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0595 POPONESSETT ROAD
i.7 POPONESSET T POAD 106.66 20' es.ao to ao ri rs.00 ;r EXIBTINB FO(MA uma b ti N N� .N A LOT 33 43, 700 SF. o A9 05' l 9A-50. �101 5P , { TO THE BEST OF MY KNOWLEDGE, THE PLOT PLAN OF LAND FOUNDATION SHOWN ON THIS PLAN IS -AS L OCA TED IN IT ACTUALLY EXISTS AND IT CO TO BA FANS TA BL E MA SS. THE ZONING REGULA TIONS IN Flw5wtF BARNSTABLEE, REGARDING YA ,; FB�fCh` ,. - Pf)EPAF7E0' FOP c, DATE., OCT.4, 1994 CHIAV A tt S ' SAN'CKI Z;.� PHIL IP S TA SHENKO AN, ' DATE.' OCT.4, 1994 SCALE.' 2 "=50 FT. FLOOD ZONE C (NON-HAZARD CAPE 6 ISLANDS ENGINEERING D-50 665c - _ MA SHPEE — MASS. f.� TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map QO Parcel � Application # Health Division � � " Date Issued ? D Conservation Division Application Fee Planning Dept. Permit Fee Date Definitive Plan Approved by Planning Board Historic - OKH Preservation /Hyannis ((� Project Street Address 5'- a eC 5e �� 6 Village ,T % T Owner6 6/o �� ;�/�.e�T Address 1 Telephone Permit Request iT ` O C c�`�/7t•Gr 1 Square feet: 1 st floor: existing proposed 2nd floor: existing proposed Total new Zoning District Flood Plain Groundwater Overlay Project Valuati �, r� p Construction Type �taa FZi Lot Size �/ �oD �S� Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation, IJ Dwelling Type: Single Family ❑ Two Family ❑ Multi-Family(# units) Age of Existing Structure Historic House: ❑Yes ❑ No On Old King's Highway: ❑Yes ❑ No _ Basement Type: ❑ Full ❑ Crawl ❑Walkout ❑ Other Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) Number of Baths: Full: existing new Half: existing new �,R� Number of Bedrooms: existing _new Total Room Count (not including baths): existing new First Floor Room Count Heat Type and Fuel: ❑Gas ❑Oil O'Electric ❑ Other j Central Air: ❑Yes 2lo Fireplaces: Existing New Existing wood/coal stove: ❑Yes ❑ No Detached garage: ❑existing ❑ new size_Pool: ❑ existing ❑ new size _ Barn: ❑existing-;�❑ new size_ Attached garage: ❑ existing ❑ new size _Shed: ❑ existing ❑ new size _ Other'. Q Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ Commercial ❑Yes ❑ No ` If yes, site plan review# Current Use Proposed Use -_ _-y v`- _CU _ - r APPLICANT INFORMATION (BUILDER OR HOMEOWNER). c 3t Name Telephone Number ZY Address /Z �S��-y�s �-� �-^ License # 40,0 O`�'b l Sri d :"L-? C/ Home Improvement Contractor# TOr— Worker's Compensation # ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO SIGNATUR DATE 4- r 4bp e ti FOR OFFICIAL USE ONLY APPLICATION# SATE ISSUED , i MAP PARCEL NO. , ADDRESS VILLAGE ; g OWNER t DATE OF INSPECTION: . jT]x{ FOUNDATIONSD/V_�JOk. /1 ,17 02M FRAMEci INSULATION d/Nc(pl,low S i o /��1D9 R�L m,.k fwe4, ' FIREPLACE ELECTRICAL: ROUGH FINAL 3 , PLUMBING: ROUGH FINAL GAS: ROUGH FINAL , FINAL BUILDING . s DATE CLOSED OUT ASSOCIATION PLAN NO. 1: T Town of Barnstable Regulatory Services ` X A "E Thomas F.Geiler,Director Building Division Thomas Perry.,'CBO,Building Coimmissioner 200 Main Street, Hyannis,MA 02601 www.town.barnsta ble.ma.us 'Office: 508-862-4038 Fax: 508-790-6230 PLAN REVIEW Owner: IREcKC--2 T Map/Parcel: O O �a Project Address �YS"/•�+,do�lPsS� `C�• Builder: / i¢f�oNEy The following items were noted on reviewing: Gn titi Reviewed by: lp ��e Date:~ q 'd O Q:Fonns:Plnrvw F The Commonwealth of Massachusetts Department of Industrial Accidents Office of In-pestigatiorzs 600 Washington Street Boston, MA 02111 www.mass.govldia ' Workers' Compensation Insurance Affidavit: Builders/Contractors(EIectricians/Plumbers A licant Information Please Print Leffibl�{ Name (Bus in cssIDrkanizalionlIndividual): ,C City/State/Zip: Phone.#: 2KZ r y 3 2t9 Are you an employer? Cb.eck the appropriate box: Type of project(required): 1.El I am a employer with 4. ❑ 1 am a general contractor and I 6 l�'n ew construction r9playccs(full and/or part-time).* have hired the su�contractars �`�" 2. am a'sole proprietor or partaer- Listed on the attached sheet 7. ❑Remodeling ship and have no employees Thesc sub-contractors have g. [].,Demolition employees and have workers' working for me in any capacity. $ 9. ❑Building addition — [No workers' (p Ausur-ancc cow"Insurance. 1 Ele'c�incal re airs or additions required_] S. ❑ We arc a corporation and its 0'❑, p 3.❑ I aun a homeowner doing all work officers'have exercised their I LE]Plumbing repairs or additions IsyscLf. [No workers' comp, right of exemption per MCrL 12.0 Roof repairs in cr�man required] fi c. 152., §1(4), and we have no employees. [No workers' 13.0 Other comp.insurance rcgtured *Any applicant that cheep box#1 MUrt also fM out the section below showing their workers'eorupcnsation policy infum-mtion- t Homeowners who aubrait thin affidavit indicating tbey mm doing all work and then I iTr outside contractors mast submit a new affidavit indicating such. Y(,=Lmrtors that check this box must attached an additional sbcot showing the name of the sub-antractnrs and state wbcther or not thosd cntitits have cup}oyes. 1f the sub�ontractnrs have arJp}oyces,they moat provi dE tbcir workcrr'comp.policy numnba. [am ale employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. lnsusancc Company Name: Policy#or Self ins. Lie. #: l_ �Ct�� �' ['3 1,,, 1�—• ��Expsation Date: Job Site Address: CS'9 S �y/� tStS�T�} City/State/Zip: � r,�/ ' Attach a copy of the workers' compensation policy declaration page (showing the policy number and expiration date). Failure to secure coveragc as required under Section 25A of MGL c. 152 can lead to the imposition of rrimnirial penalties of a fnn iip to $1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Bc advisai that a copy of this statement may be forwarded to rho Officc.of lnvesti ations of the DIA for ins rancc coves e verification. I do hereby cart der the pains-and penalk:es of perjury that the information provided above is true and'carraa Si a _ DatL: _ Pho Official use only. Do not write in this area, to be completed by city or town ofj'xIaL City or Town: Perruit/License# Issuing Authority (circle one); 1. Board of Health 2.Building Department 3, City/Towu Clerk 4.Electrical Inspector 5.Plumbing Inspector 6. Other Contact Person: Phone#: Massachusetts General Laws chaptr-r 152 requires all employers to provide workers' compensation for their employees: pursuant to this statute, an employee is dcfincd as"...every person in the service of another under any contract of hire, express or implied, oral or written." An employer is defined as "an individual,partnership, association, corporation or other kg-al'entity, or any two or more of the foregoing engaged in a joint enterprise, and including the legal representatives of a dcccased employer, or the receiver or trustee of an.individual,partnership, association or other legal entity, employing employccs. However the owner of a dwelling house having not more than three apartments and who resides therein, or the occupant of the dwelling house of another who employs persons to do maintenance, construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152, §25C(6) also states that"every state or local licensing agency shall withhold the issuance or. renewal of a license or permit to operate a business or to constiu�t buildings in the commonwealth for any ipplic.mt who has not produced-acceptable evidence of compliance with the insurance coverage required." kdditionally,MGL ohaptcr 152, §25C(7) stairs `Neither the commonwealth nor any of its political subdivisions shall :rater into any contract for the per:Formanee of public work until acceptable evidence of compliance with the m-rim e m cquirccats of this chapter have been prescntcd to the contracting authority.' applicants 'lease fill out the workers' compensation affidavit completely, by chcckiug the boxes that apply to.your situation and, if ecessary,supply rdb-eontractor�s)name(s), address(cs) and phone number(s) along with their ccrtificatc(s) of mnmane. Limited Liability Companies.(LLC) or Limited Liability Partnerships(LLP)with no.employees other than the -ambers or partners, arc not rcquirtd to carry workers' compensation insurance. If an LLC or LLP does have mployccs, a policy is required. Be advised that this affidavit may be submitted to the Dcparimcnt of Industrial .ccidcnts for confirmation of innsmancc coverage. Also be sure to sign and date the affidavit. The affidavit should c returned to the city or town that the application for the pc�it or license is being requested, not the Dcpartrncnt of idustrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' )mpensation policy,please call the Department at the number listed below. Sclf-insured companies should mtrr their ;lf-insuranco license number on the appropriate lint. ity or TowP Officials .case be sure that the affidavit is complete and printed legibly. The Dcparlmcnt has provided a space at the bottom ,0 affidavit for you to fill out in the event the Office act of Investigations has to coat .you regarding the applicant Lase be sore to fill in the permit/licensc number which will be used as a reference number. In addition, an applicant at must submit multiple pern-utJliccnse applications in any given year, nred only submit onp affidavit indicating current )licy information(if necessary) and under"Job Site Address" the applicant should write"all locations in (city or wn)."A copy of the&$davit that has beta officially stamped or marked by the city or town may be provided to the plicant as proof that a valid affidavit is on file for future,permits or licenses. A new affidavit,must be Elcd out each ar.Where a homeowner or citizen is obtaining a license or permit not relatr-d to any business or commercial venture aves etc.) said persona is NOT required to complete this affidavit a dog license or permit to bran le e Office of Investigations would 1rkL to thank you in advance for your cooperation and should you have any questions, :ase do not hesitate to give us a call Department's address, tcicphone•and fax number. The CammanwWth of Mas.sarhusetts Dq>rtment of ladus dal Accidcats Office of Investigatjans 600 Washin.gtaa Street BostGn., MA. 0211 i TeI. # 617-727-490.0 ext 4-06 ar 1-S77-MAS.SAFB Fax# 617-727-7749� 11-22-06 www.ina.ss.gov/dia EINERO Y CONSERVATION APPLICATION FORM FOR ENERGY EFFICICIENCY FOR ONE- A.ND T*VO-FAMILY DETACHED RESIDENTIAL'CONSTRUCTION (780 CMR 61.00) Applicant Narne: �fo � � Site Address: Print Town: Tu, Applicant Phone: Applicant Signature: Date of Application: NEW CONSTR ON: (choose ONE o . e following two options) 780 CMR TABLE 6107.1 PRESCRIPTIVE ENVELOPE COMPONENT CRITERIA FOR NEW ONE- AND-TWO-FANffL Y BUILDINGS MAXIMUM' MINIMUM Ceiling or Slab F10 tiOn 1: Basement - p Fenestration exposed Wall Floor Perimeter U-factor floors R-Value R-Value Wall R-Value AFLIE 1SPF SGLR R-Value R Value and De di National Applivicc Gncrgy 35 R-38 R-19 R-19 R-10 R-10, ConscrvationAct(HAECA)of 4 f-t. 1987 as amended,minimums or rCAttf RS R IICRt)IG . Note: This form is not required if you choose either of the two versions of RESeheck.as,listed below. Option 2: �. REScheck-Version 4.1.2 or later variant software analysis must-be completed (780 CMR.6107,3.2 REScheek--Web which can be accessed at http://www.energ eY odcs.Loy/reschW DpXTIO VS`O AIITERATZOlvS :TO:E ISTING.BTJZLb,NGS:`0 iR,5:YVA,RS OLD* Buildings under 5 years old must use opfion#1 or#2 in New Construction section above; . omplete the following formula to determine the % of glazing: (a) Gross Wall & Ceiling Area equals Formula: (100 x b_ a) SF /�`� ✓ . 100 x 4,71,y = _ % of glazing (b) Glazing area equals, 60 SF b 4 / lazing is':5;40% use.the chart below. If,glaziri is:>:40`Q/o roceed to "SUMOOM" section 780 CMR 'TABLE.6101.3 PRESCRIPTIVE ENVELOPE COMPONENT CRITERIA ADDITIONS TO EXISTING LOW-RISE RESIDENTIAL BUILDINGS MAXIMUM MINIMUM ❑ Ceiling and . Slab Perimeter Fenestration Wall Floor Basement Wall R-Value U-factor Exposed floors R-Value R-value R-Value R-Value and De of .39 R-37 a J R-13 R-19 R-10 R-10, 4 feet R-30 ceiling insulation may be used in place of R-37 if the insulation achieves the full R-value over the entire ceiling area(i.e: not compressed over exterior rYalls, andirlClUding my access o enin s). SUNROOM—An addition or alteration to an existing buildin/dwelling unit where-the total glazing area of said addition exceeds 40% of the combined gross wall and ceiling area of the addition, Note:. Owner to fill out Cons umerTnformatron Farm (found in Appendix 120,P) �. A WC Guide to -Vood Coiisti-zxtio11 ill. Hid l�,JYuzr1 Area :I X O t11.p..Lc PvhldZoir e Massachusetts Checklist fo.i Co>�x�.liance (?so cnrrzs3gl_z.1.I r Check Compliance 1:1 SCOPE = WindSpeed,(3-sec. gust).................................................................. ................................................ 110 mph WindExposure Category.................................................................... ..............................................................B Wind Exposure Category................Engineering Required For Entire Project .......................................0 1.2 APPLICABILITY Number of Stories (a roof which exceeds 8 in 12 slope shall be considered a story) stories s 2 stories Roof Pitch ... ................ �./..,?L.....�.....•-- .......................(Fig 2 _ 5 12:12 ( 9 ) ............................................ Mean Roof Height ....................Ag........I...........................(Fig 2)...........................,.:............. .. _ft <33' � BuildingWidth,W ..............`�. .... ....................................... .(Fig 3)..............:....:.....:...................... _ft 80 Building Length, L ............... 4........................... ..........(Fig.3)............ ...........I......._......... ft _.<_80' Building Aspect Ratio (L/W) ...............4%. ........................(Fig 4).................'............:................... _< 3:1 c% Nominpl Height of Tallest Opening2 ..... .� .............:...:.(Fig 4)................................ —<6'8" _tom 1.3 FRAMING CONNECTIONS -c ..... Table 2 ............................................................... !/ General compliance with framirig connections.:. ( ) 2.1 FOUNDATION Foundation Walls meeting requirements of 780-CMR 5404.1 Concrete...........5.os,��9 �....:../iv�fi� S....:/.!mac ...�f�..../�eloll.............................. ConcreteMasonry ...................................................:.:........::.... .....:....................................I.................... , 2.2 ANCHORAGE TO FOUNDATION'-' 5/8"Anchor Bolts imbedded or 5/8"Proprietary Mechanical Anchors as an alternative in concrete only Bolt Spacing—general ..........................................(Table 4)............................:..:...........:..: in. Bolt Spacing from end/joint of plate .............................(Fig 5)..................:................. Bolt Embedment—concrete..........................................(Fig 5)...... ....................... _• Bolt Embedment— masonry....:.............:......................(Fig 5)............i......I........................� in._>_ 15" PlateWasher...................................................:............(Fig 5)................................................> 3"x 3"x'/," " 3.1 FLOORS Floor framing member spans checked ............................. .(per 780 CMR Chapter 55)......:.....................:...... Maximum Floor Opening Dimension. ...... .. . .......(Fig 6 ft<_ 12' Full Height Wall Studs at Floor Openings less than 2' from Exterior Wall (Fig 6)... ................ ✓� Maximum Floor Joist Setbacks , Supporting Loadbearing Walls or Shea rwall ...(Fig 7)........................../�,/..................._ft <d Maximum Cantilevered Floor Joists Supporting Loadbearing Walls or Shearwall..�?..........(Fig 8 Floor Bracing at Endwalls.............. .:. .................. (Fig 9).................................................................... Floor Sheathing Type ..� ,? ..... 7.a................(per 780 CMR Chapter 55)........:.......I................ ... �= Floor Sheathing Thickness ........... j!... ?...G............:.....(per 780 CMR Chapter 55)..............I........ in. Floor Sheathing Fastening............. ..T,� r%i��..................(Table 2).. d nails at (min edge/ in field r/ 4.1 WALLS Wall Height Loadbearing walls......... . /........................................(Fig 10 and Table 5)........................... ft s 10, Non-Loadbearing walls .2.' ............................(Fig 10 and Table 5)....................I......_ft <_20' �Go.........V...�....... ...... (Fig 10 and Table 5 in. <_24"O.C. f Wall Stud Spacing ... . ( 9 ).................. _• WallStory Offsets ........................................................(Figs 7 &8)............................................. ft _< d 4.2 EXTERIOR WALLS' Wood Studs Loadbearing walls................�xY.4...............................(Table 5)..............................-2x-- —ft�in. ,r Non-Loadbearing walls .................................................(Table 5)..............................2x - ft_in. T- Gable End Wall Bracing Full Height Endwall Studs............................................(Fig 10)............,............................................:....... i WSP Attic Floor Length.................:. . . (Fi 11 ft>W/3 ' •Gypsum Ceiling Length (if WSP not used)............ (Fig 11)............................................. ft 0.9W and 2.x 4 Continuous Lateral Brace @ 6.ft. o.c. .: (Fig 11)...................... or 1 x 3 ceiling,furring strips @ 16"spacing min.with 2 x 4 blocking @ 4 ft..spacing in end joist or truss bays Double Top Plate r Splice Length ..:...........:.0......11.e..:..................(Fig 13 and Table 6)-:.........:...........,.:...5...... Splice Connection (no. of 16d common nails)...`-4.....(Table 6)............. RI ..................................... i A NIC Guide to Wood Constl'1-lCtlall UI HJgh Hlind Arens: 110 niph 1'Vi7id Zane A/lassaclinsetts Cleddist for- COnnphi211 e (780 CA-1R 5301.2.1.1)' Y r Loadbearing Wall Connections Lateral (no. of 16d common nails)..............3...............(Tables 7)..................................................... _ Non-Loadbearing Wall Connections Lateral no. of 16d common nails ................................ Table 8 ....................................................... Load Bearing Wall Openings (record largest opening but check all openings for compliance to Table 9) HeaderSpans ..........................................::............(Table 9)...................-.............. 6L 1 7 Sill Plate Spans ........................................................(Table 9)..................................�ft Win.5 11' Full Height Studs (no. of•studs)....................................(Table 9)............................,...................:.....I /— Non-Load Bearing Wall Openings (record largest opening but check all openings for compliance to Table 9)' Header Spans.............................................................(Table 9)...-..............................�ft_ iK 12' SillPlate Spans...........................................................(Table 9)...............-...-.......-.......e, _, in.5 12 Full Height Studs (no. of studs)...................................:(Table 9)....................-..:...........-........-...-...... Exterior Wall Sheathing to Resist Uplift and Shear Simultaneously4 Minimum Building Dimension, W /, Nominal Height of Tallest Opening ........ Sheathing Type... �2.'�.e'....A.....................(note 4)....:................................................ Edge Nail Spacing....... .'�.�<<..................(Table 10 or note 4 if less)...-..............-..... in. t� Field Nail Spacing ......... .............. Table 10 ..............- Shear Connection (no. of 16d common nails)(Table 10)........................................................12- Percent Full-Height Sheathing...................:...(Table 10)...................................................._% 5%Additional Sheathing for Wall with Opening > 6'8"(Design Concepts).................... Maximum Building Dimension, L , Nominal Height of Tallest Openingz.............L..'.. .................................................._<6'8" �- 9 Type ( ) ................ &!S Sheathing T e............��:?-�D/.�.. :..�':...- note 4 ..................................... Edge Nail Spacing ......................... Table 11 or note 4 if less)........................ in. 1/ Field Nail Spacing.......................................:..(Table 11).........:........-...--.-.......-............-:.L� in. Shear Shear Connection (no. of 16d common nails)(Table 11)......................................................._ Percent Full-Height Sheathing Table 11 ....................................... % 5%Additional Sheathing for Wall with Opening > 6'8".(Design Concepts)....-................ Wall Cladding Ratedfor Wind Speed?.............................................................. ............................................................... I ROOFS. - Roof framing member spans checked?........................(For Rafters use AWC Span' an Tool, see BBRS Website) Roof Overhang ...................................................(Figure 19) ............. ,�ft 5 smaller of 2' or U3 �- Truss or Rafter Connections at Loadbearing Walls Proprietary Connectors Uplift............./.."?a..........................(Table 12).............................................U= / O plf Lateral ......./,7_2,............................(Table 12).............................................L- pif Shear...........a—..,/..........................(Table 12)...................................-........S= Of Ridge'Sfrap Connections, if collar ties not used per page 21... (Table 13)..............................I T= pif _Ieof�_ Gable Rake Outlooker..........................................(Figure 20) ...-........._ft 5 smaller of 2' or U2 Truss or Rafter Connections at Non-Loadbearing Walls Proprietary Connectors Uplift.:..............................................(Table 14).........................................- U= lb. Lateral (no. of 16d common nails)...(Table 14).......................................L= . -lb. Roof Sheathing Type...... ..:.. ii.....1'D .�.......(per 780 CMR Chapters 58 and 59) ............ Roof Sheathing Thickness..... in. >-7/16" WSP Roof Sheathing Fastening.......T'W...�:'.%�...................(Table 2).4-.......1..4 .....�.:: .�../�........._ `-- �s: This checklist shall be met in its entirety, excluding the specific exception noted in 2, to comply with the requirements of 780 CMR.5301.2.1.1 Item 1. If the checklist is met in its entirety then the following metal straps and hold downs are not required per the WFCM 110 mph Guide: a. Steel Straps per Figure 5 b. 20 Gage Straps per Figure 11 c. Uplift Straps per Figure 14 d. All Straps per Figure 17 e. Corner Stud Hold Downs per Figure 18a and Figure 18b Exception: Opening heights of up to 8 ft- shall be permitted when 5% is added to the percent full-height sheathing -equirernents shown in Tables 10 and 11. the bottom sill plate in exterior walls shall be a minimum 2 in. nominal thickness pressure treated#2-grade. fWassachusetts Cliecidist for Compliance (780 CiIR 5301.2..1:1)' 4• Y t, a. From Tables 10.and 11 and location of wall sheathing and Building Aspect Ratio, determine Percent Full-Height Sheathing and Nail Spacing requirements b. Wood Structural Panels shall be minimum thickness of 7/16" and be installed as follows: i. Panels shall be installed with strength axis parallel to studs. ii. All horizontal joints shall occur over and be nailed to framing, iii. On single story construction, panels shall be attached to bottom.plates and top member of the double top plate. iv. On two story construction, upper panels shall be attached to the top member of the upper double top' plate and to band joist at bottom of panel. Upper attachment of lower panel shall be made to band joist and lower attachment made to lowest plate at first floor framing. v. Horizontal nail spacing at double top plates, band joists, and girders shall be a double row of 8d staggered at 3 inches on center per figures below. Vertical and Horizontal Nailing for Panel Attachment 5. Glazing protection:a) new house or horizontal addition—required if project is 1 mile or closer to shoe (generally, south of Rte. 28 or north of Rte. 6) b)vertical addition—not required unless there is extensive renovation to the first-floor c) replacement windows—needs energy conservation compliance only (chap 93) 6. ood Frame Co truction Manual (WFCM)for 110 MPH, Exposure B maybe obtained from the American Wood Council (AWC)website. --VMEN THIS EDGE RESTS oN FFWA ING USE&1 NAILS - AT 6'o.IJ ,a 11 �I 11 1 11 I I I r I Q J II 11 1 D I ..GG 1 I1 ll 1I m ' 1 JJZI IS �I 1 11 •17 4: I r � i i i i � I - r - I FRAMING MEMBERS ��i I .. EDGE K4TF�?J @DIATE ++ I 1 Ji STAGGERED � NNL PATTERN PANEL PANEL_ — 1 �+ PAWL EDGE goUBLE NAIL EDGE SPAGPIG DETAL See Detail on Next Page - Detail Vertical and Horizontal Nailing Vertical and Horizontal Nailing for Panel Attachment for Panel Attachment. mET ToWn of Barlastable r Regulatory Services • MRNSTABLE, Thomas F. Geiler, Director. ,' Building Division Tom Perry, Building Commissioner 200 Main Street; Hyannis, MA 02601 www.town.barnstable.ma.us Offica: 508-862-403 8 Fax: 508-790-623 0 Property Owner Must. Complete and Sign This'Sectidn� - - If Using A Builder r as Owner of the'subjectproperty ` J hereby authorize hh to act on ray behalf, in all matters relative to work authorized by this building permit application for: c�e55G (Add ess of Job) Signature of Owner ate �� ec Print Name If Property Owner is applying for permit please complete the Homeowners License Exemption Form on th'e reverse side. p-[HE 'own of Barnstable r "� •.. r Regulatory Services r • yARN5T'ABL.L, Thomas F. Geiler,Director 16�a,m� Budding Division lF° � Tom Perry,Building Cotzunissioner. 200 Main Street; Hyannis, MA 02601 w ww.town.b arnsta b l e.ma.us face: 508-862-4038 Fax: 508-790-6230 HOWOWNTER LICENSE EXEMPTION Please Print DATE:__. zo (-00 k,, JOB LOCATION: 51S F 'bN e F-+�' co nun ssticc[ �^— village .HOMEOWNER": < QCP �. 39� 1 (Se)W4DUZ, name home phone# ,• work phone # CURRENT MAILING ADDRESS.``�� ?0 66+%:4 MA- 0Z43S city/town state zip code The current exemption for"homeowners"was extended to include owner-occupied dwellinl?s'of six units or less and to allow homeowners to engage an individual for hire who,does not possess a license,provided that the owner acts as supervisor. bEPTNITJON OF HOMEOWNER' Person(s) who owns a parcel of land on-which he/she resides or intends to reside, on which there is, or is intended to- be, a one or two-family dwelling, attached or detached structures accessory to such use and/or farm structures. A person who constructs more than one home in a fivo-year period shall not be considered a homeowner. Such "homeowner" shall submit to the Building Official on a form acceptable to the Building Official, that he/she shall be responsible for all such work performed under the building permit. (Section 109.1.1) The undersigned"homeowner" assumes responsibility for compliance with the State Building Code and other applicable codes, bylaws,rules and regulations, The ersi d "homeowner"certifies that be/she understands the Town of Barnstable Building Department um ins e pro dunes and requirements and that he/she will comply with said procedures and requireme ,ignatvrr of Homeowner ,pproval of Building Official " Note: •Three-family dwellings containing 35,000 cubic feet or larger will be required to comply with the tate Building Code Section 127.0.Construction Control. FIOMEOWNER'S EXEMPTION The Code states tliit "Any homeowner perforirring work for which a building perrrrit is required shall be exempt from the provisions 'this section(Section 109.).T Licensing of construction Supervisors);provided that if thc homeowner engages a person(s)for hire to do such irk,that such Homeowner shall act as supervisor." Many homeowncis who use this exemption air unaware that they arc assuming the responsibilities of a supervisor(see Appendix Q, ties&Regulations for Licensing Construction Supervisors,Section 2.15) This lack of awareness often results in serious problems,particularly rcn the homeowner hires unlicensed persons. In this case,our Board cannot proceed against the unlicensed person as it would with a licensed pervisor. The homcowner.acting as Supervisor is ultimately responsible. To ensure'that the homeowner is fully aware ofhis/hcr responsibilities,many communities require,as part of the permit application, t the homcowncr certify that he/she understands the responsibilities of a Supervisor. On thc last page of this issue is a form currently used by 'cral towns. You may care t amend and adopt such a fom✓certification for use in your community. 