Remarks Schedule,may attached lf more space Is required) CERTIFICATE HOLDER CANCELLATION ' SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Town of Barnstable THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN i 367 Main Street ACCORDANCE WITH THE POLICY PROVISIONS, Hyannis,MA 02601 AUTHORIZED REPRESENTATIVE ACORD 25(2016103) •. ©1988-2015 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD s 1 �l � t � ! C) F s r 1 lj t i L q! t 1G ' I L C P L Cam ? � o yr o Of ,tlAYTC {��c.�. _ AND SGPVFYORS. � � FINISH GRADE OVER D-BOX= 47.2`± � � GENERAL NOTES T.O.F. EL.= 51 .8 FINISH GRADE OVER CHAMBERS = 46.8` - 47.2` PROVIDE EXTENSION RISER !!! SLOPE @ 2% MIN. OVER SYSTEM 3/4"TO 1-1/2" DOUBLE WASHED REMOVABLE WATER-TIGHT COVER OVER $ STONE TO CROWN OF PIPE 1. UNLESS OTHERWISE NOTED, ALL SYSTEM COMPONENTS AND CONSTRUCTION WITH COVER OVER INLET & FINISH GRADE OVER TANK EL.= i FINISHED GRADE OUTLET TO WITHIN 6 OF F.G. RISER TO WITHIN 6" OF FINISHED GRADE 4" SCHEDULE 40 PVC INSPECTION PORT WITH ACCESS BOX METHODS SHALL BE IN ACCORDANCE WITH TITLE 5 OF THE STATE ENVIRONMENTAL 48.5'± 2" OF 1/8"TO 1/2" DOUBLE WASHED @FOUNDATION - 50.5'± �� MIN SLOPE 1% TO F.G. (SEE GENERAL NOTE#21) CODE AND ANY APPLICABLE LOCAL RULES. 5 DIA. OUTLETS) STONE OR GEOTEXTILE FILTER FABRIC 2. ANY CHANGES TO THIS PLAN MUST BE APPROVED BY THE BOARD OF HEALTH AND THE 24"MIN.ACCESS 9" MIN. i PLACE RISERS ON ALL DESIGN ENGINEER. COVER (3 TYP.) 36" MAX. TOP OF SAS = 44.20' PROP. SCH. 40 9" MIN. CHAMBERS WITH 3. 4" SCHEDULE 40 PVC PIPE WITH WATER TIGHT JOINTS SHALL BE USED IN DISPOSAL PVC SEWER PROP. SCH. 40 4" PVC TEE 36" MAX. 43.20' 36" NAX. , INLET PIPES TO 6" OF SYSTEM UNLESS OTHERWISE NOTED. PVC SEWER BREAKOUT EL= 43.70 -� FINISHED GRADE 2" DROP MIN. 4. TO PREVENT BREAKOUT, THE PROPOSED FINISHED GRADE SHALL NOT BE LESS THAN MIN.SLOPE@ 1% 6" 3" 3" DROP MAX. 3" 9, L=27'± ELEVATION =43.70' FOR A DISTANCE OF 15'AROUND THE PERIMETER OF THE SAS. UNLESSA MIN.SLOPE 1% PROVIDE WATERTIGHT o 13" 4" PVC IN FROM �JOINTS (TYP.) �w� 0 40 MIL GEOMEMBRANE LINER IS PLACE AT LEAST FIVE FEET FROM S.A.S. AND THE TOP OF *49.7`± 14 45.75' SEPTIC TANK 4" PVC OUT TO 0 � � O C� C� 0 0 o o O o o THE LINER IS NOT LESS THAN THE BREAKOUT ELEVATION. 0LEACHING FACILITY o00 0 0 0 5. SLOPE ALL SOLID PIPE AT 1.0% MINIMUM. 00 = = = = 0 0 6. THIS SYSTEM IS NOT DESIGNED FOR A GARBAGE DISPOSAL. ' INLET TEE 12" 6 0 46.00_ 48 OUTLET TEE 44.30' MIN. 43.53' 2 0 00 000 o 0 00 7. LOCAL BOARD OF HEALTH AND DESIGN ENGINEER TO BE NOTIFIED PRIOR TO BACK 00 o00 = = = oo FILLING WHEN SYSTEM IS NEARLY COMPLETE AND READY FOR INSPECTION. SYSTEM IS TEES TO BE CENTERED 6 CRUSHED STONE o GAS BAFFLE o 0 0 DIRECTLY UNDER RISERS OVER MECHANICALLY o NOT TO BE BACK FILLED WITHOUT FIRST OBTAINING APPROVAL FROM BOARD OF HEALTH 12.6' TO NEW FND. COMPACTED BASE AND DESIGN ENGINEER. 8.5' (TYP) 4.0 5 4.0 - 4.0 4.0 6" CRUSHED STONE OUTLET DISTRIBUTION BOX 4.83' 8. ELEVATIONS BASED ON APPROXIMATE M.S.L. DATUM. BENCHMARK ELEVATION OF 50.00' 25.0' (NP.) ESTABLISHED ON A NAIL SET IN UTILITY POLE #7B AS SHOWN ON PLAN. OVER MECHANICALLY TO BE INSTALLED ON A LEVEL STABLE < 35.00' 9. CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION COMPACTED BASE C C C C BASE. FIRST TWO FEET OF OUTLET 41 .20' GROUND WATER ELEV.= PROPOSED 1 ,500 GALLON CONCRETE SEPTIC TANK PIPES TO BE LAID LEVEL. - 12.83' „ , „ 2 500 GALLON H-20 CHAMBERS 5' MIN. THROUGH DIG-SAFE AT LEAST 72 HOURS PRIOR TO COMMENCING WORK ON SITE AT LENGTH 10'-6" WIDTH 5 -$ DEPTH 5 -$ CROSS SECTION VIEW CHAMBER END VIEW 1-888-DIG-SAFE AND ANY OTHER APPLICABLE AGENCIES. REPORT ANY DISCREPANCIES *CONTRACTOR TO VERIFY EXISTING (Dimensions per TYPICAL CHAMBER PROFILE TO THE DESIGN ENGINEER. ELEVATION PRIOR TO ANY WORK& SEPTIC TANK PROFILE ACME/Shorey) DISTRIBUTION BOX DETAIL H-20 CHAMBER DETAILS 10. ALL JOINTS WHERE PIPE ENTERS AND EXITS CONC. STRUCTURES SHALL BE MADE WATERTIGHT. NOTIFY ENGINEER IF DIFFERENT. NOT TO SCALE i NOT TO SCALE NOT TO SCALE p 11. NO DETERMINATION HAS BEEN MADE AS TO COMPLIANCE WITH DEEDED OR ZONING TEST PIT DATA REGULATIONS. OWNER/APPLICANT IS TO OBTAIN SUCH DETERMINATION FROM .k y APPROPRIATE AUTHORITY. GREAT MARSH ROAD PERC NO. TPT-20-90 (40'WIDE LAYOUT) HOV INSPECTOR: David W. Stanton, R.S. 12. ALL SEPTIC SYSTEM COMPONENTS SHALL WITHSTAND H-10 LOADING UNLESS LOCATED STOOP UNDER MORE THAN 3 FEET OF COVER OR LOCATED UNDER PAVEMENT, DRIVES, OR ° X #18 8' 3 ' E' EVALUATOR: Michael Pimentel, EIT, CSE TRAVELED WAYS IN WHICH CASE THEY SHALL WITHSTAND H-20 LOADING. �. S84 49 10'E C.S.E. APPROVAL DATE: Oct. 27, 1999 i. EXISTING • 20.65' -'( 2-BEDROOM C° 13. DOUBLE WASHED CRUSHED STONE SHALL BE FREE OF ALL DIRT, DUST AND FINES. �' DATE: May 14, 2020 DV1'ELLING 1' 6' `' 14. WHERE REQUIRED, CONTRACTOR SHALL REMOVE ALL LOAM, SUBSOIL AND UNSUITABLE • ', TEST PIT#: 1 &2 2, TOE=51.8± ,,�. �, • MATERIAL IN AREA BENEATH AND FOR 5 FT. ON ALL SIDES OF LEACHING FACILITY. o ' . • ':•• REPLACE ALL UNSUITABLE MATERIAL WITH CLEAN COARSE SAND FREE FROM CLAY, ,�.�- • � .1 - .�. ,� ,_,. � ELEV TOP = 46.80 MAP 190 BH = LOT 215 `" 'BECK U ,: M . •. ELEV WATER - < 35.80' FINES OR OTHER UNSUITABLE MATERIAL IN ACCORDANCE WITH 310 CMR 15.255(3). O 15. CONTRACTOR SHALL NOTIFY DESIGN ENGINEER OF ANY DISCREPANCIES FOUND IN cn o N a PERC RATE _ < 2 min./inch SITE CONDITIONS FROM THOSE SHOWN PRIOR TO CONTINUATION OF WORK. rn �� :>. " LOCUS DEPTH OF PERC = 36° - 54" 16. PROPOSED PROJECT IS LOCATED WITHIN: MAP 190 %p u?! PROPOSED Q •e`� ASSESSOR'S MAP 190 LOT 216 (� LOT 248 �E � c` ADDITION •' • - y TEXTURAL CLASS: 1 a rJgO° 47 25 `„ t ' .