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HomeMy WebLinkAboutBuilding Permit #368-14 - 93 UNION STREET 10/21/2013 No TFC OF�t�ac bq�0 BUILDING PERMIT 3� b`:::� .:.' o� TOWN OF NORTH ANDOVER APPLICATION FOR PLAN EXAMINATION Permit NO: Date ReceivedATEP �9SSACHUS�� Date Issued: 1- IMPORTANT:Applicant must complete all items on this page LOCATION 91 -'�5 U016" Print PROPERTY OWNER WAQ-iZC-K) CCLaSS FI L LO Print MAP NO: PARCEL: �� ZONING DISTRICT: fZ"�/ Historic District yes no Machine Shop Village yes no TYPE OF IMPROVEMENT PROPOSED USE Residential Non- Residential ❑ New Building ❑ One family ❑Addition 9 Two or more family ❑ Industrial ❑Alteration No. of units: 3 ❑ Commercial %Repair, replacement ❑Assessory Bldg ❑ Others: ❑ Demolition ❑ Other ❑ Septic ❑Well ❑ Floodplain ❑Wetlands ❑ Watershed District ❑Water/Sewer fE;uc�n �IZ�PA��I. S 1�� �or?Cr( . Z�+►^vvG T�to2� 6�a,lr✓L (ROOF o,-a0 WrP lt2 . 2N() S-rvrzy Dom w ITI-f C&1t1V9C)1LU Identification Please Type or Print Clearly) OWNER: Name: 61ATZOE10 C2OSS 1=tk-:03�) Phone: mil�s'`l65 -2Z3� w Address: CONTRACTOR Name: Phone: `13 g -56S -2 ;`T 9 W An2f W LQosSF t��.� Address: Supervisor's Construction License: Exp. Date: cs -P86�&6 II /�s/2ot5 Home Improvement License: Exp. Date: ARCHITECT/ENGINEER JANc 6rLoQER- Phone: 51 14� - L466 " 074 l Address: 2 .OMEGA way L(TrLtFT60 m A- 61 Yb v Reg. No. 30 S 3 c FEE SCHEDULE:BULDING PERMIT.•$12.00 PER$1000.00 OF THE TOTAL ESTIMATE T BASED ON$125.00 PER S.F. Total Project Cost: $ 31610 FEE- $ Check No.: Receipt No.: NOTE: Persons n Ing with unregistered contractors do not have access to the guaranty fund Vignature of Agent%Owner 1�,� mature of contractor Plans Submitted-[] Plans Waived ❑ Certified Plot Plan ❑ Stamped Plans ❑ .-TYPE,OF=-SEWERAGEDISPOSAL Public Sewer ❑ Tanning/Massage/Body Art ❑ .. Swimming Pools ❑ Well ❑ . Tobacco.Sales ❑ Food Packaging/Sales ❑ Private(septic tank, etc.- ❑..- Permanent Dumpster on Site ❑ THE FOLLOWING SECTIONS FOR OFFICE USE ONLY INTERDEPARTMENTAL SIGN OFF - U FORM 9 DATE REJECTED: DATEAPPROVED PLANNING& DEVELOPMENT ❑ ❑ COMMENTS .CONSERVATION Reviewed on Signature COMMENTS HEALTH Reviewed on Signature COMMENTS Zoning Board of Appeals: Variance, Petition No: Zoning Decision/receipt submitted yes Planning Board Decision: Comments Conservation Decision: :Comments Water& Sewer Connection lSignature� Date Driveway Permit DPW Tow2 Engineer: Signature: Located 384 Osgood Street FIRE DEPARTIVI_iVT =Temp Dumpster onsite yes no ::Located-at IN Mair Street - Fire Departure►if sigriatu`reldate ` , COMMENTS Dimension Number of Stories: Total square feet of floor area, based on Exterior dimensions. .Total land-area, sq. ft.: ELECTRICAL: Movement of Meter location, mast or service drop requires approval of Electrical Inspector Yes No DANGER ZONE LITERATURE: Yes No MGL-Chapter--166 Section 21A-F and G min.$100-$1000.fine NOTES and DATA— For department use El Notified for pickup - Date E Doc.Building Permit Revised 2010 Building Department The fol,owing is--a list of the required-forms to be filled out-for the appropriate permit to be obtained. Roofivg, Siding, Interior Rehabilitation Permits ❑ Building Permit Application ❑ Workers Comp Affidavit ❑ Photo Copy Of H.I.C. And/Or C.S.L. Licenses ❑ Copy of Contract ❑ Floor Plan Or Proposed Interior Work ❑ Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire-Department prior to issuance of Bldg Permit Addition Or Decks ❑ Building Permit Application ❑ Certified Surveyed Plot Plan ❑ Workers Comp Affidavit ❑ Photo Copy of H.I.C. And C.S.L. Licenses ❑ Copy Of Contract ❑ Floor/Crossection/Elevation