1 �'!� -Po7.r�nzauuea�i a��/�aaaac`ucoetla - , Board of Building Regulations and Standards License or registration valid for individul use only i HOME IMPROVEMENT CONTRACTOR before the expiration date. if found return to: Regist4t.io1 158202j Board of Building Regulations and Standards pir�a_tton _M2/g9/2009 Trlt 262615 One Ashburton PlaceRm 1301 fjr i Type Individual Boston,Ma.02108 in JOHN MAHONEY _ JOHN MAHONEY�`Y 12 SPENSER HALIFAX,MA 02338 2Cy nti' Administrator �- = Not valid without Board of of BuldinoQella. E'Construction S� sand Standards pervis Li ense: or License 506 E ppi tion: , Try . 1 M t 2010 j Restr `= f'7� 17598 } r JOjJ HN J MAHOMEY ] 1 i HALIFENSER DR � ll.J 'i r :MA 02338 -tom - __ - S-_. Commissioner ' h a t DAMON ROCHE PLUMBING & HEATING 14 OLD FARM RD. HALIFAX MA, 02338 08/11/08 TO WHOM IT MAY CONCERN, TOWN OF BARNSTABLE AFTER INSPECTING THE SCREEN HOUSE AT THE BACK OF RUDOLPH BECKERTS HOUSE AT 595 POPPONESSET RD. .IN COTUIT, I FOUND NO SIGNS OF PLUMBING OR GAS PIPING IN SCREEN HOUSE. DAMON C. ROCHE MASTER' #1 469 s Aug 13 08 08:26p Custom Electrical Svices 781-871-1906 p.1 T CUSTOM ELECTRICAL SERVICES 34 NORMAN STREET ROCIG ND,MA 02370 (781)871-1906 August 13,2008 Town of Barnstable Regulatory Services Building Division 200 Main Street Hyannis,MA 02601 RE: Attached Screen Porch 595 Poponessett Road Cotuit.MA 02635 To Whom It May Concern: Mr. Rudolph Beckert,of 595 Poponessett Road, Cohut,has contracted to have some renovations done at the above address. An attached screen porch will need to be demolished. There is no wiring involved in the demolition process. Sincerely, Walter K.Easttey WKE/nwe POPONESSETT POAD 106.66 Is.ao a EXISTING w. FOLWATIQhg 2-,V �.00 ;' 4 qY. N a LOT 33 43, 700 SF. o o A9 09' 9A.5Q 5P TO THE_BEST OF MY KNOWLEDGE, THE PLOT PLAN OF L A lVO FOUNDA TION SHOWN ON THIS PLAN.IS AS L OCA TED IN IT ACTUALLY .EXISTS AND IT TO BA FANS TA BL E. MASS . THE ZONING REGULATIONS IlV lOh2tlQF BARNSTABL& REGARDING YA .. ' Cl?04 ' PREPARED FOR , r DATE.' OCT.4, 1994 _ cHk=a_cs PHIL IF S TA SHENKO 23085 DATE.' OCT. 4, 1994 SCALE.' 1 "=50 FT. FLOOD ZONE C (NON-HAZARD '':t�1~` CAPE 6 ISLANDS ENGINEERING D-50 665C MA SHPEE — MA SS. 0 (. . 3 E Zr I t B 7 � ,• "•� /pU0 37' Q �� /S'oa 9D` l r 'J o,a w w -' 1' let•: __..... ,.. ... I� ii � i � � � 1 y. 1 � tl I � �✓ r � I ,.o„ �T,-�-^•�,.,"�r't � „..^.m� �'3.,-�5-" � � t ,� d Ile 1 1 # � .. 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V t` �# elf LAOS lei _. ;' - x 17 } r Assessor's office(1st Floor): SEPTIC SYSTEM MUST BE Assessor's map and lot n / S 1-ALLED IN COMPLIANCE �P�O{THE Conservation(4th Floor): '` � y WzTH TITLE 5 ., Board of Health(3rd floor): c F+ g �Gr a2 `� Liiv'JIRC l4�'IZMTAL CC!77 AND = PAHI)TULE Sewage Permit number TV4�r�e I�ilV .., �p rua)q.�6 Engineering Department(3rd floor): Rio House number5� p�oK/� ear ! rxr Definitive Plan Approved by Planning Boar APPLICATIONS PROCESSED 6:30-9:30 A. . and 1,00-2:00�P.M.only,;,j JS TOWN OF BARNSTABLE BUILDING INSPECTOR APPLICATION FOR PERMIT TO eg;�YL`I L/ bW�llvl-- TYPE OF CONSTRUCTION 19 L/ TO THE INSPECTOR OF BUILDINGS: The undersigned hereby applies for a permit according to the following information: 1 Location I-o-r + 334 {�©/�D/VE-SSC�J-j 41-) . Proposed Use Zoning District Rom' Fire District �� Name of Owner PH/L""o, S7��Vk,0 Address S S 6-,e-C No'�'r7t Name of Builder �'--"'- foy'996/10P 2��tW&Aeddress Name of Architect �'K` &F-OS Address /o 66PM� �7- Number of Roo�m^s �� Foundation Exterior Roofing � � ��� Floors G.��D Interior Heating �lL' Plumbing Fireplace Approximate Cost -*/01 d _ Area Diagram of Lot and Quilding with Dimensions Fee C� _1 OCCUPANCY PERMITS REQUIRED FOR NEW DWELLINGS I hereby agree to conform to all the Rules and Regulations of the Town of Barnsta egarding the above construction. S Na e Construction Siipervisor's License_ STASHENKO, PHILIP 'P. 5 POPONESSETT ROAD, COTUIT LONo 3 7� Permit For 1-15 Story } w Single Family Dwelling Location Lot #33, 595 Popone`sse`t-t Road r Owners ' Type of Construction r Plot Lot ; } Permit Granted 19 Date of Inspection: IZ g Frame 19 ' k I" E Insulation r 19 y'Fireplace 19 _ - Date Completed 19 ' a s r '3 r S nF Z , i y TOWN OF BARNSTABLE BUILDING DEPARTMENT HOMEOWNER LICENSE TION Please print_ DATE JOB LOCATION Number Street Address Section Of Town .,HOMEOWNER.. ��h�iP �1��� ,Spy-,Ste- 2- -�� Name 'e 3& Home Phone Work Phone PRESENT MAILING ADDRESS S City/Town ©20 S� State Zip Code The current exemption for "homeowners" was extended to include owner- occupied dwellings of six units or less and to allow such homeowners to engage an individual for hire who does not possess a license, provided that the o ner acts as supervisor. DEFINITION OF HOMEOWNER: Person(s) who owns a parcel of land on which he/she resides or intends to reside, on which there is, or is intended to be, a one to six family dwelling, attached or detached structures accessory to such use and/or farm structures. A person who constructs more than one home in a two-near period shall not be considered a homeowner. Such "homeowner" shall submit to the Building Official on a form acceptable to the Bui i ding n t_ci that he s'-�e shall be responsible for all such %..ork performed under the building permit. (Section 109.1.1) The undersicned "homeo;mcr" assumes responsibility for compliance with the State Build inc Code and other applicable codes, by-laws regulations. , rules and The undersicned "homeowner. cc ifies that he/she understands the Town of Barnstable Euilding Departmen "nimum i ection procedures and requirements H03-11-P-OM4ER'S SIG:;hTUFE APPROVI.L OF EUILDIt:G OFFICI7-,L Note: Three family dwellings 35,000 cubic feet, or larcer, will be required to ccmply with Stzte Building Code Section 127.0, Constructicn HOME 01-TNER'S EXEMPA:0N The code states that: "Any Home Owner perforlttin Permit is required shall be exempt from the g work for which a building (Section 109.1.1 - Licensing of ConstructionPSuvisions of.this section Home Owner engages a p isors), provided that if person(s) for hire to do such 'Work, that such Home Owner shall act as supervisor." 'Many Home Owners who use this exemption are unaware that the the responsibilities of a supervisor (see Appendix Y are assuming ."for Licensing Construction Supervisors, Section 5'.Rules and Regulations 'awareness often. results in serious problems Owner hires unlicensed ProblemsparticularlyThis lack H persons. In this case urBoard cnnot Proeceede against the unlicensed person as it would with licensed su erviso Home Owner acting as supervisor is ultimately responsible.P r• The To, ensure that the Home Owner is fully aware of his/her responsibilities 'any communities require, as part of the e P lines, 0c'mer Certify that he/she understands the responsibilities of a supervisor. permit application,. that the Home On the last page of this issue is a form You may care to amend and adopt such a form/certification s . currently used by several towns. community. r use in your i I Y TOWN OF BARNSTABLE, MASStiC.rWA 1 I S x NQ 37099 GATE OC:1..J%DE3: / Ig 94 PERMIT-NO z APPLICANT Owner ' �l�t@C�t.BGloW .,tir:,. r ADDRESS Owner (NO.) - -(STREET) _. (CONTR'S eICENSE) „xJ::` ERMIT TO we Build i) llinOF P (14 ) STORY—Single Family Dwell WELLING UNITS (TYPE OF IMPROVEMENT) NO. (PROPOSED USE) AT (LOCATION) '�'CJ•".. T;33.3., 595 Poponc: ::s: �:�jI-c: 1ioa(7., Cotuat ZONING Lid: (NO.) (STREET) DISTRICT BETWEEN - AND (CROSS STREET) - - (CROSS STREET) ,kx ,SUBDIVISION - LOT. - - LOT 'BLOCK SIZE ' BUILDING IS TO BE _ FT. WIDE BY FT. LONG BY FT, IN HEIGHT AND SHALL CONFORM IN CONSTRUCTION IO TYPE USE GROUP BASEMENT WALLS OR FOUNDATION (TYPE) REMARKS: Sewage #944-27 Bono -y t AREA OR ` . 1012 sq Ito 107 500 00 PERMIT Ei1 00 VOLUME ESTIMATED COST $ FEE t - ',- (CUBIC/SQUARE FEET) Philip:P / .. � �� 'Htasiicnko OWNER 4 u T � PBUILDIN tiOiKoad, orro , DIAM AADDRESS Y THIS PERMIT C0NVEYIS NO RIGHT TO OCCUPY ANY STREET, ALLEY OR SIDEWALK OR ANY PART THEREOF, EITHER TEMPORARILY OR .PERMANENTLY. ENCROACHMENTS ON PUBLIC PROPERTY, NOT SPECIFICALLY PERMITTED UNDER THE BUILDING CODE, MUST BE AP- PROVED BY THE JURISDICTION. STREET OR ALLEY GRADES AS WELL AS DEPTH AND LOCATION OF PUBLIC SEWERS MAY BE OBTAINED '_FROM THE DEPARTMENT OF PUBLIC WORKS. THE ISSUANCE OF THIS PERMIT DOES NOT RELEASE THE APPLICANT FROM THE CONDITIONS :"OF ANY APPLICABLE SUBDIVISION RESTRICTIONS. r., -0F THREE CALL "'�T'LNSPECTIONS REQUIRED FOR 'APPROVED PLANS MUST BE RETAINED ON .f06 AND THIS WHERE APPLICABLE SEPARATE ALL CONSTRUCTION WORK: CARD KEPT POSTED UNTIL FINAL INSPECTION HAS BEEN PERMITS ARE REQUIRED FOR a '+t FLFCTRIrAI_, .PLUMBING AND 1 1 -,FOUNDATIONS OR FOOTINGS. MADE. WIiLf,E A CE):I IF ICAI L OF OCCUPANCY IS RE- MLCHANI�CAL INSTALLATIONS. �k 2.'. PRIOR TO COVERING STRUCTURAL QUIRED,SUCH BUILDING SHALL NOT BE OCCUPIED UNTIL .'FINA ERS INSPECTION TO LATHY. E FINAL INSPECTION HAS BEEN MADE. , `r3:,�FINAL INSPECTION BEFORE- � - - - 1 4--'OCCUPANCY. ` OST THIS CARD SO IT IS VISIBLE FROM STREET ILDIN PECTION A ALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS 2 yr 2 ,/ 2 cS 3 HEATING INSPECTION APPROVALS ENGINEERING DEPARTK?" gs- OAS ^ BOARD F HEAL''; - OTHER SITE PLAN EVI W APPROVAL .3 V:'IRK SHALL NOT PROCEED UNTIL THE INSPEC- PERMIT WILL BECOME NULL AND VOID IF CONSTRUCTION INSPECTIONS INDICATED ON'HIS CA. .)CP I BE OH HAS APPROVED THE VARIODUS STAGES OF ( WORK IS NOT STARTED WITHIN SIX MONTHS OF DATE THE ARRANGED FOR BY TELEPH:Nt '`"IWR-,'TEN 'NSTRUCTION. PERMIT IS ISSUED AS NOTED ABOVE. NOTIFICATION. _ _ Enka mmoRom I �T._ _z�_.._._._..��_-_ �..�__._ _ e _ __. s � � � �� �-- r Vy�-�'�,,� �` { i y -� uq ffID 3 5 ,'TWE TOWN OF BARNSTABLE 3?�y Permit No. ................ BUILDING DEPARTMENT I """ I TOWN OFFICE BUILDING Cash :::::::::::::::: 9 67D• X � HYANNIS.MASS.02601 Bond CERTIFICATE OF USE AND OCCUPANCY Issued to Philip P. Stashenko Address 595 Poponessett Road (Lot 33) Cotuit, MA USE GROUP FIRE GRADING OCCUPANCY LOAD THIS PERMIT WILL NOT BE VALID, AND THE BUILDING SHALL NOT BE OCCUPIED UNTIL SIGNED BY THE BUILDING INSPECTOR UPON SATISFACTORY COMPLIANCE WITH TOWN REQUIREMENTS AND IN ACCORDANCE WITH SECTION 119.0 OF THE MASSACHUSETTS STATE BUILDING CODE. j .. ....Mar ch.24.... ....... 19-95............ ............................................ B Building Inspector f a Z/ � -�Yarnri� �C1�L�l� �t . e e Engineering& ROBERT M. 0E5RO5IER5, F.E. Design Ca, Inc. Consulting Engineer 508-946-3561 155 East Grove Street • foot Office Box 649 /1 Fax 508-946-1653 Middleborough, MA 02346 ✓� September 19, 2008 Project No.2008-250 Joseph Mahoney 12 Spencer Drive Halifax, MA 02338 as E Re_: Design Review of Primary Framing Elements for Proposed S P �0 Sunroom Located at 595 Poponssett Road, Cotuit,MA 02635 Mr. Mahoney: You asked me to review the primary framing elements required to complete the construction of the referenced structure with respect to their conformance with the Building Code. You have provided me with sketch plans 1-7 for the project, and issued on August 22, 2008. The proposed Sunroom is a 14'xl6' one story Gable style structure located of the rear of the existing dwelling. The proposed.Sunroom will be conventionally framed with a mix of engineered wood products and ordinary dimensional 2x lumber. The Sunroom will be supported at the outer edge by three (3) structural wood columns which are supported on a series of concrete pier/footings. These pier footings should consist of`Bigfoot"bell footings or spread footings cast at or below frost depth that support 10"or 12"diameter "Sonotube"piers. The proposed sunroom is laid out in a conventional plan but due to the size of the windows requires the use of manufactured connectors to help resist lateral loads on the sunroom. The basic snow load for design purposes is 30 pounds per square foot. The design wind speed is 110 miles per hour and the.structure is located within Exposure Zone C. The Revised Building Code requires the application of larger lateral loads due to increase wind speed values and greater consideration of the connection between the wood superstructure and the foundation of permanent structure. There are two means of assessing the lateral load impacts on the structure as described in the Code. The first is prescriptive in that it assumes the conventional materials and methods of construction are not adequate to accommodate the horizontal and uplifting loads and prescribes manufactured connectors to exclusively deal with those loads throughout the structure. I a • The other method, employed here, is to conduct an engineering review establishing the loads and the ability of the component elements of the structure to accommodate them. Utilizing this method allows some of the extraordinary loads to be accommodated by conventional construction and specifies the design and location of manufactured connectors where required. The fastening of the sunrooms main supporting beam to the pier footings is a critical element of the overall design for high wind construction. The dimensions and