#.` OWNER OF RECORD: WILLIAM & MARGUERITE ROUNTREE r 127.90, g , e °o � 14.1 � ; ��� ;-� � „ .� _ ADDRESS: PO BOX 71 41 10 .. . • , m 4g.93' O 15.72' 3.33' , �. ' ' ' 0" 46.80' CENTERVILLE, MA 02632 d S80° 4T 25"W 12.6' 13.72' 10' 6 M • : . • A Loamy Sand r D ZONE X 12 45 80 w COMMUNITOY PANEL# 25001C0561J MAP 190 LOT 216 �. ' � � � • �•.� �� �� �.�` �'. � � g Loamy Sand 17. DEED REFERENCE: DEED BOOK2232, PAGE 183 27,556+ S.F. 12.8 } / _ ` 18 PLAN REFERENCE: PLAN BOOK 268, PAGE 20 s• Op� 50- _ �. ! 36' 43.80' 19. ALL DISTURBED AREAS SHALL BE RESTORED TO ORIGINAL CONDITION. --^' O 00 .,. w ' / b RESERVE AREA N • o __w., P ING Benchmark • n etc 20. THIS PLAN IS TO BE USED ONLY FOR SEPTIC SYSTEM &ADDITIONS WORK JC ENGINEER d i L T A �� i C Nail Set in U.P.#7B �� °� r �, . 54,E . 42.30' WILL NOT ASSUME ANY LIABILITY FOR USES OF THIS PLAN OTHER THAN ITS INTENDED N ���t'�\ C'P w Elev. = 50.00 O 25.0' ) z ,Tw A `3• r • �! �•• ? Ij PURPOSE. Z GUYWIRI Approx. M.S.L. � `�'' •+• ! 21. A 4" PERFORATED SCH. 40 PVC PIPE SHALL BE PLACED IN A VERTICAL POSITION TO A GAS - GA5 0/ 3 �! T" �_ • •• • Coarse Sand N `;� � -- - • f • • ! � C DEPTH OF THE BOTTOM OF THE SAS AND EXTEND TO WITHIN 3 OF FINISH GRADE. A _ 2.5Y 6/6 J • • •'a� (10-15% gravel) REMOVABLE THREADED CAP SHALL BE PLACED ON THE TOP TO ALLOW FOR INSPECTIONS. MAP 190 s /� f M �� an _rry v .r, 4. �. LOT 250 / _ #18 coop o�� @ °O cs: 22. OWNER/APPLICANT/CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN ANY AND ALL w 0 EXISTING U f ° REQUIRED PERMITS AND APPROVALS FOR THIS PROJECT. W 2-BEDROOM j 24 0� I 2�a LOCUS PLAN DWELLING L' INV.=49.7'± TOF=51.8'± SCALE: 1" = 1000' 35.9' ' PROP. 132" 35.80' BH t �¢8x6' GARAGE No Mottling, Standing or Weeping Observed _ PROP. DECK - FFE=52.8'± (SLAB=490') - � TEST PIT DATA LEGEND _ DECK / / / : PROP. CLEAN-OUT = DESIGN DATA U �,� PERC NO. TPT-20-90 50xO' EXISTING SPOT GRADE O INSPECTOR: David W. Stanton, R.S. Q_ - 4 EXISTING CESSPOOL PROPOSED o- NUMBER OF BEDROOMS (EXISTING) 2 EVALUATOR: Michael Pimentel, EIT, CSE -- -- 50 - - EXISTING CONTOUR TO BE REMOVED ADDITION �0 NUMBER OF BEDROOMS (PROP.) 3 C.S.E. APPROVAL DATE: Oct. 27, 1999 �� p`5 `'8xL', � NUMBER OF BEDROOMS (DESIGN) 3 DATE: May 14, 2020 PROPOSED CONTOUR 48x3' ; O ._.. '-- - --- - --- _-- _ - -_- DESIGN FLOW 110 GAL/DAY/BEDROOM 50 PROPOSED SPOT GRADE PROPOSED 1,500 12" 14" TEST PIT#: 3&4 GALLON SEPTIC TANK I _. 48-- >> X;' MAP 190 PROPOSED SEPTIC & ADDITION DIMENSIONS I 1, 1TOTAL DESIGN FLOW 330 GAL/DAY GAS EXISTING GAS LINE 14" LOT 217 SCALE: 1" = 20' ° ELEV TOP = 46.00 O H W i_ EXISTING OVER HEAD WIRES DESIGN FLOW x 200 /o = 660 GAL/DAY ELEV WATER = < 35.00 PROP. TWO (2) 500 GALLON 48x'6 H-20 LEACHING CHAMBERS x& 47x2 2 USE PROPOSED 1,500 GALLON SEPTIC TANK w/AGGREGATE I _ ` `.. 1 TUMP PERC RATE = W W EXISTING WATER LINE 46x8 SHED-, 10" ` DEPTH OF PERC = TEST PIT LOCATION `I'=�<2' �'v RESERVE AREA - A TEXTURAL CLASS: 1 PROPOSED a 46x8 O O O PROPOSED 1,500 GALLON SEPTIC TANK DISTRIBUTION BOX - TP 1 14 cp 49x9' INSTALL 2 - 500 GAL. CHAMBERS w/ AGGREGATE 2 � TP 4 46x8 � PROPOSED 4" SOLID SCHEDULE 40 PVC PIPE 46x0 TP 3 �4 'o � 0,� 46xO 46.00 I 47xo i oQ SIDEWALL CAPACITY Loamy Sand Q� 48.. 1$ Q PROPOSED DISTRIBUTION BOX t!a `3 ZONING DISTRICT: RC (LENGTH + WIDTH) (2 SIDES) (2' HIGH) (0.74 GPD/S.F.) = GAL/DAY Al2" 10Yr 3/1 45.00' - I 14'I. t,a1a PROPERTY IS LOCATED WITHIN THE RESOURCE PROTECTION OVERLAY DISTRICT (25.0' + 12.83') ( 2 ) ( 2' ) ( 0.74 GPD/S.F.) = 112.0 GAL/DAY Qp PROPOSED 500 GALLON H 20 LEACHING CHAMBER I k� 24" �\-- B Loamy Sand I REQUIRED EXISTING PROPOSED BOTTOM CAPACITY 1 OYr 5/6 PROPOSED INSPECTION PORT ca FRONT SETBACK= 20' MIN. 264.6' 264.6' (LENGTH x WIDTH) (0.74 GPD/S.F.) = GAL/DAY a3h:�' 25.2 2'• SIDE SETBACK= 10' MIN. 35.9' 24.0' N� �o�� REAR SETBACK= 10' MIN. 109.4' 15.Q' (25.0' x 12.83') (0.74 GPD/S.F.) - _237,4_ GAL/DAY 36" 43.00' REV. DATE BY APP'D. DESCRIPTION ��� \'PROP. _ t BUILDING HEIGHT 30' MAX. < 30' PROPOSED SITE PLAN MAP 190 GARAGE 24" 2 * TOTALS: �N OF MAS LOT 252 �. 14" (SLAB=49 0') ,�g. t 2 �° I0 PREPARED FOR: SEE HOUSE PLANS TOTAL NUMBER OF CHAMBERS � � s y o.i" 48x3' PROP (2) H-20 LC-6 TOTAL LEACHING AREA 472.2 SQ. � 4F, n � f l 4a . 1 = ROBERT B. OUR CO. LLC j! DRYWELLS w/4' OF TOTAL LEACHING CAPACITY 349.4 GAL./DAY JOHN L. ®3NNd�s 12" 18" 9 -„ STONE; FRAME & GRATE Coarse Sand o ,_:. �.,k� C v CHN0.48I066LL JR. � 2.5Y 6/6 49 ��, ' /� RIM = 45.50' (10-15% gravel) o ° ��, - �� 49x0 _ ` i `ems o.9 ISLER� ��� LOCATED AT � 0 351 GREAT MARSH ROAD s? CENTERVILLE, MA 02632 x4' NOTES: - -- - SCALE: 1 INCH = 20 FT. DATE: JUNE 1, 2020 nON �S4 O'� �1 1.) MAGNETIC MARKING TAPE SHALL BE PLACED ALONG THE TOP EDGE OF 132" 35.00' 0 10 20 40 8,0 FEET OZOZ ti 0 �, N� MAP MAP 19O EACH SEPTIC SYSTEM COMPONENT. tN of ws .-` Q1�n8 c�60 210 No Mottling, Standing or Weeping Observed sic LOT 254 JOHN L. yGs PREPARED BY: la3 LOT 03-01 2.) CONTRACTOR SHALL VERIFY SOIL CONDITIONS IN THE LOCATION OF THE RESERVED FOR BOARD OF HEALTH USE CHURCHILL JR. �; PROPOSED LEACHING FACILITY TO ENSURE CONSISTENCY WITH TEST PIT CIVIL N JC ENGINEERING, INC. DATA SHOWN ON THIS PLAN. REPORT TO ENGINEER AND LOCAL BOARD OF NO. 41807 2854 CRANBERRY HIGHWAY HEALTH IF SOILS ARE NOT CONSISTENT WITH TEST PIF DATA. EAST WAREHAM, MA 02538 3.) ENTIRE PROPERTY IS LOCATED WITHIN THE ESTUARINE WATERSHEDS. f SITE PLAN f 508.273.0377 MAP 190 Drawn By: MCP Designed By:MCP Checked By: JLC JOB No.5133 LOT 256 SCALE: 1"= 20' UII QING ®EpT. Nov o 2 2o2a To of RARNSTABIEG ,. ��'� r _ ------------------ r _ f - -- - SCALE: �.