Plan Of Proposed Work With Sprinkler Plan And Hydraulic Calculations (If Applicable) ❑ Mass check Energy Compliance Report (If Applicable) ❑ Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit New Construction (Single and Two Family) ❑ Building Permit Application ❑ Certified Proposed Plot Plan ❑ Photo of H.I.C. And C.S.L. Licenses ❑ Workers Comp Affidavit ❑ Two Sets of Building Plans (One To Be Returned) to Include Sprinkler Plan And Hydraulic Calculations (If Applicable) ❑ Copy of Contract ❑ Mass check Energy Compliance Report ❑ Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit In all cases if a variance or special permit was required the Town Clerks office must stamp the decision from the Board of Appeals that the apw-al period is over. The applicant must then get this recorded at the Registry of Deeds. One copy and proof of recording must be subm.tted with the building application Doc: Doc.Bui?ding Permit Revised 2012 No. Date �} • -04, TOWN OF NORTH ANDOVER Certificate of Occupancy w $ Building/Frame Permit Fee Foundation Permit Fee $ Other Permit Fee $ TOTAL $ Check#r_ Building Inspector NORTH Town of . E : �tAndover 0 to No. 3 _ 11114 C. h ver, Mass, 0 LANE cocNICHIWICK ASR^TED S V BOARD OF HEALTH Food/Kitchen PERMIT T LD Septic System • THIS CERTIFIES THAT IWAIRO lM........� 1�. '..QVt-%.u( BUILDING INSPECTOR .............. . 0.7 has permission to erect ............ buildings on �, ' 4tr ,1Q. .... Foundation .............. ..... .......... ..... Rough to be occupied as ........90.0fe.IDNItkid........ct .`........ ....wr�!�................................ Chimney provided that the person accepting this permit shall in every respect c nform to the terms of the application Final on file in this office, and to the provisions of the Codes and By-Laws relating to the Inspection, Alteration and Construction of Buildings in the Town of North Andover. PLUMBING INSPECTOR VIOLATION of the Zoning or Building Regulations Voids this Permit. Rough Final .. PERMIT EXPIRES IN 6 MON34 S ELECTRICAL INSPECTOR UNLESS CONSTRUCTION jfh6TS - Rough Service ........................ . ............................................. Final BUILDING INSPECTOR GAS INSPECTOR Occupancy Permit Reguired to Occupy Building Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. Smoke Det. SEE REVERSE SIDE Massachusetts -Department of Public Safety Board of Building Regulations and Standards Construction Supen-isor License: CS-086766 WARREN T CROS' FMLD- 95 UNION ST �� s NO ANDOVER DIA 01$ 5�, )list" Expiration Conwnissioner 11115/2015 I I w , W 3n { i 0 11 I! 1 y _�+ l 1 11 • ill• X11.11•••111•f 111• /(' . J /, y •• 111111111\11111 ' �� � 1i�i��l ai1111.11111111\1 ♦ � t r� iNIIi1.11111///f11 1111 IIlAU111.1111\1 �: iii 1111 1111111111\1 1 1 1\ • '1'�'� )) • „1 {111.11111!11\11\\1 �f 1/1i•1i111111\1 1 111 .... 11111111111\111\111 ' 1 � i1 1111••11 111 111 ... .�. �.viii +X11 1�l,��'i/•Iii 1 1 31ST j L. '�.,i1.i1••ry X11 111 I•ili1i111i.111/�11'11! `,; � � ..�. 11111 S�1'1111•il,,1 1 1 1 1\I\ \\111 A TOWN OF NORTH ANDOVER BOARD OF APPEALS REFERENCE: �. azlsxanr APPROVED ESSEX NORTH DISTRICT REGISTRY ' OF DEEDS: - ` '` X'-- DEED BOOK 4617, PAGE 2 PLAN NO. 0564 RECORDED WITH BOOK 482, PAGE DH/SB !:T' FND- fyDATE Y V e A R B IL. E H -LAD (PUBLIC - 50' WIDE) STREET IAP 9 I I I ARCEL 71 MAP 9 PARCEL 28 2 STORY MAP 9 ;WOOD' , I PARCEL 39 j N/F I N/F I L I = JOHN D. & SHARON M. N/F BARBARA SULLIVAN I MATTHESON BOOK 4303 BOOK 1717 MAURICE S.&AGNESS W.N PAGE 195 PAGE 93 .EQU,LDS I BOOK 682 I i PAGE 474 MAP 9 I I MAP 9 PARCEL 27 I PARCEL 38 Q i . . — . .— . . —.. — . . — . . _. . �. . —. . — . !