location of a structure determines the appropriate spacing, length and diameter of the anchor bolts. The appropriate sized anchor bolts to be used in high wind regions shall be 5/8" diameter by 12"long galvanized steel anchor bolts these anchor bolts shall be cast into the pier footing. The posts shall be secured to the pier footings with(1) Simpson ABU66 per post,7 secured to the posts and anchored to the piers following all manufactures connection specifications. The framing connection between the posts and the 6"x 8"beam assemblies should be reinforced with Simpson BCS Series column caps one per post to beam connection. The 2x12 floor joist shall be connected to the main caring beam using (2) Simpson H2.5 per joist`and shall be connected to the existing structure via the ledger board and joist hangers. The connection of the sunrooms framing members to the 2x12 floor framing is an important aspect of the building design for construction that is subject to high winds. To properly connect the bottom plate of the sunrooms walls to the floor joist and rim joists you will be required to use 16d common nails spaced at 6" into the rim joist and(1) 16d common nail on the interior side of the bottom plate secured into each floor joist. The corners of the sunroom will typically experience higher lateral and uplifting forces during the occurrences of elevated wind speeds. To help deal with the forces generated in the corners of the sunroom, I recommend that you install one(1) Simpson HHDQ 11 hold down per corner in the gable end wall. The hold down assemblies shall be positively connected to the floor framing double rim joist and extend continuously, from the to the top plate assembly. This continuous connection can be accomplished by nailing a full height stud with two 16d common nails spaced 10"on center to opposite side of the triple corner studs which the hold downs are applied. Due to the size of the windows in the sunroom,the use of larger studs for the exterior wall assemblies is required. The walls of the sunroom must to be able to accommodate for the lateral forces that will be generated on the walls. To help accommodate for these forces I recommend that you use 2x6 studs spaced @ 16"'on center for all of the sunroom walls. When eliminating any exterior wall studs for creating windows or door openings which are located less than 3 feet from any outside corner of any structure or creating an opening larger than 5 feet wide such as the windows of the sunroom, I recommend the use of manufactured connectors to help deal with the forces generated by a lack of framing. The elimination of these framing members to create an opening for a window or door reduces the required amount of framing members and sheathing needed to transfer the lateral and uplifting forces. To help evenly distribute these forces, my recommendation is that you-install.(1) � -Simpson A23 located ontthe top and bottom of the full height studs located next to any of these particular wall openings. This connector will connect the full height studs that are located next to the opening,connecting them to the framing members located directly above or below the full height studs. The full height studs, and any studs above the headers where applicable shall be connected to the top plate and rafters that are located directly above the wall opening using(1) Simpson H2.5 rafter clips per stud,IWhere the window and door headers rest on the jack studs I recommend that you install (1) Simpson: LSTA16 per stud to connect the headers to the jack studs. The installation of these connectors will help to create a continuous load path from the foundation to the top plate of the top floor and will help to transfer the lateral and uplifting forces created by removing faming members to create large wall openings or any opening located near the corners of the structure. The large openings in the sun room walls reduces the required amount of sheathing to resist the lateral and uplifting forces generated during elevated wind speeds. To deal with these forces, I recommend the use of(1) Simpson RSP4'at the bottom of the studs and(1) Simpson RSP4 on the inside top of the studs on ever wall stud. This connection helps to connect the studs to the bottom plate, in locations where there is not enough plywood to resist the,lateral and up lifting forces. The double top plate splice is an important element of the design of the wall. This lap- spliced when constructed properly will help to resist and transfer the lateral forces on the structure. For this particular structures size and location the double top plates of all walls shall be lap-spliced with end joints a minimum of 4 feet apart and contain(6) 16d 1 common nails per each side of the splice. Tlie top plates shall overlap at corners of the sunroom. This will help to evenly distribute the lateral forces generated by the wind on the wall diaphragm. To help transfer the forces into the floor and roof framing,the use of solid blocking is required. Blocking and connections shall be provided at panel edges perpendicular to floor and roof framing members in the first two bays of the floor joists and rafters. The blocking shall be spaced at a maximum of 4 feet on center. This blocking helps to transfer the lateral loads into the floor system and distribute them evenly through the floor and roof system. The roof assembly itself consists of 2x10 rafters spaced 16"O.C. with 5/8" CDX sheathing, and the roof shingle system applied to the sheathing must meet the wind velocity specification for the 110 mph zone. The roof rafter system of the structures sits upon the top plate of the sunrooms exterior walls. The rafters must be connected to the wall below to help resist the uplifting and lateral forces on the roof system. The most efficient way to help resist the uplift on the roof system is to connect the rafters to top plate and wall studs, of the wall assemblies below. For the connection of the rafters to the wall framing members I recommend that you"install(2)H2.5 to each rafter and attached to the top plate of the wall below. The rafters may be toe-nailed into the ridge beam;but additional fastening is required at the ridge. i r l I You may either fasten the opposing rafters together by applying a Simpson LSTA straps .over the plywood and across the top of the ridge bea=Another option is installing a 2x6 ridge tie across the rafters immediately below the ridge and fastening them to the rafters with a minimum of eight(8) 1 Od common nails. The sheathing is a critical element in creating an enhanced wall system that resists the forces on the wall diaphragm of the sunroom. For the sheathing of the sunroom I recommend that you utilize 1/2"CDX plywood sheathing for the exterior walls typically. The plywood should be applied vertically on the exterior side of the wall, extending from the rim joist to the top plate of the wall. To help provide the appropriate amount of sheathing to resist the lateral forces you will need to apply 1/2" CDX plywood sheathing on the interior side of the walls as well. The plywood on the interior walls should be applied horizontally with vertical joints offset and minimum of 32"between lifts. Horizontal 2x blocking for nailing the plywood edges should be provided at the corners of the sunroom. The plywood should be fastened to the sills,rim joist and the wall studs with 8d nails spaced and staggered at no more than 4"apart around the edges and no more than 12".apart in the field of the sheet. The sizes given for all nails are common wire sizes. Box and pneumatic low carbon nails of equivalent diameter and equal or greater length to the specified common nails may be substituted if they meet the size requirements. The balance of the proposed framing scheme is consistent with the requirements of the Building Code, and if constructed as specified herein, consistent with the plans, and according to good construction practice,this sunroom building envelope, will meet the structural requirements of the Massachusetts State Building Code, Seventh Edition. If you have any questions regarding this report,or if you require additional information, please do not hesitate to call. Very Truly Yours, Robert M. Desrosiers,P.E. S�P`tN OF RjA� 4 R BER M D SR 5 m o. 6770 rrURAL �a AWC Guide to Wood Construction in High Wind Areas: 110 mph Wind Zone Massachusetts Checklist for Compliance(780 CMR 5301.2.1.1)1 - 4 'Design Engineering>& Co., Inca 595 Poponessett Road Project No.2008-250 Cotuit,MA 02635 (Sun Room Addition) Q Check Compliance 1.1 SCOPE WindSpeed(3-sec.gust).................................................................. ................................................ 110 ,mph Q Wind Exposure Category.................................................................. ... ....C Q 1.2 APPLICABILITY Number of Stories(a roof which exceeds 8 in 12 slope shall be considered a story) ....... 1 stories <_2 stories Q RoofPitch ...........................................................................(Fig 2) ...............................................6:12:5 12:12 Q MeanRoof Height ..............................................................(Fig 2)...................................................12 ft _<33' Q BuildingWidth,W ...............................................................(Fig 3)............... ................. 14 ft <_80' Q BuildingLength, L...............................................................(Fig 3)..............................:....................16 ft <_80, Q Building Aspect Ratio(L/W) ...............................................(Fig 4)....................................................1.14 5 3:1 Q Nominal Height of Tallest Opening2 ...................................(Fig 4)....................................................6,8°:s 68„ Q 1.3 FRAMING CONNECTIONS General compliance with framing connections....................(Table 2)............................................................... [�( 2.1 FOUNDATION Foundation Walls meeting requirements of 780 CMR 5404.1 Concrete......................................................................................................... (Pier Footings) Q 2.2 ANCHORAGE TO FOUNDATION" 5/8"Anchor Bolts imbedded or 5/8"Proprietary Mechanical Anchors as an alternative in concrete only Bolt Spacing—general ..........................................(Table 4)...................................................... N/A. Q Bolt Spacing from endfjoint of plate.............................(Fig 5)........................................ N/A in.s 6"—12" Q Bolt Embedment—concrete.........................................(Fig 5).................................................12"in.>_7° Q PlateWasher................................................................(Fig 5)..............................................>_X x X x'/" Q 3.1 FLOORS Floor framing member spans checked ...............................(per 780 CMR Chapter 55)................................... Q Maximum Floor Opening Dimension...................................(Fig 6)......................................................0 ft<_12' Q Full Height Wall Studs at Floor Openings less than 2'from Exterior Wall(Fig 6)....................................... Q Maximum Floor Joist Setbacks Supporting Loadbearing Walls or Shearwall................(Fig 7)....................................................... 1 ft <_d Q Maximum Cantilevered Floor Joists Supporting Loadbearing Walls or Shearwall................(Fig 8)..........................................;.I.......... 1 ft _<d Q FloorBracing at Endwalls....................................................(Fig 9)................................................................... Q Floor Sheathing Type ........................................................(per 780 CMR Chapter 55)................................... Q Floor Sheathing Thickness .................................................(per 780 CMR Chapter 55)..........................3/4 in. Q AWC Guide to Wood Construction in High Wind Areas: 110 mph Wind Zone ' Massachusetts Checklist for Compliance(780 CMx 5301.2.1.1)1 AS4 Engineering & Design Co., Inc. Floor Sheathing Fastening..................................................(Table 2).............8d nails at 6 in edge/12 in field Q 4.1 WALLS Wall Height Loadbearing walls........................................................(Fig 10 and Table 5)...............................8 ft s 10, Q Non-Loadbearing walls................................................(Fig 10 and Table 5).............................11 ft <_20' Q Wall Stud Spacing ........................................................(Fig 10 and Table 5).....................16 in.<_24"o.c. Q Wall Story Offsets ........................................................(Figs 7&8)............................................... 1 ft s d Q 4.2 EXTERIOR WALLS3 Wood Studs Loadbearing walls........................................................(Table 5)..........................................2x6-7 ft 1 in. Q Non-Loadbearing walls................................................(Table 5)........................................2x6- 10 ft 9 in. Q Gable End Wall Bracing' Full Height Endwall Studs............................................(Fig 10)................................................................. Q WSP Attic Floor Length................................................(Fig 11)...............................................N/A ft>_W/3 Q Gypsum Ceiling Length(if WSP not used)..........................(Fig 11)..............................(Full Ceiling)ft>_0.9W Q and 2 x 4 Continuous Lateral Brace @ 6 ft.o.c. .. (Fig 11)............................................................. Q or 1 x 3 ceiling furring strips @ 16"spacing min.with 2 x 4 blocking @ 4 ft.spacing in end joist or truss bays Q Double Top Plate Splice Length ........................................................