% ¢ !In " APPROVED BY: DRAWN BY DATE: r REVISED DRAWING NUMBER I . 9 1 u I I 1 � d I ti\ , ,* y _ .. 1 - , I I� _ - 1 I r it 1 Iowa SCALE: i, APPROVED BY: DRAWN BY a�'9 DATE: •- °+�-} REVISED _J DRAWING NUMBER d . A s rt j - I i � f _ 7 It ' t tl i f SCALE' APPROVED BY: DRAWN BY DATE: I`1 REVISED DRAWING NUMBER S IJA.+1.,i"es - dit O c Ft�t►2s ?+]�4+tit E.a(,,- tZ"v.c . r�, ,. i L {{ C'114.. ►.F,:...q�.t w► �9fr.CL•'{"'sd _ Cr'4.. t 1 Ac.n•J A. s(e-- { ZrZU tJ -IV _._,, ram ' ---�/�L.t.► _—_OJT l.L'1/.Q+T\Chi - M • r it f + , t [ r t - SCALE: + ' APPROVED BY" - - - - .d�� •. DRAWN BY DATE: f� •" REVISED DRAWING NUMBER r� � N o ,-Z.e, v u� ..A L • 1 { _ VN A,y l i 1 1 0 } ILL — t FA 1 t^AW .'s.u1« :yc � �"rw•-� 3c�ry rr'r>.+. 1 • t f - >l r o 1 m i yl i APPROVED BY: �%t�_.�," �L•C]C71L 1"�'(,iIQ''�+� SCALE: ��" c � O' DRAWN BY DATE: t �}• s`� REVISED DRAWING NUMBER I V S I C T ra 1 " S Z ►G.o. $ 1"7{ —Z t-rn t-t Hsu 4v J j ✓ ' z � " �c ' tom / ! w {-+ q z - v A: _ o - r- srTj rl tT 'S�4o 1'lrtsH RoxL2 �-rpa► ' ]CZ- vj r.¢" �� 11 t `� Ia{ Cs`. � g•,y•• _jam 4� ;,-, S 1 �I . • SCALE: /4 .1 'M'' APPROVED BY: DRAWN BY DATE: REVISED DRAWING NUMBER i I i 40 .0 i ---Z4..��4 iRms�►at uf tlQ ' —r------� _..__. �_— ��.. r y t FrIll Y o 60 I it o � : - Zx1Z rrr � k —�;e1"k. . `Xp2 ..AA I '�►— ,M1;�J, Di�`�.�1.4�.Y vrl.a.rl.it 3 A. 0 i 0 ; Ail (0 .� L I �'�_� _ ., ',Ca..,:h� :—;�ak:i'4'._, •fir NL Ist •1X,,1►, IT6; 44 4 r3' a "f1 �J 1 SCALE: APPROVED BY: DRAWN BY DATE: ; REVISED DRAWING NUMBER r Yt v,;'!yxxssG -l4jr K<<,at'.J G l'7-i�O•G r,+�. / �,_ '�_. .^ 1 fL'S G'Si++a �'i.•Y- •S,-+F.n."T"1�t��sC.• f s i---=-�t�4�®�t�'oc - � -- CG6��ev.0•tt"�'r� �r..s-.t'v."IG�.. - - X- G _. . , _..� ;r i rj,G. 1 baJ-0-- 1,ael t o V � � - - --"''v r '•'* Gts �.G i�..yes S.a t 4,,`'104 a 4 E— I '(a,. �v G S\•k, 1 ac5 s i6 � w' �..h•t>i�p,ot'iSe. yy �'� yx G. �G O 4q-jos�.�t�"c�•C 4GJ9►MpV-cm�f'u +. .6-, OEv-�"k}srt 'iZx3� Gw.aGc.er� I , =-✓Y u �•T .-�t�,.S�r't.IVQC -, .—.._Z,,K ICJ Jc�Pc2* i(."6,C � f ; X •t.<s'mz J.,*evl• //L J �� � - �J+YL'•L•A►tirti•! G C t.r V JF4tti1 ''T � d7R'-�0K�4�leb�C'e�-� � Tam`x �•z" cc..�o +�9►.a ' I_ SCALE: �ii' }S. "' APPROVED BY: DRAWN BY DATE: 7A REVISED DRAWING NUMBER d I! f Q { i j tt i 1 a ,.-,.• , n v-.�-.t c j f , , s _ I do zi AV i II I) i t4 t' I ( f .. �►^`lr i+[ )per- — ; ) I 1.. f 4 It ! __ ... ._.. _ __ .. ._— ..� _� .... a ... .:.• __P --'T•,—. j I' � � .i , .� 1�?:,.-�„;�,ca..'.►c:-.to C. •_� A i i tz t. + _._.___— '_'� 'f ! t .. ._. ._ _._ ��Y\.."J �.r�C"a CIE' ;r�• 7 Lam- ._ _.. .... .__ _._._-._.._. _. _ e t e d � 1 xj�L� 4"'�'3 ,�rc.,•c�.� a.�--ra. .�..,,.� -� �!r �� R tl � �� i -+1f `13 �Ito ' 71 e ,r I �� APPROVED BY: ..r,� SCALE: % � � DRAWN BY DATE: t ' �r �. REVISED DRAWING NUMBER i Cp } { { — �,s ate)'-'�"t� •$'�i.re+.�! a-.� �' ` I ij E � i I� - � { � i � � - 2".fegr"�•�,%A+ '1_.��a>�r.►-�r�.;iWf'�•�S.;�c+,y,,..,1--- , i : APPROVED BY: -- SCALE: ,;; -;. DRAWN BY DATE: "L:1 REVISED DRAWING NUMBER J s ✓t �n i 1 1 1 II ,s i ,. r ! ! i'll t'ill Sd , t i 1 ! t t — Ll — — LL s a, FSCALEE: APPROVED BY: DRAWN BY ar DATE..__ F "A `. � REVISED DRAWING NUMBER 4 d[ - i W,,6.L-t- L►m<-c Ti4 0- 44 c1 Gr4 T 54SPk TU - I �*h o•1•'1 s l I h vC V.t�.L+ -�Srt -�•'1�,.3U - -TO�fs ($JeTi a - f•'7 3i Zito" Y � - I i It i I I I 41✓ ,� 13'G• U t4+d,, v�•4-- \ t,1- 7J3/r0 1 1 r ! i I „ APPROVED BY: SCALE: ADRAWN BY DATE: t4l -1 REVISED ��+ DRAWING NUMBER Y _ <_.. L-?�G=tt)A 4 fit-!Ct•M.MI'.�,,tt, - !c-7 �t4-r10 - t•`75 i . i SCALE: 1"T,"� `"4�` APPROVED BY: DRAWN BY DATE: i L'4 1.`? REVISED DRAWING NUMBER - �tIMf3ER OF WINPZON� U MPH �XF05ur t T AtUG GUIDE TO WOOD CONSTRUGTTON,1N Ni�sN WIND A,RE+� 11C7 MPN Wit'!CJ SOME JO� D1;SGRII�TI4N 10MMOI+1 Me�R OF Sox NAILS MASSAGNtJSETTB C;i}EGKLifi7 FOR COMPLIANCE (100 CMR 5301,2.1:1� G NAtLSa clan. SPACING ROOF FRAMING I.1 SCOPE -- - ----------- ----- ----------------Ito MPH BLOCKING TO RAFTERS(TOO-NAILED) 2-6d 2 Od WIND SPEED(3-SEC. GUST) _- ----- -------------- ---. -- - - _--___-»_--- --------____- __B 1YP.F6.0 NAIL SP'ArJ4 RIM tSOAR7 TO RAFTER(00-NAIAD) 2-16d EACH END WIND ExpOSURE CATEGORY.--- ------- -------- __--------- -------- Od 6t91MON•i'oC EACH END . " • , WALL FRAMING 1,2 APPLICABILITY TYp:vI�'It1150p • ••'' NL1MBt9z OF STGfztt�S(A ROOF WHICH DcCFM9$ IN fE SLOPE SHALL as CONSIDERED A STO�""STORIEB=t$STORti�_-� 6 PA ••,�•.• , `` TOP F'1.ATO AT INTSRSEGTi01.1S MACE NAILED) 4-t6d ai,;- as STUD TO SnO MACE-NAILED) =lrvdtb" A N JOINTS 11 ROOFPITCH----- ------ ------ �y _ }"_ .-« _------ - 2'I .FT t 39'. ✓ a •,�� •rs r,•� •i>• l add24 O.C. MEAN ROOF HFJGHT. ____ ____ _____________ re _ II r4p>MR TO HEADER(FACE'NAiLEDi D.C. ALONG (FIG --------------------------------- WIDTH, _Fr(BO` __�L a •>�." `• ' `.• `" • FI-OOR F EDGES k3t11LptNG W _--_.___-_-_-_��__�_-_-_•_-_. (F16 _»__►--------------- � - '�" ,•' ` R.4MINCb 9UWING LENGTH.L -_________________ -- 1 � _ {9,l - �••� •`•,• . . . , • Yai •• �++ OE B1kl.D1NCa A6F'ECf RATIO t'.d11._____ __ .___.�__-- If*4) __--__-_- ____-___•_-_- --«_ „•• . •• JOIST TO t3fLL,TOP PLATE OR GiRt7QZ{T -NAU.EDI 4-f3d 4-lOd PER JOIST • TT PI{2�G=E NAIw 8PAf0. `•s••s '• ^">^••' NOMINAL HEIGHT OF TALLEST OPENING?._-------------- (Ff6 4) .