(Fig 13 and Table 6)........................................4 ft Q Splice Connection(no.of 16d common nails)..............(Table 6).............................................................6 Q Loadbearing Wall Connections Lateral(no.of 16d common nails)................................(Tables 7).................................................2 Per Ft Q Non-Loadbearing Wall Connections Lateral (no.of 16d common nails)................................(Table 8)...................................................2 Per Ft Q Load Bearing Wall Openings(record largest opening but check all openings for compliance to Table 9) HeaderSpans ........................................................(Table 9)..........................................6 ft 8 in.<_11' Q Sill Plate Spans ........................................................(Table 9)..........................................6 ft 8 in.<_ 11' Q Full Height Studs (no.of studs)....................................(Table 9).............................................................3 Q Non-Load Bearing Wall Openings(record largest opening but check all openings for compliance to Table 9) Header Spans.............................................................(Table 9)..........................................6 ft 0 in.<_12' Q Sill Plate Spans...........................................................(Table 9)..........................................6 ft 0 in.<_12" Q Full Height Studs(no.of studs)....................................(Table 9).............................................................3 Q Exterior Wall Sheathing to Resist Uplift and Shear Simultaneousv Minimum Building Dimension,W Nominal Height of Tallest Opening2 .......... .................................................................6'8"<6,8" Q SheathingType..............................................(note 4)..........................................................CDX Q Edge Nail Spacing.........................................(Table 10 or note 4 if less)..............................4 in. Q Field Nail Spacing..........................................(Table 10).....................................................12 in. Q Shear Connection(no.of 16d common nails)(Table 10).................................................3 Per Ft Q Percent Full-Height Sheathing.......................(Table 10).....................................................28% Q AWC Guide to Wood Construction in High Wind Areas: 110 mph Wind Zone Massachusetts Checklist for Compliance (780 CMR 5301.2.1.1)1 d 11 Engineering & Design Co., Inc. Maximum Building Dimension, L Nominal Height of Tallest O enin 2 Sheathing Type..............................................(note 4)..........................................................CDX Q Edge Nail Spacing.........................................(Table 11 or note 4 if less)..............................4 in. Q Field Nail Spacing..........................................(fable 11).....................................................12 in. Q Shear Connection(no.of 16d common nails)(Table 11).................................................3 Per Ft Q Percent Full-Height Sheathing.......................(Table 11)......................................................23% Q Wall Cladding Ratedfor Wind Speed?.............................................................. ............................................................... Q 5.1 ROOFS Roof framing member spans checked?........................(For Rafters use AWC Span Tool,see BBRS Website) Q Roof Overhang ...................................................(Figure 19) ..................... 1' smaller of 2'or U3 Q Truss or Rafter Connections at Loadbearing Walls Proprietary Connectors Uplift................................................(Table 12).............................................U=240 plf Q Lateral.............................................(Table 12)..............................................L=208 plf Q Shear...............................................(Table 12)................................................S=91 plf Q Ridge Strap Connections, if collar ties not used per page 21... (Table 13).................................T=163 plf Q Gable Rake Outlooker..........................................(Figure 20) .................1 ft<_smaller of 2'or U2 Q Truss or Rafter Connections at Non-Loadbearing Walls Proprietary Connectors Uplift................................................(Table 14)..............................................U=492 lb. Q Lateral(no.of 16d common nails)...(Table 14).......................................L=175 lb. Q Roof Sheathing Type...................................................(per 780 CMR Chapters 58 and 59) ............ Q Roof Sheathing Thickness........................................... ............................................7/16 in.z 7/16°WSP Q Roof Sheathing Fastening............................................(Table 2)...........................................................8d Q AWC Guide to Wood Construction in High Wind Areas: 110 mph Wind Zone Massachusetts Checklist for Compliance (780 CMR 5301.2.1.1)1 l� Engineering & Design Co., Inc. Notes: 1. This checklist shall be met in its entirety,excluding the specific exception noted in 2,to comply with the requirements of 780 CMR 5301.2.1.1 Item 1. If the checklist is met in its entirety then the following metal straps and hold downs are not required per the WFCM 110 mph Guide: a. Steel Straps per Figure 5 b. 20 Gage Straps per Figure 11 c. Uplift Straps per Figure 14 d. All Straps per Figure 17 e. Corner Stud Hold Downs per Figure 18a and Figure 18b 2. Exception: Opening heights of up to 8 ft.shall be permitted when 5%is added to the percent full-height sheathing requirements shown in Tables 10 and 11. 3. The bottom sill plate in exterior walls shall be a minimum 2 in. nominal thickness pressure treated#2-grade. 4. a. From Tables 10 and 11 and location of wall sheathing and Building Aspect Ratio,determine Percent Full-Height Sheathing and Nail Spacing requirements b. Wood Structural Panels shall be minimum thickness of 7/16"and be installed as follows: i. Panels shall be installed with strength axis parallel to studs. ii. All horizontal joints shall-occur over and be nailed to framing. iii. On single story construction, panels shall be attached to bottom plates and top member of the double top plate. iv. On two story construction, upper panels shall be attached to the top member of the upper double top plate and to band joist at bottom of panel. Upper attachment of lower panel shall be made to band joist and lower attachment made to lowest plate at first floor framing. v. Horizontal nail spacing at double top plates,band joists,and girders shall be a double row of 8d staggered at 3 inches on center per figures below:Vertical and Horizontal Nailing for Panel Attachment AWC Guide to Wood Construction in High Wind Areas: 110 mph Wind Zone Massachusetts Checklist for Compliance(7so CMR 5301Z.1.1)1 11 Engineering'& Design Co., Inc, .-MMTHI REM ON MAW WA" A�rsro.G - • 11 11 , 1 11 1/ 1 U ' u i 11 11 , /1 11 11 11 11 1 11 1I , 11 11 11 , N 1-I .3L 7 11 IL O 1 S ..CC 11 II 1 ' 11 IF, 1 1 11 11 Q 1 m ' �r 1 Ed , I 'is 71 11 I L 11 or 1 �• II 11 11 1I _ 10 1•I _ 1 U1 F W 1i 1I I i t 1 r ILA I Q 11 i i V 11 11 f II I1 11 7 I �. • 11 1 1 1 . 1•i T II TI - - 11 ll ! 40U81.E `-- WAILSPACM ----- 1 See Detail on Next Page - Vertical and Horizontal Nailing for Panel Attachment `. AWC Guide to Wood Construction in High Wind Areas: 110 mph Wind Zone Massachusetts Checklist for Compliance (780 CNIR 5301.2.1.1)1 AS4 FLesign Engineering & Co., Inc. a i• 1 dZN i r + 1 1 1 .1 r 11 it ei ost 1 Q 0 d pill 1 a FRAMING MEMBERS ' ED6H MERMEDIATE Z ± ; •NN STAGGERED- 3"MNL MAIL PATTERN PANEL PAW LEDGE DOUBLE NAIL EDGE SPAONG DETAL -Detail Vertical and Horizontal Nailing for Panel Attachment • s e e • s o o • 110 MPH EXPOSURE B WIND ZONE Table 2. General Nailing Schedule s Roof Framing Blocking to Rafter(Toe-nailed) 2-8d 2-10d each end m Rim Board to Rafter(End-nailed) 2-16d 3-16d each end Z m Wall Framing Top Plates at Intersections (Face-nailed) 4-16d 5-16d at joints r Stud to Stud (Face-nailed) 2-16d 2-16d 24"o.c. M Header to Header(Face-nailed) 16d 16d 16"o.c.along edges 11 Floor Framing Joist to Sill,Top Plate or Girder(Toe-nailed) (Fig. 14) 4-8d 4-10d per joist y Blocking to Joist(Toe-nailed) 2-8d 2-10d each end C Blocking to Sill or Top Plate (Toe-nailed) 3-16d 4-16d each block Z Ledger Strip to Beam or Girder(Face-nailed) 3-16d 4-16d each joist y Joist on Ledger to Beam (Toe-nailed) 3-8d 3-10d per joist Band Joist to Joist(End-nailed) (Fig. 14) 3-16d 4-16d per joist Band Joist to Sill or Top Plate (Toe-nailed) (Fig. 14) 2-16d 3-16d per foot Roof Sheathing Wood Structural Panels rafters or trusses spaced up to 16"o.c. 8d 10d 6" edge/6"field rafters or trusses spaced over 16"o.c. 8d 10d 4" edge/4"field gable endwall rake or rake truss w/o gable overhang 8d 10d 6" edge/6"field gable endwall rake or rake truss w/structural 8d 10d 6" edge/6"field outlookers gable endwall rake or rake truss w/lookout blocks 8d 10d 4" edge/4"field Ceiling Sheathing Gypsum Wallboard 5d coolers - 7" edge/10"field Wall Sheathing Wood Structural Panels studs spaced up to 24"o.c. 8d 10d 6" edge/12"field 1/2" and 25/32" Fiberboard Panels 8d1 — 3" edge/6"field 1/2" Gypsum Wallboard 5d coolers — 7" edge/10"field Floor Sheathing Wood Structural Panels 1"or less 8d 10d 6" edge/ 12"field greater than 1" 10d 16d 6" edge/6"field 1 Corrosion resistant 11 gage roofing nails and 16 gage staples are permitted,check IBC for additional requirements. Nails.Unless otherwise stated,sizes given for nails are common wire sizes.Box and pneumatic nails of equivalent . diameter and equal or greater length to the specified common nails may be substituted unless otherwise prohibited. AMERICAN FOREST& PAPER ASSOCIATION UPLIFT LOAD PATH I Header Connections: b EVERY CRIPPLE OR FULL HEIGHT STUD ABOVE AN OPENING SHALL BE CONNECTED WITH THE FOLLOWING CONNECTORS RAFTER/TRUSS-TO-TOP PLATE 100-110 MPH WIND-H2.5A CONNECTION PER TABLE.- TOP PLATE-TO-STUD CONNECTION Ili-120 MPH-HB RAFTER/TRUSS-TO-WOOD TOP PER TABLE:DOUBLE TOP PLATE 121-140 MPH WIND-MTS12 PLATE CONNECTIONS TO EVERY OTHER STUD ALIGN UPPER STUD W/KING STUD • OF OPENING BELOW AND BEGIN EVERY OTHER STUD TO TOP PLATE FRAMING ANGLE EACH END OF HEADER CONNECTION PER TABLE DOUBLE EN � TOP PLATE-TO-EVERY OTHER STUD (4)16D END NAILS FOR ' 2ND FLOOR JACK STUD OPENINGS 510'-0' SHALL BE CONNECTED TO FULL HEIGHT STUDS BELOW • PER FOOTNOTES S10&.411 HEADER-TO-JACK STUD TO TABLE JACK STUD TO, CONNECTION PER TABLE: SILL PLATE OR FOUNDATION HEADER-TO-JACK STUD --— — CONNECTION UPLIFT CONNECTION / EVERY STUD ABOVE AN A23 FRAMING ANGLE EACH END OPENING SHALL BE CONNECTED OF WINDOW SILL FOR I TO THE HEADER BELOW W/CS16. COIL STRAP W/(6)10d COMMON OPENINGS FRAMING LESS. I NAILS INTO THE STUD AND(6) (2)A23 FRAMING ANGLES � (TOP AND BOTTOM) 10d COMMON NAILS INTO REQUIRED FOR OPENINGS I I THE HEADER GREATER THAN 6'-0' FLOOR-TO-FLOOR STRAPPING W/CS16 COIL STRAP PER 2NO FLOOR KING STUD SHALL ( ,., TABLE CS16 FLOOR-TO-FLOOR BE CONNECTED TO LOWER CONNECTION EVERY OTHER STUD STORY KING STUD OR FULL I — HEIGHT STUD BELOW W/CS16 A23 FRAMED ANGLE EACH COIL STRAP PER TABLE CS16 END OF HEADER FLOOR-TD•FLOOR CONNECTION EVERY OTHER STUD I (4)16D END NAILS FOR OPENINGS<_10'-0' HEADER-TO-JACK STUD UPLIFT CONNECTORS NOT I CONNECTION PER TABLE: REQUIRED IN THIS REGION WIN OR LESS THAN THAT (EXCEPT SILL ANCHORAGE I OF THE OPENING ABOVE ARE HEADER-TO-JACK STUD PER PAGE 17) PER v FOR iTTED ON THE LOWERUPLIFT CONNECTION CONDITIONS A23 FRAMING ANGLE EACH JACK STUD-TO-FOUNDATION END OF WINDOW SILL FOR CONNECTOR FOR TABLE I I — OPENINGS 6'-0'AND LESS. JACK STUD-TO-PLATE OR FOUNDATION CONNECTION I (2)A23 FRAMING ANGLES (TOP AND BOTTOM)REQUIRED FOR OPENINGS GREATER THAN 6'-0' k JACK STUD-TO-SILL PLATE KING STUD-TO-SILL PLATE I CONNECTOR PER TABLE CONNECTOR PER TABLE I I JACK STUD-TG-PLATE OR EVERY OTHER STUD-TO- I FOUNDATION UPLIFT SILL PLATE ; I ( CONNECTION KING STUD-TO-SILL.PLATE \— _ L \ CONNECTOR PER TABLE _f EVERY OTHER STUD-TO- 21/2'MIN-4'MAX SILL PLATE 21/2'MIN-4'MAX (2)1/2X6 TITEN HD®SILL PLATE ANCHORS AND BP'S REQ'D AT EACH JACK&KING STACKED AND OFFSET sruoas SHOWN . OPENINGS. 20 1 HIGH WIND FRAMING CONNECTION GUIDE' T-HWFCGO6©2006SIMPSON STRONG-TIE CO..INC. i 11'0, MPH, EXP0SUR'E: B WIND Z:D.NE:' Full:Height Studs.Hill height:studs shall'meet:„ the same requirements as exterior wall studs Double Top Plate selectedAn Table:5'(See page 12)..The: minimum number of full height studs at:. J Plate Uplift.Strap: each end of the header shall.not be less Refer to Table 7"or,s. than half the number of studs replaced (pays is or is) by the opening,in accordance with.Table 9.Full height studs shall be permitted to Double Header - replace an equivalent.number of hack . studs, when adequate gravity connections Full Jack Stud Height. Header-Uplift Strap are provided. Stud Window Sill Plate Refer to Table 9 3. Window Sill Plates:Maximum spans for window sill plates used.in,.exterior-walls shall not exceed the spans given in Table 9.' Strap.to Foundation 7 Connections.around.WallOpenings.. Header and/or Girder to Stud Connections.Headers and/or girder to i stud connections shall be in accordance with the requirements given in Table 9. Bottom Plate Window sill plate to stud connections shall be in accordance with the requirements given in Table 9. Top and Bottom,Plate to Full Height, Figure 17. Studs and Headers Around Wall Openings Studs. Each full height stud shall be connected in accordance with the requirements given in Table 9: ' Table 9. Wall Openings--Headers-,in Loadbearing Walls. 7:if 111 1711(7;1 - Header Span (ft.) i➢ Number of y Full-Height Studs Uplift(lb.) _ ; Lateral (lb.) 2 2:.--2x4 1. 277' 132. 3' Z--2x4 2 . 416 198, 4: 2_.2x4 2 554, 264. 5 2:-2x4 3 693 330 6: Z 2x6 3 I 831' 396 7 2--2x8. 3. I 970 462: 8 2_-•2x12 3 I 1,108 528, 9 3-2xl'0 3 1',247 , 594,- 10 3.-2xl 2'. 4 i 1,385- 660 11 4-2x10 4 1,524 726 ANIERICAN SNOOD COUNCIL Header Anchorage Available with additional corrosion protection.Check with lactory. HEADER • OF/SP SPF Model No. Min' Header Fasteners(Total) Uplift(133) Uplift(160) Fasteners Uplift(133) . ,Uplift(160) I (Total) LSTA12 7.25 1 10-10d 805 970, 10-10d 695 830 CS16 7.25" I 12-10d 985' 1180 12-10d 850 1020 LSTA18 9.25" 14-10d 1130 1235 14-1Od 970 1165 LSTA21 11.25" j 16-10d 1235 1235 16-1 Od 1110 1235 1.Straps must use one half the 9.25" I 16-10d 1310 1575 16-10d 1135 36 10 total fasteners into each member CS16 1 being connected to achieve the 11.25" I 18-10d 1475 1705 20-1 Od I 1420 1700 listed loads. 2.Multiple straps may be used for STUDS-TQ PLATE/FOUNDATION inc reased load values. 3.For a"continuous load path, Fasteners 0F/SP SPF truss/rafter to top plateistud/ Model No. header connections must be Stud Plate/Foundation Uplift(133) Uplift(160) Uplift(133) Uplift(160) on the same side of wall as DSP 8-10dX1 Yz 2-10dX1'h 660 660 1 545 545 header to stud connections. SP4 6-10dh ancX1' — 735 885 630 760 4.. designer must specify anchor bolt type.length.and SPH4 10-10dX1'/2 1240 1240 1065 1065 embedment for PHO's and HTT's.Consult T-ANCHORSPEC03 12 10dX1'/z — 1360 1360 1170 1170 for anchoring options. STH08 j 24-16d sinker Embedded 3195 3195 3195 3195 i 5.For STHD,allowable loads are PHD2-SDS3 10 SDSIAX3 Spa"ATR 3610 3610 3375 3375 i based distance a minimum end e equal to the length of STHD10 28-16d sinker I Embedded 3725 3725 3725 3725 embedment. For shorter end HTT16 18-16d Sis"ATR 3480 4175 3080 '3695 distances,refer to the current Simpson Catalog for Wood PHD5-SDS3 I 14-SDSY4X3 58"ATR 4685 4685 4380 4380 j Construction Connectors. HTT22 I 32-16d sinker s%°ATR 5250 5260 4670 5250 6.ATR=All Thread Rod or Anchor Bolt. z y i z i LSTA21 LSTA21 o � z 0 z IV lo IF • G 2 g H N O U. ? HTT22 Single Strap Application =. (Multiples may he used) o STHD8. •o° 18. ' 7 P' All Anchor _ r r , MIRK OREM- _HN11Q Heavy Duty Holdowns i The heavy-duty HHDQ holdowns combine low deflection and -4 i high loads with ease of installation by using Simpson's patented SDS screws. HHDQ11 ° For holdowns,per ASTM i FINISH:Gray paint � �° a4° j test standards,anchor bolt { •. 4" nut should be finger-tight E INSTALLATION:•Use all specified fasteners.See General Notes : plus 1/3 to 1/2turn with a i •1 Yi centerline dimension for reduced eccentricity. Pilot Holes t"r' hand wrench,with (Bolts not A • •Use in vertical or horizontal applications. required) ° r consideration given to { •Install Simpson SDS'/ax2'/z°wood screws,which are H possible future wood shrinkage.Care should be i supplied.(Lag screws will not achieve the same load.) Y, taken to not over-torque •The load transfer plate is an integral part of the HHDQ _''` the nut.Impact wrenches j no additional washer is required. Load , should not be used. •Refer to technical bulletin T ANCHORSPEC for post Transfer •Y ----- —___ _ a P Plate installed anchorage solutions(seepage 199 for details) o. CODES:See page 12 for Code Listing Key Chart. Vertical HHDQ11 0 Installation �W_ Anchor - No.of Allowable1einsion Loadsi Allowable Tension Loads-, Holdown Deflection Model No: Ga- W H B �_ Dia. `SDS Y4'"x214 DF/SP SPF/HF at Highest Allowable ' Code Wood-Screws (133/160) °(133/160) . Tension Design Load ' Ref.,. HHDQ11 SDS2.5 7 3 15Ya 31/2 1Yz 1 24 11445 9615 0.076 HHDQ14 SDS2.5. 7' 3 183/a 31h 1Yz 1 30 14700 0:081 146 1.Allowable loads have been increased for earthquake or wind load durations 4.SDS screws install best with a low speed Yz°drill with a Na"hex head driver. with no further increase allowed;reduce where other load durations govern. 5.The Designer must specify anchor bolt type,length and embedment. 2.Loads are based on static tests on wood posts,limited by the lowest of 6.When using structural composite lumber columns,screws must be applied to 0.125"deflection,test ultimate divided by 3,or the SDS wood screw value. the wide face of the column. 3.HHDQ's can be raised off the sill with no reduction in load or increase in deflection. 7.Post design shall be by Designer. Refer to note q,page 14 for installation instructions of raised holdowns. B.SDS Y4 x2Yz°screws are.required for HHDQ's. HOCConcentric Holdown This product is•preferable to similar connectors because of W a)easier installation,b)higher loads,c)lower installed cost, f u+ a or a combination of these features. I ' Pressure-treated • �0.,•,.•': barrier may be The unique design of the HDC holdowns eliminate eccentricity. f required. Uses They install with SDS screws(included)to reduce slip and provide a greater net I •D SDS'Wx2Yz" section area of the post compared to bolts. i me Screws MATERIAL:10 gauge strap. FINISH:Galvanized strap,aluminum base.. ° r+ RFB '' INSTALLATION:•Use all specified fasteners.See General Notes. m THD&BP •Install on concrete. 1 Aluminum •Sized for 2-2x,4x and 2-2x6 members.Center 2-2x6 posts on holdown. l ease -, •Concentric to eliminate bending on the stud. ( •Install Simpson's SDS 1/4'"x2l/z"wood screws,. are provided with.. ®f. 21/2 m the holdown.(Lag screws Will not achieve the same load.) `` w I �@ Install on •Slot in the seat allows for 3/a°of adjustment perpendicular to plate. �rW,.� a (Standard N series cut washer required, 144"diameter-0.134"thick.) Concrete Z •Witness slot in the base to inspect the nut. HDC10 •Maximum anchor bolt height above concrete is 21/z Typical HOC Installation Patent t with 2-2x4 studs •To tie double 2x members together,the Designer must determine the 6,513,290Paten fasteners required to bind members to act as one unit without splitting ' ( (Similar with 2-2x6 studs) w the wood.See page 20 for SDS values. Aluminum standoff cannot be in contact with pressure treated wood. For holdowns,per ASTM test s,anchor bolt nut should be standard— CD •Refer to technical bulletin T-ANCHORSPEC for post-installed j finger tight plus 1/3 to 1/z turn with a.hand wrench,with consideration j anchorage solutions(see page 199 for details). ! given to possible future wood shrinkage.Care should be N CODES:See page 12 for Code Listing Key Chart: taken to not over-torque the nut.Impact wrenches should not be used: i Model Posy Number Allowable= Allowable Anchor Concrete Holdown Deflection o No. Size, W H' B" �' Bolt of SDS- Tension Loads• Tension Loads Bearing' '.at Highest Allowable Code_ S Y4"x21W' OF/SP(133) SPF/HF(133) @ 2500 psi Design Load. Ref. HDC5/22-SDS2.5 2-2x4 3Ya 93/a 3 19/,e 5/e 12 4870 4215 7460 O.Q32 - o HDC5/4-SDS2.5 44 39/s 91/e 3 113/,e 5/s 12 4 770 . - 4215 9060 0.046 45,106, HDC10/22-SDS2.5 2-2x4 3Ye 143/e 3 19/�s 7/a 24 9665 s' 8425 7460 � 0.050 126 , HDC10/4-SDS2.5 4x4• 39/,e 141/s 3 113/,e '/a 2A .9665 8425 9060 0.058 1.The Designer must specify anchor bolt type,length and embedment. 5.The HDC's will be limited by wood compression capacity if installed on a sill plate. See the SSTB Anchor Bolts(page 33-34). HDC5/22 and HDC10/22 will achieve an allowable load of 4005 lb.on a DFL plate. 2.Loads are based on static tests on wood studs,limited by the lowest of HDC5/4 and HDC10/4 will achieve an allowable load of 4940 lb.on a DFL plate, 0.125'deflection,tested lowest ultimate divided by 3,or the wood screw value, which does not take deflection into account.Full tension values apply when installed 3.Deflection at Highest Allowable Design Load: on a sill,deflections may be higher. The deflection of a holdown measured between the anchor bolt and the strap 6.Higher values may be obtained when HOC is not placed at an edge or with portion of the holdown when loaded to the highest allowable load listed in the f'c concrete strength>2500 psi. catalog table.This movement is strictly due to the holdown deformation under 7.When using structural composite lumber columns,screws must be applied to, a static load test conducted on a wood jig, the wide face of the column. 4.SDS screws install best with a low speed Yz"drill with a 3/s°hex head driver. 8.Post design shall be by Designer. 37 �; BPS 8:es'�s ' ,; - : � ,'_' MINIMUM � � " �, • WISn�SA il'}B lF =r t t Adjustable I Standoff Post Bases � � a�.� .,rFW n=.cgw -,',wz+,"+^,�+' r <ry,,.r,...�,,,,.�»�., »^ _ x:._ `.`i"'c?,'C e•�i�w�„t r. Add b►o a standoff bas s`a`ceson a a192 "�k: 7` f f` 'ss "` r Zibr t... WASHER ;The AB is awadlustable post base which offers moisture SUPPLED , r } , ate protectonand f�inished hardware appearance ;_ _ 6 MASHER iim z ,} ; 'jx PostfBases p oyide tested capacity.They feature.l"standoff;' 'height'aboveconcrete,floors;_code-required whenxupporting s � •}ram: ', « ¢a permanent structuresthat.areexposedtothe weather owarater splash;or m basements'.They.reducethe,potential for;decay at =` H ' ° N '� post-anmcolumn ends { C111 • Y MATERIAL XB-12 ga:plates 16 ga base cover; t all others—see table; ;. K . aFINISH,Galvamzed.'Some products available in ZMAX® +s tia zABE44. Al v .•F Y� 5. See COITOsIOn Information,:page 1011." aINSTAL`LATIDN o-7'Useall s ecified fasteners.'See"General Notes �ABU44 �� , ABE4646R,66:ands6R' ti r x� 4 p j - (otherslzes srtltlar) "su lied whh washer `+`'Y } F �� •Post Bases do not rovide ade Bate resistance to' revent `" PD ,. k. P q .P flA.,inernbers;fro.m:rotatin,g about the'base;and3herefore are Z a" � ;:•not•recommen'ded-fornon top-supported mstallations� ,.Y y �1 '� 2 LoadTransfer w 5 wasHER 0 :c} # £ dY u5 REDUIRED Plates Su Pied NOT- (such as fences or unbraced_carports).;.;r y pp ,ABA44 h z 4AB suppTied.as shown;.position the post,secure the eas " ArSUPPLIED P P y r •access:nut,°then bend.up theomt. (others izes r : . . similar) >t. -t,x.z. '1"•'r. AB ABA,ABE and ABU—for.pre poucinstalled:anchors. hp I U.S.Patent For-epoxy or wedge.anchors,select and install;according 5,333,435 ,to*anchor manufacturer's recommendations;anchor diameter.shown in table.Install required washer,which ' ' -`. �.: < is-not:included'for ABAs. -.'Refer to1echnic'afbulletin T-ANCHORSPEC for post installed.anchorage solutions(see page 199 for details). 3a� ,CODES','See:page:l2 for Code.Listing Key Chart . e ABU88 , 4.'4 �°�,:...' f" . ,. � r n.: - sit yr Ya,9�� •� } S; 'M1, -_These,products are available with additional corrosion protection. Adddional.products on this.page may also be available with this , Anchor Bolt option check with Simpson.for details. :per`Designer •, ° su} �! ' ' f k+` p or.consuif w.: a: i 3 " S 1 Dimensions`F' "P ' Allowable _z `? �.T-ANCHORSPEC ' x i ++�+) , Modell Anchor Fasteners`Download Code"r catalog ,' ` ' r' '' ' Dias,•rr` :f r 100)'1� Ret, 1°Min Wit* 'AB44 39/,s 39/,s 2'/a '/z 8-10d 4065 r, r Nail End A644R 4 4'/m 29/s '/2 8-10d 4065 ` Distance 'AB46 39I8 53rb 3i ?/z 8 10d' 4165,,,.s 2,40, s t� , , for Upli YAB46R< �4'- gfi r 2'SY,s ?f� • 481OdM5335 82,121 ?a 4. ' Resistance AB66 :5'h .59/,s 3 'F� 810d Typical ABE46R Installation-6 6 213/, rf ,. Vtl�z 5• for Rough'Lumber 11oads may not be increased for short-term loadin . " Typieal AB;lnstallation;:`� ° n :(ABE-Similar) y gsf x ,:. .. µ >:^#✓r .d ',y 9 y' :cew;r. N •Y'� '� c t Zt xf r Materialz ff Dimensions �f FastenerSx�'; rrAlltiwable;Loads DF/SP'z1;� r w w yy`✓c�rt t r x xt .;.tuba r FNommal a;ii = r a z , .x Model }�� z r, � . Posi* U Ifft 133. 11`lift 160 „{ x u� Z POSf .Base 'Strap "i ,, " = s r'-AOCh x {�}`MBCIIInB ' ,% $ a yDOpltl"I _ tL ,H HB Dla N Bdltsiv�ti ^ Ret Z :x : FNa is BoltsNails Bolts' (R100j _ 'ABA44 =4X4 16 .'16 39/,e :31/s 3'/,s — '/z 610d .-555 555' 6000 i 5,41;121 ABE44 4X4 16 16 39/s 3'/z 23/a — 'fi fi 10d• _ — 520 — 520> ': 6665' 6,86,121 W $ ABU44 04 16 12 39/s 3 5'h 13/a % 1216d 2 1h 2200 r 1800 2200 2160 6665 8,36;91,121 ' ABA44R sRGH 4X4'; �76 16 41,s, 3 rk a'2 3/is 'i t�610d °- 555 #A 5555, tis 8000 5;41,121 0 z ,:48E44R ':RGH4X4: :°:16'a 16 5 4r <3'/z w 29/,s r"— 'fz g� 4610d 1 "g40� '—" 4U0, „' 6665 6;86 -CC " ABE46 4X6 12 16 39/s 5a/,s 4'/,s — s/e` ''8=16d — 810 —' "810 7335: 9;121 o -ABA46 4X6 14 14 39/is '53/is .3'/s - s/s' 8=.i6d —x ';700. -' - "700' -i 9435" 5,41;:121 a =ABU46 ;•.4X6 12 12 .39/16 .5 7 2% s/a 1216d :2" .`M2 2255 2300 "2300 2300 10335` 8,36,91,121 11 y RGH4X6-�= 12,E '16, 4t%,e ',5'/,s':. 39/,sg w`- "x816d 4�� 81D # "� y`x & { N '•^ o �8107335 .9 0 h'I1BA46R a ;;RGH 4X6 %K 74 a14 .4'/s 53/i6'.23fi a _= } 816ds 700^ -'s 700', 1200,0 -ABA66 6X6 14 ' '14 .5'/z 5'/a :1 3% — 9s 816d_ —r 720. . 720 .10665 :5,41,121 'ABE66 1:6X6___ 112} ;,:14. 5'h :5a/s ;3'/e, — s/s' '8-16d= = 900 - .`900• - `12000' :9;121 y ABU66 C 6X6 12 10 5'/z 5 6'/is 13/a sib 12=16d 2 '/z 2300 2300 2300 -.2300., .12000 i :8,36;91;127 -= " ABA86R s�"RGH6X61" 14 =14 , 6 ;k 53/,sa 2a/s a t816tl �s=a sl=' �720!V,' '-` TV VIM. 26651 5,41;121 3' RGH,6X6,y. f2.. `14` °:6 he+ 5/,v 2'/s 'w`= rb $168 "x< hABE66R f ±. :; 900� ' ,.' 900�TI1200Q 9 . ABU 7 7 — 2 % 1816d =—11 2320 2320 24335 'A 36,127 s` $ ABU88R? RGH 8X8`;z 14*'� 12 8- 7; ` a7 '>:==s ,.2 6/s �81.(id: " " '� 2320 i r 232024335 8,36 - . „„• '; -k+�y1'z; -f` <- °` .-•w ^r.-,. .e �:Y,�w. » .r .".,,rS .. ...r. .,. $, furthds flay.'been increased for earthquake or-wind load durations with z5.:Eorhigherdownloads;solid ly:pack grout under�l standoff;Olate before in tUlling,intoxoncrete. .b er increase allowed;reduce where other load durations govern. "E•;Base download,on.column:or.concrete,according:tothe_code ? r _ownloads:maymilt,be increased for,short-term loading"'- ,6:HB dimension.is•the:distance from the bottom.of.the; ost,u to the'first bolt hole. pecdierto:desigq concrete foishearlcapacity. ! 7.ABUproducts'may beinstalled.with either bolts 0R nails;(notbath)aq achieve table loads:',, a fi s,' #,, ABU88 arid'AB1188Rfnaybe mstalled.with,8 SDS'/ax3,,wood screws B.-NAILS.16d=:.0.162'dia::x 1h'_long 10d="0.148 divk,3'long:v� �;"" , �"s'+ � . ;:, yfoethe sametable ioadF 3 -,a h s°.,. y,See.page,1617 torother'nail sizes and information"F'l"`i' y t}' y,� tsr 'u '. •'u,' 3 ndi Zt r -•..• �. _ E'>. k� t t - -r t..r.. -rst✓r5 '? <,F,..t,�. :i. �`;..tY!f. r': :��`r"Y��,+,t+ry , ,.r '.