____-__- __-_-__-_------__. _ . a*w a a BLOCKING TO SILL Rt3E Nai4fl�) 2-t& 4 i16 I, `,,,�(8d COMttON w b'O.C.) �•• a« •• " . "'! BLOCKING TO SILL OR TOP PLATE(TOE••i�tAILED) 9-ISd 4-16d EACH BLOCK ,'►' L.EDCa>+R 'STRIP TD l;3EAM OR GIRDER (FACE NAILED) 3-16d �4-Ibd EACH JOIST 1.3 FRAI-11NG CONNECTIONS ;'� � `.." ':." ` ------------ -- ---_ -. RATTER COTINRGTIC3N JOIST ON LEPO R TO BEAM (TOP.-WAILED) C=ENERAL COMPLiANCF-WITH FRAMING CONNWTiONS.__. (TABLE 2J.-------------- - -,,_ - - - ---�-- 3 Bd 9-IOd PER JOIST PER JOIST NOW '•,TYP.t TIES s^• BAND JOIST TO JOIST(END-NAILER) 5-lbd 4-Ibd 2.1 t=ptlPipATI©N I oApBt:ARiNr3 �•,•�� BAND +�JOIST �TO SILL OR TOP PLATE(TOE-NAILI_D) 2-ibd 3-i d PER JOIST FOUNDATION WADS MEETING fewu Rf"Ik"1IT6 OF`t8O CMR 54D4.1 ..-- -.. J 8T{�D ,'•• `•• ROOF SH --------___ -- _ - ,_,_yL EAT1�IiN CONCRETE._._.,_�_�_/p__y___.. _„__..-.._ ..___..__.._-____,..__.______.... ____..___- '.�• • • LOAppplwARtNG ry CONCRETE MASONRY-------- __ --- ------------------..,----__--_----- ------------- - - `� '•' a .`>' ,- •:•s ST11R NEIf3HT WOOD STIRMOTURAL PANELS 2r2 ,41'ICHORACsE ro F(�I,iNDAi'Iohi�' ' a. AS AN ALTERNATIVE!N CONCRETE ONLY ' `''!''' MAX WALL i41�4R8 OR TRUSS t3PAC£� UP TD b" D.C. ad + a 5t8" ANCHOR EiOLT$ lM3EDD>rD OR 6/8" PROPRIETARY MECkL4NiGAL ANCHORS ' . . , RAFTERS OR TRUSSES$PAGED OVER lie" O.G. 8d 10d 6 >+pGE/b FIELD (TABLE 4J. _ _ �-Jfbf..�. r `> ♦ `° " " • `^ NkIGHt IO' ii7d " l5OLT SPACING-GENERAL - ----- . (FIG 53> ---__-_--_ N yM"�Ily.c S►"-fZ" _.-� -*` GA ONDWA66 IMAKE 09 MAKE afRU&S 4° EDGE 14 FIELD SOLT SPACING FROM END/JOINT OF PLATE-_------ ---- - - 'a' ?. : tad IOd Fil=Lp _...3`..:..iNa �1'---�- a •• . ' �• •' a. WtTf4 NO GABLE Oi�ERHANts }BOLT HtB>rDt•tENT-CONCRETE.._________ _________ (FIG 5) --------------------------------- • ` ' ENDWALL TRUSS tF1Cs 5) IN,> 1?+a -.�._ ``'> ,a •,> GA$LB RAKE OR RAKE T t3d 10d V' EDGE!Iv m U BOLT EM�EDMENT-MASONRY----__ - tFtCf 9) _ ___-_------ __•^-. �'J'XS"!Cl/4a�_ ►�`'�a• `> " tWbTRUGTURAL OtITL04KfRs F PLATE 1UASF{!FR.__-_-_-_--.»___ ___ ____________ __«_---_-- ------- - - --_ -_ .�, '•; '•as"• •*•sa" GABLE(aOWALL RAKE OR RAKE TRUSS ad IOd ,�•• r •.' ` „'r a.♦ .• W/LOOKOUT mocKB EGGF/4 fIR.D 311 FLOORS ------ (PER ___- -------- -_--- •'�.'•'+'�'� FLOOR FRAMING MEMms WA146 CHECKeD- '[80 GhtIE 85 0O) _ . ._.�C ON. -- ------- (PG 6) ----- --_-...------------------ .I.aG_ f�{(�' ��� ;: as �► •a. ., �.►El��N�.i' E=�kT1�1�I& MA)ctMUM FLOOR OPENING CTtMf$ISI _., •-- __---_ -.._.__ • GYPSUM WAl.L90AtIR 5d COOLERS +• • POLL HEIGHT WALL STUDS AT FLOOR oPEN1NG6 LESS 4'FROM PTERIDI9 WALL(FIG b)-------------------- _ ___]C_r ••" +• ,• l EDGE/ iO FIELD MAXIMUM FLOOR JOIST SIFTMACKS r , gUp('ORTING LOADSEARING WALLS OR SH@A WALL. [RIG'U-_______ __________ _______. _ _..Q.. t=1 <d - _ ,`.'�`,' '+.' 'r•' �','• 1t�Af.1- SHEATHING MAXIMUM CANTtt1YERM FLOOR JOIST LATERAL tIJDOD f3TRiiGTIiRAL PANELS .-a-FT c d ._ �L .,; , SUPPORTING LOADWARINO WALLS OR gFIEARWALL.(F1Cf 8J._--- - •••-•_ �_� >'.•','o: a•�•► , STTUDS SPACED UP TO 24a Q.C. Sd IOd ° FLOOR flRACING AT EMOAALIA- _---- -.__.._. _ - tFid W ---- -- ----- ------ � J s•, -'••• ••'•�a 1/2�AND Z5/32°Fi9ERBDARD PANELS ad • 6 EDGE I f1" FflALT3 'ISO CMR ••_ , 3 EDGE /b FIELD FLOOR SHEATHING TYPE--_-_ --- -- -»_____(PER b5.00)._.» ___._. fK_.-lL,- Y ` r tPLR't90 GMR 15LOol_---------------- +•. ,•+' >.•• _• yp. I/2" GYPSUM WALLBOARD .�• COOLERS FLOOR SHEATHING T14ICKNF.�• - -, (T ?).1�._...d NAEb AT aT. M f J7G1?J.., -IN FIELD-•-�-- 'r NAL HCW(S TAL MM M T" EDGE / tOa FIELD FLOOR SHEATHING FABTrMINCE.---------------------- '� ', ;`• .a NAIL.L'DG41w(6TAGG FLAIL FLOOR S ATHING R • , PATTERN ad COMMM4.2S'O.c 4,t WALLS • - :•.' `•' m i WOOD STRUCTURAL.PANg.9 WALL HEIGHT , •• ' •• i't (JR LF-5t3 a a LOApplwARlNG WALLS _.CFI& 10 AND TABLE 5) ---------------- ------ - to'-��L • •� -.` TYP.ltfb°(DOOR bTRUGitNZAt. GrtRE,ATtsf2 THAN 1° id t0d 6• EDGE/ Da FtEt.© NON-t.DAi IORARING WALI..S. ..--------------------MO 10 AND TABLE 51 .-----__---_ -`-FT<20; •,c.'•`.•`.', v titl�TtGAL I'ANEI.6FiEA111N(6 fOd b EDGE /J' FIELD .(F13 iO AH1D TABLE S)-__-_--_--_- -Jfi_IN(24 arm .r-�.._ • > �� ~CAL WALL STUD SPACING. ------- ------------ --- "• - '.' WALL STORY OFFSETS+---------------------------_-_.(FIG 16 8)----_-_-_-- ----- ---_-- -. ---.�FT<d_.�C._ '•''.,,��+ •'• •.,w.,y' AG1N(i(aid dMC10N NAIL GENE R �. Nl�f .INC� SC1�l �.E 4.2 EXTERIOR WALL$' . ,.-w .. .'.,•• WALL STUDSLOA0 '''s' '• • ,� .'a' d�11 _ -(TABi.E s). _2t�n.�.1_FT.II f?1_...]�_ `"• • " Tr!'.FI"NAIL SPACII tG� NON p EARINGWAIJ.S,. ~_ ___._- --- ----».RAL3LE3) __-_--_---- --2k�l�i.r...@_FT. tN.�.3L__ .' ' '••' •�' '` I ad COMMON O.C._.� CsAMS END WALL BRACING( "• •� •• FULL HEIGHT 04MALL.STUDS=-------------- ____ ___-_-_-___ --_ -_.._----_--- -- t Arnc FLOOR i.ENGtnf._ ____-_-___.(�Ft3 ! } ---- ----------- ------ - -0.PT t w/3 ___-_--_-_ ___ _ GYPSUM CEILING LENGTH fIF WNP NOT LOW1.-------(FIGS 11) -_- ---------------- _Q._ FT?0.9W 1L/ a � • •'. AND 2X4 CONTINUOUS LATERAL-DRAM s b FT-O-M (M iU--_ -_ -___ -_ ---_--_---_- --_ _----___ OR LX3 CEILING FURRING STRIPE t6° SPAC.INti MIN.WtTii 2X#B1.UGCtNfi•4 6PAGiNtS IN r'�ld ----- _��._ •n a JOIST OR TRUSS MAY&- __--___---__-,_-------- --_--- _ ► . <i> DOUP"TOP PLATE g s'.4A's>.e4. >.• tir. ka aeD•e s LENGTH ------------------------------ (FIG!3 AND TABLE bl-------------------------- SPLICE �fT : a `r'�a t>' a :• A ' SPLICE CONNECTION(NO. OF Idad COMMON NAILS) (TABLE G!- --- --------------- . -____-____. _ . ♦ +e ♦. a�4 "a °-` d `•' ( ~ LOADOF-4RINO WALL CONNECTIONS 'e . Ph . 