•-t' '4'4,P"f :F" v�§ ate' �?, xr°' q� 71 •�J:,'t 'Sa .;'` 'i •&rvfi•.fi.h'4`E �:4a♦ .t, .,s, {`,+''� -a '� �..i �''y:*,i'� ,.", , ---BC/BCS Post caps The:BCS°allows.for:the corinectlon:of 2-2x's.to a 4x,pokdr,-.3'2x's:to a 6x t«l } pok.Double shear,nailing,between'beam and postgives added',strengths The=ai tall � w� BC'series:offers dual,purpose.post cap/base for light cap or base connections u ,Yy Mrt m r "„ * { MATERIAL 18 gauge '* y +< z -: •c «��4= ` ' w °� ,, 5 y�ti FINISH:Galvamzed_.Some products available m ZMAX® �' �m Bogs see:Corrosion Information page 10 114 .r � o s NOT r x sa- `F.:*'+ .x€. '4wna1" ' '".t'','.t`..e j t df# `'.. Y`a` { �" .REQUIRED o < INSTALLATION :a. . , . —.r- . + . � t 3 �1 sa Pilotholesfor e + i •Use all specified fasteners.See!General Notes manufacturing -T •If:9/s pilot-holes,ar`e bolted;no'additional load isachieved. `i m _� 1 " purposes 2 (Do not install bolts) p •BCS`.install"domernails;on:beam;.drivel nails at;an'angle through (Typ,) t the.beam into the post below to.achieve the table loads --,BC:install with 16d commons or.16dx21/2 joist'hanger nails., t ' •Post bases,do not: rovide adequate resistance:to'prevent-members from rotating about the base and therefore are not'recommended for U S Patent # ® Typical BCS r ' P � Installation 2 m non'top-supported installations(such as fences or unbraced carports)r t r5�sD3 5a0 � �r , fia CODES:,See pagel2for Code Listing.Key Chart _--� f w. �- Posr t �j '; `ir.'€a""4 . - _•� ,w, m .vl* T" "y"'`�.�.>•#i:"e�`ional protionax } ".� C k -''{� � '-ti 1 BASE FLANGE o this These-products e maare also bie avvailable w�h th s'o tioncheckcorrosion twth Simtlsotn for �Y%s�rtf> FP - -Borrorrt _ f t P 9 Y P P r;r'z f BC60 Half Base � � ' x:r 3 ; "F °Allowable+loads .(other similar) _ Lr.« ,� 11 F Dimensions Me :(Each Side) d" r 133'&1601A$r r f' i Modeler w r r ( I»=; Code$ r f PIIot holBs 1b = Beam Post.'- Base . : r� k manufacmrn gg }Wt' W? 'rfi�t., ���: i HtrHZ? :Flan e~ Fian e; 'Battomf ;Upllfl- Lateral, + purposes:..`g j f rs 9 9 t ° °� (Do not install ;4 - s CAPS' r t Hf ° bolts)(Typ i s � ;. BC4z 39/is 39/,s �17/e '27/e- ' 3 r3 3'=16d, „3 i6d: r 980 41000 F o� BC46 £3'/is"5'/z .�47/e 274 73'h! '2'7z 6ci6t1 3y16d" e* 1 980'„ �1000 � �2�° ��` � ��s BC4R L4 4 = 4 4.`, t3z,:Y.';3,,• 6s16& ;6 16d. �74114980 .4 fr 41000 : ` 4 37,, � � � � °a � l 11- BC6 51/2 51/2 4% 43A 3% 3% '616d 6-166 — 1050.. 2000 87,121 h2 `° �°�r� � BC4 Cap/ BC6R 6 6 6, 3 3 6-16d 6-16d 10501, 2000. Use- 6 x BC8 71� T/z Th 7'/z 4 4• 6i6d. 6-16d — 1800' ',2000 �Es w2 Q {f' 9 " 7 l 7"-� 15 75 Yr r BCS2 2!4 3Ys 3/,e' 2/a 2/a 2 /,e.2 /s 4 10tl 310d' 780„ 1025: BCS2 3/6 '4 59he 43/e :2' .35/s-2?she.:6`16d 3..16d ,. #4 a x `33 122: 800.„ 1495 PILOT "- ' r u BASES 5 HOLES ' BC4UL 39/,erj31/a e2la 3 3'16d 4116d * } 535 (TYP) ` h BC4DR 4'-X w416d416d.A B.C460c5? �wk '3 :� 3 a ' t416tl 4t6d> ;,s�535 170 a BC8 Cap/;t�?-4 BC60' 51W 51/2 — 3: -- — 6-16d; 4-16d 535,. N Base BC60R -6 — 6 — 3 6 i6d 4 16d. 535 rN t ,�•s ,g ' - 1:Allowable loadshave been increased 33%and 60%for, 2 NAILS:.16d'=.0.162'dia x 3✓2!long ` earthquake or wind loading with no further Increase `°106=-0.148'dia.x 31,long. allowed reduce where other loads govern Be" S pagea6 174orother nail sizes and infbrmatlon w ,'y tiI ,u:'",, t Ot t E - .�„;• ,g_ . l't, � 5...- �+. "t' ". - m 0 0LCC LallyColumn 7 FW a. = Lally column caps provide adequate bearing.length forlarger girder re tions•,A 4'K-c, 5 z- MATERIAL 12.gauge:..FINISH:Simpson gray paint = „=1 - r t.—1 ;, r �-W tf r/2°r ' Z INSTALLATIOW-Use all specified fasteners..See'General Notes .�`I f 4 "> . DFt.the lolly columli cap over the tally column and attach to the girder CODES°See page 12 for Code Listing'Key Chart', „ - ,��. �� , _ q w -x,t�l "q"�`x-Ue•k. '•"�� .,r�'k�w.,,.�"w rW "-a"- 4� �-Tr ` ` Latl ":I •�� Allowable Loads"� x oModel ColumnDownloadiCbde y W � =Girder Nailss r »� Outside "Ref . # - s. r ;Dfa cDF/SP%SP,F LVLJPSLt (133) ;(160) .,. �, e� " ' v r LCC4:5=3 5 45/a Triple 2z10/12.w 816d 4 3'/z ' Y' 15820 r Y `=',1345 1 1615 '` ri '`LCC5 25 3 5 � �'+" N, LCC4 5 45 4% 'Triple 2x10/12= t8-16d 4 20670 ' '= 1345 t 1615 r e£ � YF i * ` r 1 t # 7 .. LCC6 .11uadr2x10/12 816d;• 3kb,: 15820 :fit 13.45 1fy15 rx• . o. �.LCC6x43 6�1e ;Quad12x10/12?„' 816d 4s `t2067gt$ *tt ?1;345 S o LCC354.5 --3% 3.5`LVUPSL!, 8-16d 31/2,'• =:4z •-15820 1345 1615:-. .17,0 Ft " cu� LCC3.5=4 �3e/e 3.5:LVUPSL 816d 4 20670 1345 1615 t LCC5 25 3 5 5.3 5 25LVUPSL'f 816di� '`45920t' 1345 1615 M I LCC5:25 4>>< �S3Ya��z 525iLVUPSL; 816d.= }4' 1± :20670 � �,1345 1615i ;w LCC7=3:5 ax ' T/e W LVUPSL t ;-8c16d: rl3'/2 =-' s: 15820 ^ 1345i' .1615 ( - LCC7 4`., 71/e 7 LVUPSL 8-16d. A, — 20670 • 1345 '1 1615 ..:,. v _..M z t: r I $*tit,# t 1ti 1:Loadsimay not be,increased forshort-term loading:'�-."" {'means"other,than the laity columnf`The:splice condition 1 areetermdusi loais6750 lbspebeam side;andtfh,et,Ia:lly rc ap;mus',bt C s NQter St2:Allowable ads g bearing-oaftus "625 PsI._.in F; �x e ual to425 # venlyloaded sifor$FF o t` > `+ for DF'andi70(ffor:LVUPSL;.or.the-S tally;column capacfty0 5 To achieve,laterakloads,.WC•pipe::mustlie.welded to.the '1` :. 3.Loads are fora:contlnuoUs beam. e A colUmn.with an'/e'fillet weld'around the entire pipe: ,•- Typical-LCC5 25 3:5.1nstallatlon 4:Spliced'conditions:must be.detailed by:the;Designer to- �- 6'.NAILS.16d=0.162,dia:x 39h long a I `l onnecting;a 3'ply;LVL and C transfmtension-Ibads between:spliced members by See page 16-17 for other nail saes and Informatlorr a:3'/z"diametef steel Column:' 51 i S�fraps7les � ' ? ', `v r.- r t, ' ,z ' a nk HRS/ST/PS/HST/LSTA/LSTI/MST/MSTA/MSTC/MSTI Strap Ties Straps are designed to transfer tension loads in a wide variety of applications. FINISH:PS—HDG;HST3 and HST6—gray paint;all others—galvanized. HRS—A 12 gauge strap with a nailing pattern designed for installation Some products are available in stainless steel or ZMAX®; on the edge of 2x members. see Corrosion Information,page 10-11. LSTA and MSTA—Designed for use on the edge of 2x members,with a i INSTALLATION:Use all specified fasteners.See General Notes. nailing pattern that reduces the potential.for splitting. OPTIONS:Special sizes can be made to order.Contact factory. LSTI—Light straps that are suitable where pneufhatic-nailing is necessary i. CODES:See page 12 for Code Listing Key Chart.- through diaphragm decking and wood chord open web trusses. MST—Splitting may be a problem with installations on lumber smaller than MSTC and RPS meet code requirements for reinforcing 3'fz either fill every nail hole with 10dx1�f�"nails or fill every other hole with 16d cut members(16 gauge)at top plate and RPS at sill plate. . common nails.Reduce the allowable load based upon the size and quantity of International Residential Co®e® 2000/2006 R602.6:1 fasteners used. 1) International Building Code 2000/2006 2308.9.8 i (For RPS,refer to page 179.) she°.I 1'h ►� 5�gn�1 �_W o' fit, R in t �" f�y g'xN. ' € L ::: co '• F rxy; Inm- o25z ^ i7 N gg F . N ST2115 Y; ST9, ST12, ST18, ST22 Cn " ST LSTA and.MSTA .» (Pilot holes not shown) •aa. y.V - O�" �,� b l'�+t ^,+Q OQ 0 � 0 4 N�{Aq#' 01, F '41 W 3 0 g r O s Mrs sw o- �r� .fir , ° �4 Zvi ¢ a ,n MSTC2l3 z z y °• o, i*'s«� 4 `�Oda�i y +�5'ta*�F ,E v�• Y �O �.�. �' LL o o HST .o — - - Z. z MSTI hi MST LSTI Yd 21/2' HST2 and HST5 HST2 HST5 11h 3° HST3 and HST6 HST3 HST6- w f0 ,O HRS o 0 N N f A. • Typical MSTI Installation (MIT hanger shown) Typical LSTI Typical LSTI similar Installation HRS Installation MORE ZZ t. Pik CODES:Seepage 12 for Code Listing Key Chart. , : 1 - These products are available with additional corrosion protection.Additional products' I ,t on this page may also be available with this option,check with Simpson for details. ' Allowable Allowable ' Fasteners;, - BEAM and Model' Ga Dimensions (Total) Tenslo' Tension Code m. STRAP No_ ?Loads(DF/SP) Loads(SPF/HF) Ref W L.._ -,'Nails,-. (133) (160), Enid LSTA9 11/4 9 8-10d 645 775 555 665 DISTANCE LSTA12 lYa 12 10 lOd 805 970 695 830 LSTA15 1% 15 12-1Od 970 1160 830 1000 LSTA18 11/4 18 14-10d 1130 1235 970 1165 7,62,90,128 o LSTA21 20 11% 21 16-10d 1235 1235 1110 1235 LSTA24 11/4 24 18-10d 1235 1235 1235 1235 ' ST292 21/6 95/1s 12-16d 1120 1265 970 1160 ST2122 21V6 1213/6 16 16d 1505 1535 1290 1535 3,39,88,104,128 Typical LSTA Installation ST2115 3/4 16% 8-16d 665 665 665 665 (hanger not shown) ST2215 21/is 16% 20-16d 1880 1880 1625 1880 Bend strap one time only LSTA30 1% 30 2210d< 1640'' 1640 1555' ..1640 LSTA36 11/4 X 24-10d 1640 ,1640 1640< ' 1640 7,62,90,128 LSTl49 33/4 49 32-10dxllh- 12580, �310% 2220 2660 LST173 31/473, 48-10dx11/3 ).3870` 4215< 3330 3995. 9'128 MSTA9 18 11/4. 9` " 8=10d !'6W ,780" 565 680 MSTA12 11/4 12. 10 10d 815: `'975*, 705, 850 MSTA15 11/4• 15 12-10d 14975:: *1170f 850 1020 I Model' Material Dim. Bolts. Code. Thickness '- MSTA18 11/4 18 14-1Od f 1140'' 1365 9990 1185 N°' Gauge W L.: Dty Dla Ref: MSTA21 11% 21 16-10d n°1300s�1560', 1130 1355 �'62,90,128 PS2186 2 18 4 3/a MSTA24 11/a 24• A10d 411465 16407' 1270 1525 PS4186 7ga 4 18 4 3/4 180 MSTA30 11/4 30 22-10d 1835 2050 1585 1900 j PS7206 63/a 20 '8 /z MSTA36 11/, 36 26-1Od 2050 2050 1870 2050 ST6215 21/16 166/,6 20-16d 1895 2095 1640 1 1970 ST6224 21/16 236/6 28-16d 2540 2540 2315 1 2540 3,39,88,104,128 L � ST9 11/4 9 8-16d 755 910 655 785 fly. ST12 16 11/4 11% � 10-16d 945 1135 820 985 � �''���� ��� � w ST18 11/4 173/4 14-16d 1325 '1420 1150 1380 3,39,88,128 ST22 11/4. 21% 18-16d 1420 1420 1420 1420 PS218 and PS419 2, 1i 0 o MSTC28 3 281/4 36-16d sinkers 3000 3600 2590- 3110 i PS Psrzo si 1'hI 0 o MSTC40 3 40% 52-16d sinkers 4335 4585 3745 4495 j z z MSTC52 3 521/4 62-16d sinkers 4585 4585 4465 4585 9,23,128 a a MSTC66 : 653/a, 76-t6d.sinkers '�5660sr 5660t°° 5660:' 5660 MSTC78 14P33 773/a- 76=16dsinkers '�5660 �.5660= 5660 5660ST6236. '33? 6 :40=16d.:;> 3845 , 384$;. 3465 :'38A5:,: 3,39,88,104,128 0 o HRS6 1% 6. 6-10d 525 630 455. 545 ®, W w HRS8 1% 8 10-10d 875 1050 760 910 128 ca Z HRS12 1% 12. 14-10d 1225 1465 . 1065 1275 � x s cc MST126 21/,6 26 2610dx11/2 2355 2830 2045 2455 Z Z MST136 12 21/,6 36 36-10dx11h 3265 3915 2830 3400 MST148 21/,6 48 48-10dx11fz 4350 5080 3775 4530 3,39,88,128 ro o MST160 211. 60 60-10dx11/z 5080 5080 4720 5080 ' MST172 21/s 72. 64-10dx11/z 5080 5080 5080 5080 3,39,121,128 o Typical PS720 Installation a 1.Loads include a 33%or 60%load duration increase on the fasteners for earthquake or wind loading, but DO NOT include a 33%stress increase on the steel capacity.Refer to page 15 for further explanation, 2 10dx11/2'nails may be substituted where 16d sinkers or 10d are specified at 100%of the table loads. 3.10d commons may be substituted where 16d sinkers are specified at 100%.of table loads. 4.16d sinkers(0.148'dia.x 31/4"long)or 10d commons may be substituted where 16d commons are specified at 0.85 of the table loads. 5.Use half of the nails in each member being connected to achieve the listed loads. + 6.PS strap design loads must be determined by the Designer for each installation.Bolts are installed both perpendicular and parallel-to-grain.Hole diameter in the part may be oversized to accommodate the HDG. Designer must determine if the oversize creates an unacceptable installation. i 7.For overlap splice details,refer to technical bulletin T-CMST(see page 199 for details). 8.Straps with 10d(0.148 dia.x 3)nails specified may be substituted with 10dx11h(0.148 dia..x 11h)with no reduction in load. 9.Tension loads apply for uplift when installed vertically. 10.NAILS:16d=0.162"dia.x 31/z"long,16d Sinker=0.148"dia:x 31/4'long,10d=0.148'dia.x 3°long. 10dx11/z=0.148'dia.x 11/i long.See page 16-17 for other nail sizes and information. j r ':q,._ .-c;. � x e:Y:;;k ♦ ,� f�,N,.�,. "'':sn.�^gyp,^ ii. ,;:"� a '}' �`;., ,�,sr#� "{ °�f`�;�.{', `s: � - w,..7'1' -",`: ,.w,. ' ,,Stra vR!T6�S�Ar..C.- "'j:•.,.st..#.''�`a,•5 e"y, -!`S.d_,E;cfi.> s tyt ?`S.Q ie +`„fw,. Nr, ,,'a,' ry rtn" "p' 2""-6a�r 5k�.."'sRr�'r<v ' "A'W' .'-'q;=' ' ® t ash I r 1 .H Seismic&Hurricane Ties These products are available with additional corrosion protection.Additional products . on this page may also be available with this option,check with Simpson for details. z. c DF/SP'' r* SPF/HF Uplift Load .Fasteners -,� Uplift load Allowable.Leads with lowable toads x MNodel z r o Upli "` with 8dx11h Code AI Ga .To s z Lateral ;Lateral'Rafters/ _ T To '; ryt (133/160)`� Bdx11�Nails Uplift., (133/160) Nails Ref. ' •Plates Studs (133&,160) (133& :Truss (133):�(160) �,.=F1� FFz ? �_._:... � (133): (160), ?F1 Fp �.160) t H1 18 6-8dx11h 4-8d - '490 585 485 165 455 400 400 415 140 370 2,40,82, H2 18 5-8d - :5-8d 1 .335: 335 - v ,r335; .230 230 - - 230 121,140 H2.5 18 5-8d 5-8d - •> =415 '€=415 A50 150a, " `=415 x 365 365 130 . `.130 365 2,6,40,82,121,140 H2.5A 18 5 8d ;5-8d �600 "600 110 .;110'1�. :480 .520 535 . ;'110 110 480 40,122 H2.5T '18 5 8d 5 8d, - s.5451 545135. '-1451. E".425 �_ 545 545 `135 145, 425 146 H3 18 4-8d 4-8d - 455 455 125 160 415 320 320 105 140 290 2,40,82,121,140 H4 20 4-8d 4-8d - 360 •360 165 160 360 235 235 140 1 135 235 2,40,121,140 H5 `18 -4-8d 4-8d = ,455.:',i465,_ "115? '200 s ,, ;455 ""265 265 100 . '170 1 .265 2,40,82,121,140 H5A Deleted-see H5 H6 `16 - 8-8d. 8-8fd 915..; _950 = `» = r; `785 820 - - - 5,41, H7Z 16 4-8d 2-8d 8-8d 930 985 400 - - 800 845 345 - - 121,140 H8 18 5-10dx11h 5-10dx11/z - 620 745 75 - 530' 565 75 - - 125 H9KT Deleted-see H10 .H10 18 8-8dx11h 8-8dx11h - L:905 ;990 585-' 1525 x 780 850 505 450 - 9,121,140 H10Se'9 18 8-8dx11/z 8-8dx11h9 8-8d 1010 1010 `'545 ';215 550 870 870 470 .450 475 170 H10-2 18 6 10d 6 10d - :760: 760 455, .'M3952 - 655 655 .390 340 - 6,121,140 H11Z 18 6-16dx21h 6-16dx21h - 830 830 525 760 - 715 715 450 ' 655 - 170 H146 18 ❑1 12-8dx11h 13.