4-e t LATERAL ENO. OF (taG COMMON NAG.Fil------------(TABL L� U. _--- _^---'------------------------.,-2- _ - �s k • • > .i b '.' L LE i €�t NON-LOADBEAR{N6 WALL CONtJECT10NB ♦` " +'�e r ,° ♦a. 2e O.C. .��.._ a 24 D.0 MAN y,, . d a LATERAL(NO. OF *d COMMON NAILS)---_-_- --(TABLE 81-_--_---------------- ----------------- a1° STUD 6PACM, _ 7 = Dro `STUD_ 8PACiNer: LOAD sEARfNG WALL OPkNiNGB(RECORD LARGEST OPENING BUT CHEGICK ALL OPENINGS FOR CO""'IANrx TO TA%x 9? a o >,- ♦ u b e p 44 I ► r 'A �, e, e, � • •�b a*a •�� • * t a • HEADER SPANS----- - ----------- ---- -----IT A AA 9) ------------- -----• `�-$ ► �lN._< It'-- mow- ••a aa'e /1'a . A% , Au 'a•-�i'e ,e .e4's ° MATE SPANS. ___(TABLE W-- --------- -------- ,-C1 IAL {IF ��� ''' •e 'i o 'i f '>' •b r 'i o « s li.t t'LA ----- - 5 - - - _•. t$JACK FULL HEIGHT STUDS(NO. OF 8TUD8)---------------RA®!.E°.!J-------------------------------------,.. e NON-LOAD DEARING WALL OPENINGS(RECORD LARGEST OPP** BUT CHECK ALL OPWa4G6 FOR COMPLIANCE TO TABLEd s . D a a e s SPANS . ------------------ -- --ITABLS W----------------------------- P-.-BT_�L lN.t trt`--� '" Wu atlr bwL PLw 6I�PLATE SPANS_— _ --- ---------- (TABLE W---' -- - ------..-c-•t'T�.a_�9{ 14'� FULL HEIGHT STUDS (ND.OF 8TUp6)--_-__.._-__----(TAq"W------- ________ __ _______________ MAXIMUM WALL STUD HEIGHT , STUD SPACING - •- - FE _ -. RxTERIOR WALL SHEATHING 70 RESIST UPLIFT AND SHEAR SIKLTANEOUSL. " I MINIMUM t3urLDING t71MENSlOh1,I 3 : , , RAFTER CONNECTION AND WALL SHE,4TNINC NOMINAL HEIGHT OF TALLEST OPENING._--------------------- - _------- »_ _-..,w��' <b$ �L RzaZ SHEATHING TYPE------- --- ------------.,__ INOTE 4J---------- ------------ -------- - . a_ w..SL., itansmT5 AT EACH E1•tp OF HEADER ---- - --- ----- - - ---- - EDGE NAIL SPACING.---- -------- ----------- -(TABLE t0 OR NOTE 4 Its LESS)--__ _ -__-_-- IN. -.�L_ M1Nit�tJM NGiNBh�OF �;:- ----_ FIELD NAIL SPACING-__ _ __ _ --_--- _-_-__-(TApt.E 10) -.. - - __-__- --------- m ._1z P' �"���OF 5� HEADER SPAN -R �L�.-I�1G1fi': �� �ER� a Aa . ba tro . � . SHEAR CONNECTION (NO. OF *d COMMON NAILS) (TABLE 10) _- ------------------ ----- ._-�/- A , � '+ ° � a • ° ° °_- � n S 6 (Lt'3.) ( .) 4'o d, de bn .+ba • •Ar r d•a peRGENT FIRI._NEtGHT SHEATHING_------- - ------(TABLE t0) . --- ---- --_ ------- a a . r` • a e a • a • r' 5% ADDITIONAL SHEATHING'FOR WALL WITH OPkNW?&'e(Pon"CONcEPTt3)-__-___----- .-.-�- 2' 2-2X4 1 211 132 ti as ba Oro b•a A' �. a.. e.. d.a MAXIMUM 9UILDING DIMENSION,(L) ---'--- ---- � � •. ' ' TYP ANCfiOR i3Cr1.Tt8 AND •. a, r,•, r, ;"• e,•. •Y! !/ PLATE YK'aHER • � NOMINAL HEIGHT OF TALLEST OPE'NING2-___ -_ _ __-__._----______-- ---____---- .{b'$a __��_. 3, 22yt4 19t3 roj rdb 'Ax•,°Da .°bs .ade . d da , d► . d• .rdts ,• • SHEATHING TYPE:.- --_--»_------ -_---_,._-(NOTE 4) -___ ___---. - ----------------------.aL2`. _..�_ 4 Z-2X4 2 $ 4 264 b A EDGE NAIL SPACING( (TABLE It OR Nt7rTfL 4 W.LESS) -__---_-_- IN. �_ a,• e,• s• o • ,,• , . ,�, ,�. ,�. ,•. FIELD NAIL 13PACJNG.______-- _ __ _ _�.ITAI'JlZ ID------------- _ »------____._-_ Ihf. �.�_ S� 2 2X4 3 (v" 330 a .°aro .°Ba .•dro .°dti .°b•s .`da .`by .`bu `ba .°Oy SHEAR CONNECTION[NO. OF 16d COMMON NALS) (TAB( 11L--------------------------------------- -.-A/ PAGE 12 OF 1 6' 2-2X6 3 SS1 356 � ° a PERCENT F4iLL4WGWT SHEATHING tTABL5 fu __._------------ ------------ __ % -.]L._ °8a .¢bs ,°da► 5% ADDITIONAL SHEATHING:FOR WALL WITH OPt'_NING?Ve lmmblGN CONCEPTS).------------------»_--_-. 2-2X8 3 3'I0 462 « o « o « n : r « • ': e « a ': a '► b WALL CLAPOING W 22XI2 3 Moak 528 RATED FOR WIND SPEEVL------------------------------------------------------------ ----------------- �-^-�--- 9' 3 2?C1C _ 1,24't 594 511 ROOFS Id 3-2XI2 4� 1,38;9 bbQ ROOF FRAMING MEMBER SPANS CHECKEM (FOR RAl=TER6 USE A=SPAN TOOL 9E W"IISSSITFJ _.�L_ ROOF O>+l5Rt(AI.1GF .-------------------- - - _____. (F1GtIR1?18J.___.-__- -__ l FT c 6144L. R OF i`OR 1,7_..,sL� Il' 4-2XK3 4 1 24 T26 TRUSS OR RAFTER CONNECTIONS AT LOADBEARiNG WALLS STUDS AND HEADERS PROPRIETARY Corarl>rcTOR6 TA5LE 9. WALL OPENiNG15 - HEAVERS AVERS UPLIFT---------- ------- ----------- (TABLE W---------------- -------- ------- Lit " #'1.P �.-5�� LATERAL,------ -- ------------------- _ ------------ ---------------:1111�i4t.1� IN 1�7A1»�>�4�:�1�iCx W�113 Ai20uNp WALL OPENINGSsHFAR.___________ ________ _____________(i'ABLE W-_ ____- -- _._---_--_.S 11-P" RIOM STRAP CONNECTIONS,IF COLLAR TIES NOT USED PER CTAMLE t32----------- --- ----------TmiAl P'LF NC7TC-S, GAOLS RAKE WTLooKM---------------------------- auum 2o)----------------0-FT(SMALLER OR 7 OR L/,T L T1415 C XLIST SHALL OR Mgt IN ITS ;t4TIRSTY.9W.,UVING THE SPEGIWG MCEPT'ION NOTW iN 2,TO C4"LY WIT14 TWO TRUSS OR RAFTER CONNECTIONS AT NON-LOADMARING WALLS PRO1'RIkTARY CONNEC7.ORS R1GURi3'tENTB OF WO GMR 530L,21t ITEM L IF THE CHECKLIST f6.MET IN CTb ENt1RET1r• THEN THE FoLWW04 hfETAL &rTf@AF't3 UPLIFT---------------------------------------- (TABLE 14)._-------------------__ _-_.0�-t?..l.a. .�_ AND I�OtD DOWN.i ARE NOT F2EG1u1R07 PM THE ttIFGM tl0 MPN Gti� LATERAL(NO. OF (bat COMMON NA&W----------(TABLE 14)------•-------------------------------L+!�1..7f d. _.�L_ r A: STEEL STRAPS PER FIGURE 5 ROOF SHEATHING TYP9 - ---------- (PER ISO CMR 88.00 AND 59.00) J 5 20 tsAGff STRAPS PER FICyURF It ,r. ROOF SHEATHING Tk"140_86.------------- ------------------------------------------------ It, lot) i/f6r'ww -.- z at UpUFT STRAPS PER FIGURE 1+4 u -APIsRdVE=I?RY: ' i.