-8d - 1350 1350 515 265 - 1050 1050 480 245 - 125 ❑2 12-8dx11h 15-8d - 1350 1350 515 265 1050 1050 480 245 - 1.Loads have been increased 33%and 60%for earthquake or wind loading 5. Hurricane Ties are shown installed on the outside of the wall for clarity.Installation on the with no further increase allowed;reduce where other loads govern. inside of the wall is acceptable.For uplift Continuous Load Path,connections in the same area 2.Allowable loads are for one anchor.A minimum rafter thickness of (i.e.truss to plate connector and plate to stud connector)must be on same side of the wall. ' 21/2°must be used when framing anchors are installed on each side 6. Southern Pine allowable loads for H14:1465 lbs.(133/160),560 lbs.(Fj Lateral 133/160)and of the joist and on the same side of the plate(exception:H2.5A). 285 lbs.(F2 Lateral 133/160). 3.Allowable DF/SP uplift load for stud to bottom plate installation is 7. Refer to technical bulletin T-HTIEBEARING for selected hurricane ties allowable bearing ' 400 lbs.(H2.5);390 lbs.(H2.5A);360 lbs.(114)and 310 Ibs.(118). enhancement loads(see page 199 for details). For SPF/HF values multiply these values by 0.86. 8. H10S can have the stud offset a maximum of 1"from rafter(center to center)for a 4.Allowable loads in the F1 direction are not intended to replace reduced uplift of 890 lbs.(DF/SP),and 765 lbs.(SPF). diaphragm boundary members or prevent cross grain bending of - 9. H10S nails to plates are optional for uplift but required for lateral loads. the truss or rafter members.Additional shear transfer elements shall be 10.NAILS:16dx21/z=0.162°dia.x 21N long,1 Od=0.148'dia.x3'long,10dx11/z=0.148'dia.x 1 Yz"long, considered where there may be effects of cross grain bending or tension. 8d=0.131"dia.x 21/z'long,8dx11h=0.131°dia.x 11/2'long.See page 16-17 for other nail sizes and information. � t �i a 0 © H2.5 Installation H2.5A Installation H2.5T Installation H1 Installation H2 Installation (Nails into both top plates) (Nails into both top plates) (Nails into both top plates) o C y w fi r t: 1 Useaminimum a c F ` I of two Bd nails z ` 2 this side of truss v rir R a (total four ad o c llj l 1 H4 °:o o nails into N IC O Installation . truss) �..-, o H3 Installation (1-12.5 similar) =' F,�- (Nails into upper top plate) (see footnote 3) F1 O H2.5T Installation .. F1 Two lld nails into plates. ksx+ '� '�•l� t - Eight ed nails into o °1 studs H6 Stud to Band, ® H7Z Installation H6 Stud Joist Installation to Top Plate r H4 Installation H5Installation Installation 168 (Nails into upper top plate) (Nails into both top plates) • T _ � p r. �i • ill iti indary clip r 1 The RBC Roof Boundary Clip is designed to aid installation 4V2° ' and transfer shear loads between the roof diaphragm and wall ; ,f '. t top plates.The locator tabs make proper location of the clip easy. m4�J �I 1 The RBC can be used on wood or masonry walls and will handle $1 01 I Rafter/Truss 0s I .z� roof pitches from 0:12 to 12:12. •• (TYp) MATERIAL:20 gauge FINISH:Galvanized 53/4' ' INSTALLATION: •Use all specified fasteners.See General Notes. °ti. •Field bend to desired angle—one time _g me only. •See flier F-RBC04 for more information on installation I by RBC ;.J;�°, and code requirements(see page 199 for details). BIITyPI g CODES:See page 12 for Code Listing Key Chart. The RBC installed to blocking resists rotation U.S.Patent Pending and lateral displacement of rafter or truss. Typical RBC Code references: Installation Over � 1"Foamboard5 •IRC 2000/2003/2006,R802.8 Lateral Support : •IBC 2000/2003/2006„2308.10.6 Blocking •UBC 1997,2320.12.8 Blocking Blocking allows proper edge nailing of sheathing. ,.. ���•` F: _ Code references: X q � •IRC 2000/2003/2006„Table R602.3(1),footnote i •IBC 2000/2003/2006„2305.1.4 Shear Panel Connections Typical RBC , -` " �\l� _ L/ °p9aP N, •UBC 1997,2315.1 General { Installatiogab n Doug Fir Larch/ Spruce-Pine-Fir 0 Typical RBC Installation Model Type of Bending Fasteners So..Pme Allowable, Allowable Loads-, Loads Code No. Connection Angle Ref. Lateral - Lateral 7w To Plate„ To Blocking ❑ 45°to 90° 6 10dx1 6 (133/160) (133/160) 1 ' 1 10dx Y2 440 380 RBC 2❑ 0 to 45 6-10dx1Y2 6-10dxllh 485 420 160 ebb. —T9ap 0 ❑3 0°to 45° 3 Y<x2Y<Titen4 6 10dx11/2 350 1.Allowable loads are for one anchor attached to blocking minimum 11/E thick. { 2.RBC can be installed with up to 3/3 gap and achieve 100%of the listed load. 3.Allowable loads have been increased 33%and 60%for earthquake or wind loading with no further increase allowed; reduce where other loads govern. 4.When attaching to concrete use 3-1/4xl3/a°Titers. 5.RBC installed over 1°foamboard has a load of 395 lb.(133/160%)in a parallel to wall(Fl)load direction for Douglas Fir. Typical RBC Installation For SPF,the load is 340 lb. 6.NAILS:10dxll/2=0.148'dia.x l'h°long.See page 16-17 for other nail sizes and information. to CMU Block AAlngles r Z Z Z2 clips secure 2x4 flat blocking between joists or trusses to support sheathing. MATERIAL:Z clips—see table.A21 and A23-18 ga.; ' all other A angles-12 ga. t F� ; FINISH:Galvanized.Some products available in stainless steel or ZMAX®; I U see Corrosion Information,page 10 11. -, F ,�_- ;'' ° F2 F INSTALLATION:•Use all specified fasteners.See General Notes. Wt Z Z •Z clips do not provide lateral stability.Do not walk on stiffeners or o apply load until diaphragm is installed and nailed to stiffeners. CODES:See page.l2 for Code Listing Key Chart. Z Z _ Cn N A23 M - These products are available with additional corrosion protection.Additional products A44 Installation A21/A23 o 0 on this page may also be available.with this option,check with Simpson for details. (A33 similar) Installation o Dimensions Fasteners Allowable Loads?; y g o Model t" OF/SP .Code No. Wt WZ L. Base Post s (133) . (160) Ref. Bolts Nails Bolts Nails Fi, Ff Ft,;F2 Anchors + ss Moisture Anchors A21 2 11h 1% — 2-10dx1�h - 210dx1/h 180 175 245 175 41-28,37,87,121 specified barrier ' specified A23 2 1�h 23/a — 4-10dx11/2 — 4-10dx1/2 485 485 585 565 4,37,87,121 :'" W� not shown �� s by the bythe — Designer Designer A33 3 3 1/h '— 410d — 4-10d 625 330 750`330 '_` 1 A44 49/6 4% 11h 4-10d: 4-10d 1625 295:7501295; s � A66 5% 5% ilh 2 3h — 2 3 A88 8 8 2 3-% — 3-3/e - - _ 170 A24 3% 2, 2�h 1=1h 4 t A311 11 3§e 2 1 h See footnotes on page 176: A311 Installation A24 Installation - �..fiK .?k i 1 1 � MIS product lsPreferable to similar connectors because of a)easier installation, l y • b)higher loads,c)lower installed cost,or a combination of these features. I 7 I ` The Stud Plate Tie series offers various solutions for connecting ......• the stud to the top and bottom plates.All models can be used to make a connection to either the top or bottom plate,and several are suitable for SSP 0®� double top plates and studs. The new TSP Twist Stud Plate offers higher loads in a tie that fastens on the PaU.tent ° side of the stud to reduce interference with drywall installation.Suitable for both 7,o65S932 °n. top plate and sill plate applications. • .w s is• i I MATERIAL:DSP/SSP/SPH-18 gauge;TSP-716 gauge;all others-20 gauge I , ° FINISH:Galvanized.Some products available inZMAX®; ' I see Corrosion Information,page 10-11. INSTALLATION:•Use all specified fasteners;see General Notes: m •TSP/DSP/SSP—sill plate installation-fill all round holes. ed •TSP/DSP/SSP—top plate installation fill all round and triangle holes 13�s, Typical(DSP ssm'/arsfor l Douo Sill Plate •SP—one of the 10d common stud nails is driven at a 451 angle through i 1'� b/e Stud) the stud into the plate. CODES:See page 12 for Code Listing Key Chart. - - These products are available with additional corrosion protection.Additional products NB® w on this page may also be available with this option,check with Simpson for details. Uss 5 DSP @®� .� 8 �, Typical DSP Dim. Fasteners: "•Allowable Uplift Loads I Patent ` U Installed to Model 133/160 ; ' 7,os5,932 •3 a� : Top Plate No. rpouble p'" Code I • s've• (SSP similar W L Studs 7.Double Single rTo Plate.:Single ShcAPlate, Ref. '° -' * for Single Stud)Tap Plate Sill Plate OF/SP/SP.F,`DF/SP., SPF/HF 35 3-10dx1�fz — 4-10dx1Y� 0 — — F`)t f SSP 13.b 6"�/,s . — 1-10dx1'k — 42U 325 , 4-10d 3-10d — 435 — — m 21/4^ I 1 10d 62 m®} N W 8-10dx1�i6 6-10dx1�h — '775 r 455u 420 o m ` E _ 125 61M 6 10d 2=10dx1'r�z , k Y 660 f 6 10dxi z .'— $10dx1fz& w -_395'- 345 I f ' NeN TSP iyz 7% 310d � x 6-10dx1, , - a� 395= 370 I ymaf : NE 9-10dx1'fz '�: ;755 �., '160loll � �.�,m� ':�• a„1'015^ d ; Typical TSP Installed 1.Allowable loads have been increased 33%and 609/6 for earthquake or wind loading; I no further increase allowed. h to Sill Plate 2.When cross-grain bending or cross-grain tension cannot be avoided;mechanical Typical TSP Installed reinforcement to resist such forces should be considered.3.Allowable loads for DSP installed to a rim joist are 660 lbs.(DF/SP),545 lbs.(SPF/HF), ! t0 Top Plate 1 4.Noted values only apply to DF/SP members:For SPF values,multiply by 0.86: TSP 5.NAILS:10d=0.148°dia.x 3°Ion ,10dx1 1/z_ , See page 16-17 for other nail sizes and information. dia.x 1 k long. °to 0 0 (1)Typical om �! (( of o Model Dim. Fasteners F AllowableU lifttoads. j .. RSP4 L�( w+ w Stud Plate P Stud to Single °o Width , DF/SP Code 9 a a Stud Plafe SPF � o Bottom Plate o a Ref. (133)= (160)?:(133) (160) . ! °o' U.S.Patent z SP1 3'k 5Y,s 2x — 610d 4 10d 585 585 535 535 5,697,725 > SP2 3yz 656 2x — 6-10d 4,6, I t a i SP3 4'Fz 6�G 3X — 6 lOd 890 1065 605 605 121 °I o 6-10d 8 10d 890 1065 605 605 160 ! (2)Typical RSP4 Stud to 0 0 SP4 39/,e 7%< 2x 4x 610dx1'fi — ° '°�y Double Top Plate SP5 4'Fz 5'/,e 3x 735 885 630 760 7,121 j 2��• (See footnote 4) W W — 6-10d 4-10d 585 585 535 535 160 !' R SP6 50%6 73/< 2x 6x 6lOdxlYz — zx ° 735 885 630 760 I`sruo� SP8 75/s 8!Yie 2x Sx 6-10dx111z _ 735 885 630 760 7,121 SPH4 Safe 83%/4 2x' 4x 1010tlx114 d1240 ,1240>1065 1065 'my°tt �'�}�o CL — 1360 ,1360 1170 1170 r e SPH6 1 59/s 9'/<. 2x gX' 010dXilz 41240 11240' 1065 1065 ;� ` off: 1210dx1h — 1360` '1360> 1170 1170 62,123 Ohs ' o SPHB. 7�is 8 2x gx` 1010dx1/z x1290 1240= 1065 1065 0 0 12-106% -— A360. 1360 1170 1170 �IIj���Ili} N o RSP4 1 2% 4% 2x — 4-8dx% 4-8dx114 315 315 285 285 ; U°RSP4 2 2Ys 4Yz 2x 6 30 4-86%1 4-8dx 450. 370 370 99;12f >P� SP1 Nailing Typical SP2. I.SP1;2,3 and SP5:drive one stud nail at an angle 8.NAILS:10d=0:148°dia.x 3'long, �w� Profile through the stud into the plate to achieve the table 10dx11h=0.148'dia.x 11h'long, SP1 Installation load(see i/oustratave 8dx11h=0.131°dia.x 1'h°long.See page 2.Allowable loads have been increased for earthquake 16-17 for other nail Sizes and information. or wind loading;no further increase allowed.Reduce o where other loads govern. -I 3.RSP4-see Installation details(1)and(2)for reference. 47 RSP4 F2 is 280 lbs.(installation 1)and 305 lbs. `s (installation 2).F1 load is 210 Ibs.for both installations. Typical SP5 r , 5.Maximum load for SPH in Southern Yellow Pine is 1490 lbs.6.When cross-grain bending or cross grain tension Installed cannot be avoided,mechanical reinforcement to o a. Typical SP4 " 0 (SP3 similar . resist such forces should be considered. ' installed - k + Installation 7.For retrofit application see technical bulletin ® + .. (SPH similar) oot �a�o at double Typical SPH4 Stud to T--STRAP(see page 199 for details). top Plate) Single Bottom Plate 10d-I�•ruaS w EACH SIDE OF STUD 1. -. .ter.. w • - a .. • I n • ENDWALL • � � III • CORNER STUD HOLDDOWN CONNECTED TO • TRANSFER ' SHEAR .2 16d COMMON NAILS 6 O. C. Engineering & , TITLE::. Corner Stud Hold-Down, ASAAr-Design Co ; inc. Suite Four --66 Cambridge�Street WOOD FRAME CONSTRUCTION MANUAL. DRAWN BY: WFCM Middleborough;. MA 62846 SCALE: NTS it . .. _. TAW SEPTI INSTALL ON tLEVEL BASE 37ZB z • ,\:�, 4 F / . . ALL o 3 / 2. ALs OJIR TO A h; Fj cv 7.1 �_ s o PL or PLAN 30 ' N SCALE.. - . 46 TOW NOT TO Sc. E TOP FDN. FINISH GRADE-.�L—,:�D- --' FZHISH GPADE OVER EL . FINISH GRADE OVER DIS T. BOX_.�a FINISH &RADE OVER SEPTIC TANK LEACHING PIT 12' MAX. 3 " OF 118' - J12 PRECAST CO NC. OR SHED PEA S TONE BRICK ig MORTAR 3 OUTLET PIPE LEVEL TO 12" BELOW GRADE FOR 2 FT. MIN. 4 a: .8 6, 6 F1111SH 77-1,1-=MAX "d 13 6 0 C.I. OR PVC TEES0 C) -.4 50 ? 0 BSM T. FL R. G. L. ON EL . '7v��TA L L LTIE1 SA.59E 13/A?IV TO I-J IP Ls o-",1*5 4-1 '6 #A SHED �..!!! ; , .- , = NF ' . o f CRUSHED C-0 5NL' :7 RA`- T d STONE n r)v 6:" -�j H— j 13, S EP 7 INS TA L L ON BEVEL BASE -,"NO TE: XCA VA Tr- TO L OMETP TO PEM01F AL I- IMPERVIOUS MA7PIAL UL:A TH T� Z LEACHING CHING AREA, -0 'A Voo( P& 7E EX6 TED 14A TERIA L W-r TH :LEAN, CLAY FREE SA ND EFFEC-7-1 Vi-:-\D.iA ME T,C-P T �� \ u �` INSTALL ON LEVEL SASE 1-s 4 ON NG VL ALL ELEP`,-'� I A,;4E 3- 2. ALL PIPE 1;,' "HE SY,37Ek' / , U t �,'- :� i MUST 3E CAST 'UL E 40 P/ . -T OR SCHED OBSERVA TION P, ..*,, -D 6-- P 7H N U.57 3E ",,IOTIFIED 3. THE BOA i- I io -s- WH671V CojyS T/;,. TZ PA'joj;7 P-E 2 L-7- PERCOL A TION RA TZ.7 TO BA CKFIL L-'11A, BE A PPR(,- 4. ANY CRW,/6�ES- 'I/V P;13 PLAN )VU, WITNESSED BY* I-AL7`H AND CAPE & ISL.,i-,!VDS BY' THE BOAA' � 04F �E SUP YE YING C��--, , "NW,a. BARRY 4 c .5. MA TERIA L S A,',D INS r4 L L A TION Si-jA L L BE IN a,�RNS BRO. OF 'LlEAL TH DESIGN DA TA PL IA NCE A,11;'H 7,A-)E S TA rE SA Al TA R Y CODE 71 TITL , V - AND LOCAL APPLICABLE DATE: 2A.,y-04A. t,2& PULES AND PCOULATIOW.; 4 \1' NUMBER,cj OF BEOPOOMS 5. NORTH ARROW rS FF10M RECORD PLANS AND 0 14F Ajo -Z'-�5S 1407 TO Ar,"-, LL,*..l-- -,-:7POSES TOPSOIL t 7. FL000 HA ZA Rb ZONE C (NON-NAZI -40 440 GAL .DAILY FLOW — SUBSOIL i v� 8. OWA TER SUPPL Y TOWN WA TEP SEPTIC TANK REO 'D. 1250 GAL . 36 SEP TIC TA NK PPO VIDED 1500 GAL . LEA CHING PEGUIRED 440 GPD- 0 MEDIUM n) () SAND SIDENALL AREA - 188 S. F. -4, 1� 1 188 S. F. X G/5. F. 4 7 GPD BO T TOM AREA S. F. N ze LEGENLi -z6—s. F. X J- Q F. - Z& GPD z LEACHING PROVIDED 54-9 GPD PPOPOSE0 ZLE- VA TION NO GROUNDWA TEPJ L E.�YS TING CON TOUR 06?3E-,1A TIOAl PIT \' 1 yam, 7o a 'ON 8OX 0-�'STP.13UT., P SED `L— 315"POSAL SYSTEM ROPO SE—WA ' 6 P.AL77 PPEP/,PE D FOP, /J TAW PH-L- IP 5 TA 5�iENKO C) L 0 33 POPPONESSZE7 T T POA D T 3 71 " TUI T 3A R-N5 TA&L E IVA 55.CO %) OAVI . 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