>" ....-.�L... 8 ER FiGURti I`t ... __�:_. ......._...... ...___... __.t._.I. .. . ROOF SHEATHING FA6TFNtNG. __,._---------..__»._,:.-_. ETAS y---__.•_ ___.._.,--- --- ---- ------ - ------ Dr ALL STRAPS P .. E, 1;ORNER STUD 14OLD *OWNS PER t=10URB lea AND FIGURE 18b catEs 11 � -1� 2. DcOOPTIONt OPENING WP-10W OF LIP TO 8 FT. BHAI-L 59 PERnTTED WHEN 5% IS ADOEV TO THE PERGIGNT FULL-HEIGHT SHEATHiNG - A�YtsED R6ZSR T$ SHOWN IN TABLES 10 AND IG S. THE WTTOM BILL PLANE IN RKTER1OR WALLS SHALL BE A h91NIMUM 2" K NOMINAL TI4UGKNES6 PRISSIER$TREAT= 2-4RADE. 4 A, FROM TAX" 10 AND it AND LOCATION OF WALL $HEATHLNG AND BUILDING A6PEGT iEAT10,DETm1`itim PERCENT Rit.L HEIGHT $HEATWNG Ai•tD NAIL SPACING R2*XREMENTS. aTlAwuuc nUnnaEa l4- l i I BUILDING DEFT• ---- r ---� ---- NOV 0 2 2020 TOWN OF BARNSTABL -7 L-A i 1 � I Jd- i 1 i - - - r r ' e �. 1 r I I SCALE: ,r, APPROVED BY: DRAWN BY y iG ' GATE: w4 I i REVISED DRAWING NUMBER e � i N I i � -- N y C I � I c I E Y' v � Ut p t _. ia 6 SCALE: %'"y fit]' APPROVED BY: DRAWN BY DATE: ,i, • 'S REVISED DRAWING NUMBER i i IT l , g _�,-'2-N vtA V I : t i _ J _ .r __._ .-'T�-c C� ,��n T --�2e_aP . �?•• �'Z.iROk 'c• ._...... - ._ f1I '7 L ------�---�/ + 17 S 3 47 30' o`• .>�F-_•�•,�~!tic".?'tJ "�.a'lJ �1"'tZ .�at' - '"tl.!'��..t t•aLs"'Pt-/►+1�� SCALE: ,0 APPROVED BY: DRAWN BY s DATE: r y.�i• 1� REVISED DRAWING NUMBER x�Z V-- T� G.G R,6GT�ir r I —_ _. ... .. 1 fey.y.w•47 T� �..'�. �Q7•�+�1`!'j�.a V ICj•� �YT I 14 --Att' -st'teE rW0G4r— -ry f r\ Go tL"t�> '4o'K ip"O.0 {:� —�rZa,raj+'��:� � � ! g ;.� .i4.t Tt- A/►.21�.t ti►+t2.. S-ep 114e-ot-- _;/�.�T t u'A t.-'{ -`..�1-!�S•=fir'` XtJ Z7VCI Q►SQ1SACS�9 I d _ = t If c - --_ - - -- �!o Tr!f"• 'C> }.y 2. dip d x t la" "G 7►.J C SCALE: - -. APPROVED BY: DRAWN By -a y CT toy DATE: _ �.� � '. REVISED DRAWING NUMBER i i 'GVL l� !-t,slls NT GN�a'1�1 - L'S'D" _vi4l.l.- !�51JGrf'•t-1 - ZQ•'o+, _ _ - _!-_ 14GTJH„ SNGM'N+NG - 83�� � + �G'Tl)A.1- G�L�"T�-I - G$'✓o ' .:�..—�---- ---�Y.--_ --{�� 1►� ,Wit=�'+�?11"<'-IST� - :,,r�•' i f U. z `.. j IZ'Ci" V {=16c1.P 1Jlctlil*1�.- ,Z'G•� j e'i _ _1 y.t B 3'� � 1�1�4►© ��.tL.IJG- IZ"o.0 { t I Ii '�Y.�l..t, l��l�-t - '�o`v•• �Y.a�tc. LsD.7G'i'4F - Z4'o'. �'�J L 1. ,-�>>►l loth"'( tt•t's7k'f11 ••Z-i1 t2, ., Lr sNt-,r^ru 1 t.36 • -91 yo -- iA I a• izE Q /A t o 'tA710 - t •L5 •Gir- i �t.t NG - d"a +�,.n tJ�.ly\�� - ,y"fJ.G• + r- I-ram i � ✓ �//4c ILL 1,ris►JtT+1 - Z4�o�. � 1 _ i sic-,u.^L ..-T44 ��o t,L t-1�Y�t+-T sN��_ - 2"1'0,+ --- -- - �T►a t.7�5 I+ 1 s•�.l►t.%a v •n - - �`c uA C/ a —90% d('G.`" �'L^ r=.-o x Lo Pie tL TH Co ie—A-T N. Iva a 0 1 5\04-1, c., .mac. s,wlr-ra.► o L 1 a ` - Iz•O.L . f � -_1S i '' i � ��d��'1>42o IC7+mil+• Io,g. - f - - ---- -- -- SCALE: /4" \+d`' APPROVED BY: DRAWN BY T r - . DATE: 1� ' Z4-tg REVISED .fir.��.. ■ A DRAWING NUMBER �UMfSER Of' N u AWC GLHDE TO WOOD WNSTRUCMCN-IN NfCsH WIND ,4RFA$ 110 MPH WIND zDidE C 110 MPH �XF05ur� P WINPZON� ,101NT DESCRIPTION ooMMON rta� aF MASSACI.IUSETTS CFIECI�LIST FOR COMPUANCE (180 Ct"1R 5301.Z.I:Ij GoIrIm NCE NAILS Sax NAILS Nan. sPaclN� ROOF FRAMING I.1 SCOPE _.IID MP44 \\� tTTIND SPP(S- • GUST) .___.--_-w__-______w------ --------- HLOGKWG3 TO RAFTERS (fO1rNAlL£D) 2-6d CATEGORY--------- _ _____.. - _ --------------------9 TT'P.RaD NAY.SPACING RiM HOARD TO RAFTER (END-NAILED) 2-IOd EACH END WIND ExT' 15 •----------------------- - --^--- _-_----- Sd CCrrIMOIQ�i'D.0 /�[ FRAMING 2-ifad S-Ibd EACH END `a• watt �`iWf"ht�tw� 1.2 APPLICABILITY Y A BTh�r' '•, TTP.Vw WOOD • ..}�. '•r�'aa' NUMBER OF STORIM (A RooF WHICH EccmM e M I?SLOAE MALL SE� gT�g:Z Stp�_.� S P _ TOP PLATED iNTERS6GYtON9(FACE-NAILED) 4-16d 5-tbd AT JOINTS (FIG '� .____-w_.-_w__.------------------ �. -..<12tt! __� �' +• 'aa' ', �•.', _ O.C. ROOF PITCH.---- --------- ---------------•-------. (FIG Z? .............................. . -- ---^ ^_- __- ------�z(,-'Or<33L'_.�_ • ,; ��.. ." MADE STUD TO STUD [RAClc•N1AI.ED) 2-l6d ?-Ibd �4" DC MEAN ROOF HEIGHT.__---^_'_._ ___... ................---'-'---- FT< --�- a, ±. •+� 'a' :`,' a •,; •«' !� TO 1IL:At.�ER tF _ ,' s /��/�pp �• /A /, ACF--NAILED) 16d !bd I6" D.C. ALONG &D�t l3UILDINGi WIDTH.W----------------------------------- _ ----- `�' ��. .. , > . :.. 9ULDlNG L>rNGTH,l. .__ _-_-- ---. (F!G -------_.._..---- ----- ---- ------^ k ? C 9d _,L-- `"• +•' +•, ,+� JOIST TO bW-, TOP PLATE OR GIRDER(TOE-NAILEol 4 d Ib13i1DlNCi ASir'ECT RATIO('>JiW._____ ----_^-___-__. aU -_----_-----_-_--_- _-__---_ 4-IOd PER JOIST .. -_ -. NOMINAL NgGHT OF TALLEST OPE1`IiNG?--__.._. _._.__. (FIG r4) -- ------------ - -------.._ C d+8° _ �L_ TYt?EGGS N1UL 9F'At '•,r •js �,,.;'a' .:' BLOCKING TO JOIST It T ffaii.IIS) (TOE-NAILED) (ad COMMON w*m D.C.) t• ,, +• t• y`" 2' �-!Od IwaCH ENC BLOCKING TO STI.i_OR TOP PLATE AILfE7J 3-16d 4•ibd F.,4CH BLOCK {.3 FRAMING CONNECTIONS " •`':'.' LEDGER STRIP TO iamAM OR GIRDER(FAGE-HAIL®) 8-16d �-Ibd +`• • EACH JOIST -----_----._-----._ ._... __�L._ RAFTER COPBJl�i7k7N +a • +• JOIST ON LE 6ER TO BEAM (TOR-NAILED) agNER,AL COMPLIANCE WITH FRAMING CONNECTIONS.__- (TABL>=2)----------- ------ , "d 3-iOd PER JOIST Now `TYR Hu Tom `, �: SAND JOIST TO JOIST M40-NAILED) I-16d 4-I6d PER JOIST 2.1 FOt NoATIOh1 LOA09E D)ARM6 -•�•, -y 19AND JOIST TO SILL OR TOP PLATE(TOE-NAILE 2.16d 3-tbd PER JOIST FOUNDATION WALLS MWING REpwREMENTS OF 180 CMR $404.1 ___ -----_-•- _ ---� 8tt10 HFX.bIf CONCRETE MASONRI'. ---------------- --- ------------ -------•--------- ------- ^---�L MAX WALL •~.'' «> �; m ifmmr WOOD 6TRUGTL'RIIL PANELS 2.2 ANGHORACsE TO FOLINDATION�` ••.•.>:•• : MAX.WAU i�AF'f6R$ OR TRUSSI6 SPA= OF T6 !b" O.C. sa IOd �• !EDGE/rb" FIt'x,D 518" ANCHOR BOI-TPr IMBi�317&D OR Sle PROPRIETARY MEOW4CAL.ANCHORS All AN ALTERNATIVE 41 COT�CO"ll ONLY as •t• ,•• • , •a mraw iQ' R.AFTE`ReI 01Z TR{�9T�.�iPAG® 01�F}� j6" O.G. 8d BOLT S R SOUS IMOR L •---•------ ----�. (TABLE•W-____--_ •-•----- ------------- �NL_.__�L� , ;.,;,.;•.; *At"SWDWA66 RAKE OR RAKE TRUM d 6 G / G FIELD (FIG 3J -------_Co_it �h• ._ !pd •I" EDGE/ 4" FIELD BOLT SPACiN6 FROG'!EHP/JOINT OF PLATI=-_--_-- • -_----.__-_.- --- • , • ' • ••, WtTi4 NO GABLE OVERHANG ad 10 " ED!�E " ELp 00L E- --------------- (FfG 5) ----- - -- ---------------- '�'�N>�� ,; ;••a'`�''a' � d b" IBOLT�MASONRY-____---- ___--_. .------------------------- ---^-- N.11 14' ._sL "� •" ' a' GABLE T�'•1CIAL RAKE OR RAKE TRUSS !O EDGE/b" Fltsl.0 (FIG 6) •« . + ,+ UJ/STRtJGTL�AL OLiT!-OOKl:RS __ lFlfD 8) _ ' PLAT:WAR --------------------------------- ___«__.- __________ �>'`•' '•s•• '�'•3•" GABLE WALL RAKE OR MAKE 10 " EL? V/ " B.D to ST'I1') TRUSS ad d 4 G 3.1 1=1.00R3 Mfg C-.NT's*ZD--- ------- (PEfft-too cMR s0.pp)-----------------------16........ _.�._ :'••.A. .:•-• GEILINr� 3N1�ATHiNC`s< FLOOR FRAM �� FT (t a....-�L-- FLOOR OPENING DIM4r6lON._ .------r (Pis 6)------- ---------- ---------------- - •- GYP SUM YPSLl MAXIMUM - • ' • ' •'' ra'' +�'' --------�-__ . . . . M WALL90Af 3d COOI.tB FULL Hi=[GNT WALL STUDS AT F1.00R OPENMGS LE68 4' FRUM�cTERtOPI�WALL(H6 bJ.__.__..__---..-- --SELL ,t•`�, � to •., � to - 1" EDGE/ !O" FIELD MAXIMUM R.00R JOIST SWISACKS -- (FIG v----------------- ------ �FT 4 d _�L_ '•t••>•• : : :•: . WAk.t• SHEATHING gupf'pleTtNG WAD>3fcARlNG WALLS OR BHEARWAI-1•. --- +• .`• .61 . " >: MAXIMUM CANTIL.EVERFD PGDOR JOIST LA ORAL •s �•, �•a,y a i t,>�; WOOD STRUCTURAL PANEL$ SUPPORTING WADFJS4RlNG(!)ALES OR SHEARSIALL.(Fla 8)-- ------ ----------------- -a-FT x d .. « ,- •a.•.A.,> STUDS SPACED LfP TO 24" O.C. ad }Od Gi" t'.D(irE! i1" !`fELp FLUOR AT 00 A as•• ------------ ----__. lfiCTi 9) -_-- ___.._.___..- --- _ J •, •+" `+•`a VZ'AND BRACMG - - _' __" •• -• • '• 29/32't'iBf�E►OARD PANELS 3" £D 6' F FLOOR SHEATHING TYPE. _.» ___ ___ ___.(PER TBO CMR 6e-00).--------------- -_--- _-_-- '"`,+' +• ad EDGE ! IELD --____-- •• •• Vt GYPSUM WALLBOARD FLOOR SHEATH1NQt THtcKNk"38._--•------s-----_- I1 O GMR MOO) -------------------- --.�.ML_--J�.,- t r�a,•• s+ '. T9'P. HORVOWA4 DOUN E 5d Co4LER5 T" EDGE 1 to" FIELD FLOOR SHEATHING FASTENING------- ------_-_--. (T 2J.S�1d NAILS AT E_ 1N R.DGEI_�Z___.lN f1El.D -J� `' `+a NAB.( iE ISTAC+GF.RED NAB FLQOR SHEATHING SHEAR _ - ' • , '+•' •• • PATTERN Bd COMf1ON.+�`C.G. ,• •, ' p�tl WOOD STRUCTURAL PAN" 4.1 WALLS a , «-. . '.a`,'.• '�« At't 1° r✓!t l. 8 WALL HEIGHT �` •+• , ,"iW WORD STRUCilRAI. 6" EXGE/ @" FIELp (FIG 10 AND TABLE W -----------------------_....FT(lO' ;,," , > TYP C-REA79R THAN ip i0d 1O LOADF3EARING WALLS -------- - -----' AND TABLE s3_FT(2d t•`>•t•"•`, ,+ ' VERTICAL i'AMIL SHEATHIN@ bd FIELD �t b" 1:DC�E / b NON-I,DAC aRfNG tuaLLe•--- __. -----^--•--- $J.��.��._..��...�_�.J&-IN<20 O.G. _ ., AV >• I WALL STUD SPAGING�---------- ------------------(HG 10 A140 TABLE .. ,i" .�t-`�'.. WP.YBRTICAL EDGE HAiL SCHEDULE �•• � jj � WALL STORY OFFSI=TS •------------------------------(FIG 1 8)----- ---'--^------------_-- __. FT<d--�L ;•. • `:`•tea 8PAG1N3 OTIMON GENERAL NAILING �Ui.r► � j( }/�+rrr�� 4.2 EXTERIOR WALLS' ' ' WALL STUDS 2X�r.l _FTlN �,� , +,1. •. ,, 1I LoAD8EARING WALLA----_--_-- _--_--- -----(iA91.6 b)-----------__-_ -----_-_-__ TYi?.FiRW NAiL SPACING .2ie.6�-.�FT1IlZ1N �- ••: _ NON-IAAPBEARiN6 WALLS-_-----------------------((ABLE W__-----------_-_-••--------• ' '' ,' •` 6d COMMON� O.G. Mf GABLE END WALL BRACINGI �• a• ••~ +• +� .� as FULL HEIGHT ENt1�WAL.L STt![98r.----------------------(FIG 10)--------_-- --- - --^ � `••.L t«" '•• ' -(Fi6 f ------------ ---------- - �,t'T?W/9 �L •" u. _ :•a W8P ATTIC FLOOR L - -_ T I -" -_LL FT?0.9W �. fsYPSt1M CEtLIVtS LBNCsTH(Yt WSP Ft0'T LISitY7�--------(Fits 11)_.___..,....._____..-----------------... ` • •'.• AND ZK4 CONTINUOUS LATERAL.BRAGS•!FT.O.G. (FIE IL).__ -_^--_-_---_ -•-----»--_--•------_.-_-• a s OP OR Deg CEILING TANG bTRPB+ 1f+" SPAcImck MIN-wrm ae4 S14,CKiNO 0 4�-&PAGING IN gm-- �' s � ..' o�r8�.�.� JOISTOR TiQUSB MAY&------------------------------------------- --- ---------------- Dour" a.►4 e.'• " TOP PLATE p % 41 ----_-- ------------- T SPLICE LENGTH•---------------_ __- __---_____IFG B AND TA® , a �► s aa•'•�•e`� D Q► > r ' ` SPI.JCI=CONNECTION(ND. OF Ibd COMMON NAM (TABLE 60------------- -------_----- ----�-- e.a a e.�•It's OADpt=ARlNG WALL CONNECTIONS •e . D•• . 0 L •n a , �.°d e `s' .Z_ _ _.SL_� DCt19LE H>_At?€R LATERAL(NO. OF too COMMON NAILS)------------(TABLE l)._.,_ _-_ .----- -- -------- a i a NON-iAAtaBF.AR{Nfx WALL CONi IECTiON9 a 4 j 20 O.G.MA) �+e A. a b,e .°D•a �"O.G.MAX, « LATERAL(NO. OF 16e1 COMMON NAILS)------------(TABLE S) 7 + STUD BF'AC:(N!(r .--__••------------------------.__..._.. _ �� STUD SPACM t p . r �: D M• �' i 4 D : I fULL LOAD BEARING WALL pPENltNGB(RECORD LARGEST OPENING OUT CHECK ALL OPENIN�GO FOR 00?11 JAN�TO TABLE W .a•° �,'° e.•,° e.t� 0.+. •,• t u �•° O�a a 0•a HEADER SPANS•---- -------------------------(TABU=W .-------------------------------- ITJ� UW. It` .�.� a 4•e D•D . D•e lib 'e 1•a d'a D'e Siu-PLATE SPANS--- ---- -----------.._-__----. ABLE W----------------- -- �Y��-I1�11`� ': 4 '.� 4r 'i 4 � • � �� _ _ - FULL HEIGHT STUDS(NO OF STUDS)--- _--_-_-_-(TABLE W--------------------------------------- ' ! e '• e ' e ' • °,a .'• Lt LACK e NON-LOAD BEARING WALL OPEh11W"(RECORD LARGEST OP9tIlNG BUT C gr.K ALL OPEMNGS FOR COMPLIANCE TO TABLE °"'e a 4a ° HEADER SPANK --- -------------------------RAISES W-------------- --------------.5-J'T SILL PLATE SPANS:-----------------------------(TABLE 9)------------------------------- 12'_.ws� J FULL MGHT 6=8 (NO, OF 5TUDS)--------------- (TABLE W-----. _________________.__..__----_..I..� ..yC_ MAXIMUM WALL. STUD HEIGHT , STUD SPACING -- -- -- - EXTFRlOR WALL SHEATHINGS To RESIST UPLIFT AND SHEAR 61M AL TANEDUSL1�- •---- I iOK(WJ f I`i1N1MUM SOLVING oiMF.Ns �r4�TER GONt�I�TION ,4ND WA�L SNE,4T1-11NCs NOMINAL HEIGHT OF TAL mir opemw*2---------------------------------------------------------fit '8° _ SHEATHING TYPE-----------------------------(NOTE 4)----------------------------------------- REOUIRI51E14T's AT EACH END OF HEDGER - - --------- ------ ---- --- EDGE NAIL SPACING--. _ _ -_--------------(TAl"to OR NOTE 4 IF LEM------------------- IN. _--- L_ READER SPAN MINIMUM gprz(R N4 �, a'_ LST FIELD NAIL SPACING-- -- -------- ----------(tAXs 10) 1----------------------------------- iFi. - _ JOA x'E OR (FT-1 size' Ft11L1.-HEfCriNT`� {L.B.1 LA7Et241 n' 'da •`d* A•e '.ad•4'.`A:•'ode ."4•e+•,da 'ad,s•� 'Y. SHEAR CONNECTION(NO. OP Lbd COMMON NAiLW (TAI"10) -------------- ----------- _-�-- (t$ d PULL-HgGHT SHEATHING----------------(TAdEE iDJ .._._._____w__._- .______�_«____-_ STUDS D . . +. t._�f'1 t N- pEpCIM4T . a • .y a i P a i � . • i5ADDfTIONAL SHEATHING FOR WAL4.WITH OPIENIN6) b'9'(i7E81GN CONCEPTS)------------------------ �-�� 2' 2-2X4 1 211 132 1a > e' r�-- a ' " 'R"+�` • •, d, MAXIMUM BUILDING DIMENSION,(L J e db �'� en�TTi',hANCHOR ec71.ri ANo .`ob • NOMINAL HEIGHT OF TAL.LMT OPENINGS 7 ----------------_ ------------------ - -- ---------k �"� 3' �ZX4 Z r41fo 198 : D D D D d °.'•• •.�a •.:• °,!• :'•• 3"iC3'%i/�"('{LATE IWIDFI :e •.!e'e SHEATHING TYPE-------------------------------!NOTE 4) ----------------------------------------- 4' Z 2X4 2 554 264 • ea . 0a mD Aa aD eD ea "e. d�a r EDGE NAIL SPACING----------------- --------- (T•ABIX I OR Nam 4 IF Usaw---- _-_----w--_- I4. ___5L. �' 2 2)<4 3 rv%3 330 A-a•. Aa` e•e• de• A% �d•a•,`A•••,`A-6 .`dY•' . • • • r : ► FIELD NAIL SPACING -----------------------(TABLE IV _--__-.__-_- _-__- __»_ LM. -_ ,..yL.. SHEAR CONNECTION(NO. OF*d COMMON NA") (TAISL€ID--------------------------------------- .-�... PAG OF .----- PERCI�Ct'RILL-MGHT SHEATHING rtABt_E IV -_ -------- -- ----------------_ S � E � � b' Z 2Xdr 3 B3� 39b 5>t ADDITIONAL SHEATHIIN&FOR WALL WITH OPP.NYVG;<>We(Dl ICsN CONCEPTS)----------- -- ---------- __�L__ 1' ZKO 3 s1v 462 d► d a ds d a Ar► dy dy `da °d a `d WALL CLADDING 8' 2-2X12 �► 1,1081 526 RATER FOR WIND Slompt•------------------------------------------------------------------------------ __��� 9' 3 ZX1O 3 1,24Z_ �a94 511 ROOFS 10' 3.2X12 4 1,385 660 ROOF FRAMING MEMBER SPAN$ CHSCKEm (FOR RAFTERS USE AWG SPAN TOOL.SEE e9Rs 01EBSITEJ ROOF OV1:RHANO ----------------------------------- ffidUIt W--------------]Jim FT,(MALLEW of Y OIL L,2 It' 4-2xc O 4 126 TRUSS OR RAFTER CONNECTIONb AT LOADEIEARiNG WALL& STUDS fA140 HEADERS PROPRIETARY CONI%E ORS TAME S. WAL•L. OPENING$ - HEADERS Uf*U T---------------------------------------- RABLE W.----------------------------------U-�' •� •--V- AROUND WALL OPENINGSATERAI..------------------------------------- -- -------------------------------L,•.t.-tLPv _--%/ IN L OADI' ERRING WALLS SHEAR. -------------------------(TASL.E W-------------------------------------9-P--PLF -_%/ RIDGE STRAP CONNiECTiONS,!F COLLAR Titer NOT USED PER(TAWA tU--------------------------------Tj�1 -m.F /_ NOTM GAftrm RAKE OurwOKAR---------------------------- i"&RIF 2a)--------------- Fr t SMALLER OIL 2`OR L)2 1. T1415 CHEKL.ISt SHALL 06 MEt IN ITS EWIRVY.O CUO NGr THE SPECIFIC EkCEPTION NOTED IN 2,TO GOMPLY WLTH THE TRUSS OR RAFTSIt CONNECTIONS AT NON-LOADMEARING WALLS R •1F.N'T8 OF '180 GMR 590L211 ITEM t. P THE CHECKLIST f5 MST IN I1'b EN"t'lRETY TH6T1 THE tPb%METAL STRAPS PROPRIETARY CONNECTORS UPLIFT,---------------------------------------- (TAt" f4)------------------------------------- .lL.. AND i{OLD DO" ARE NOT REOIJIRIW PER TM WPGM 110 MPH GLIiDE= LATERAL(NO. OF Ibd COMMON NAIL W (TAfte 14) I..1. -S$L19. _ At STEIL ST"PB 100t FIGURE 5 ROOF SHEATHING TYPE------------------------------ (PER'160 C1M MOO AND 95.00.)---------------------- M 20 GfAGia 8TRAP8 PER Flc*URE 11 --- " ROOF SHEATHING THICKNESS.---------------------------------------------------------------1LZ..._lN.>Vfb WSP UpLi T bTRAPS PER MdLM 14 t oR,sA"s ROOF SHEATHING FASTENING-------------------------- (TABLE 2)-------------------------------'------------- -- tL_ pr lLLL.STRAPS PER FlOuRE n S(+ � ..�'_��---0 a APPPAYVWBY. _..t•Tf`•----.._.. CORNER STUD HOLD DOWNS PER FIGURE 18a AND FIGURE 18b DACTW.:- t • Z4 l = REVISM 2. ExoopTIONt OPENING H11414T OF LIP TO 8 FT. 814ALL 15E PERMITTED WHOMb% 16 ADOW TO THE PERCENT FULL-HELGHT SHEATHING REGLItRiMENTS SHOWN IN TAe ILE8 10 AND if. S. THE OOTTo i SIL.L PLANE IN PcTERIOR WALLS SHALL BE A MINIMUM 26 M. f401MINAL THICKNE" PFZMM11-E TREATED'2- TRADE. 4 A. FRAM TATW 10 AND It AND LOCATION OF WALL SHEATHING AND iSUILDiNG A6PEGT RATIO,DMIK"11tME PERCENT FULL HEIGHT SHEATHINGS AND NAIL.SPACING RbdURR•TENTS. DRIWUWCa NUMBER