� N/F . . . . MAP 8 J STANLEY R.&ELIZABETH PARCEL 15 MARSH 1 I BOOK 883 - w _ PAGE 156 \ f� °-m oa ' PARCEL 8 �- 2STORY (�/ ..MAP 9... . . ,. O I ma DD _ PARCEL 37 I /#87-g9 i� N/F �f.� �t� ` b` ROBERT K. MATTHESON N/F DAVIDocBEVERLY MORSEBOOK ��� EDWARDSR &L WAGE 32LORENCE J. I 79 - BOOK 945 IP o PAGE 235 CS 1 FND. 143.62' (PIPE TO PIPE) - —. 3 150' �` FND. o _ . . ._._. . . —. . 1 I MAP 9 /21/2 STORYMAP 9 PARCEL 29 � jOARCEL 32 VV3-105 w00D/ LOT 6 / #93-95 �,� _%1-/l/� N/F -ROBERT J_&JUDITH L HUARD SHED - — - — — — BOOK 3557 N TOTAL AR-E-A-1--1, 3,282 S.F. PAGE 246 ��_ _ cd rn MAP 9 MAP C` PARCEL 33 �' \ `� PROPOSED PARCEL 36 CONC. zb 3 I GARAGE *.. SPACS N/F p 3 CARS CONCE17A MIKOLS I HED _ DRIVEWAY — — BOOK 4663 7 25' PAGE 188 o I GARAGE r---� — MAP 9 — .. — . . PARCE_ 30 —' — — N - I / z' 0°`� F 2 STORY MAP 9 � =q �r \ Y� I N� WOODS 2 STORY PARCEL 34 C8 0< IMOMCA hAYES Ei AL. / '/ WOOD' oa I BOOM€ 464 PAGE. 96 N/F PROB. 190565 JOYCE B. CARR BOOK 4304 /iN7r_ PAGE 246 \ I 2W009D MAP 9 STORY/ GEORGE LYDICK — — — ih 1 I/ BOOK 2509 j PARCEL 64 I I PAGE 1 s-4 2 STQRY N/F I /� I RICHARD LiCARE MAP . 9 j�-/ DAVID FAZIO � PARCEL 31 BOOK 2746 PAGE 26 DH SB FN D. BEVERLY (PUBLIC - 40' NIDE) STREET ASSESSORS: NOTE MAP 9 TOIL L NO. OF PARKING 6 PLAN OF LAND v PARCEL 29 LOCATED IN FLOOD ZONE X OUT FIRM: 2%098 003C NORTH ANDOVER , M A. DATE: JUNF_ 2, 1993 TOTAL AREA = 13,282 S.F. 100% N0. �3-95 UNION STREET AREA OF EXIST. BUILDING =- 2,,256 S.F. 17.0% SPECIAL PERM IT/VARIANCE OPEN SPACEt,t.16-a 1.5.17. 83.0% ZONING: R-4 �� CONVERT 2--FAMILY TQ 3-FAMILY DWELLING :`. PREPARED FOR °'�• W. SCOTT- HOPPE t ?" SCALE: 1 = 40 FT. JANUARY 10, 1998. _ REV. JAN . 29 & FEB. 9, 1998- BRADf- ORD EN6 NEERING CO . JAMES W. BOUGIbIi.KA ._;P E,;.;i DATE -,, _ 3 WASHI��(3TON SQ. HAVERHILL MA. 01831 . 13 r j 1 i ESSEX NORTH REGISTRY 9F DEEDS LAWRENCE, MASS. A TRUE COPY:ATTEST: REGISTER OF DEEDS Caps&Bases ABAIABUIABWAdjustable and Standoff Post3 ' i Additional standoff bases are on page 214. i �1�� �W—.� The AB series of retrofit adjustable post bases provide a 1'standoff Washer for the post,are slotted for adjustability and can be installed with nails, H Supplied Strong-Drive®SD screws or bolts(ABU).Depending on the application needs,these adjustable standoff post bases are designed for versatility, I ° cost-effectiveness and maximum uplift performance. L ABU44 Features: o I (other sizes N •The slot in the base enables flexible positioning around the similar) ° anchor bolt,making precise post placement easier m ° •The 1"standoff helps prevent rot at the end of the post and meets ABW a i° code requirements for structural posts installed in basements or exposed to weather or water splash 10 �� m MATERIAL:Varies(see table) optional SDS y screw hole(8x) FINISH:All galvanized,most offered in ZMAX®;see Corrosion W 40 Information,page 14-15. • Washer Required- INSTALLATION:•Use all specified fasteners.See General Notes. o m Notsupplied •See our Anchoring and Fastening Systems for Concrete and Masonry 2 Load catalog,or visit www.strongfie.com for retrofit anchor options or Plates, (� reference technical bulletin T-ANCHORSPEC. Supplied it •Post bases do not provide adequate resistance to prevent members , II from rotating about the base and therefore are not recommended for non top-supported installations(such as fences or unbraced carports). B% •Place the base,load transfer plate and nut on the anchor bolt. A( " 3ra �Anc 3 'y Loosely tighten the nut. BU88R) hor ABW—Place the standoff base and then the post in the ABW and ABU88 ABA44 fasten on three vertical sides,using nails or Strong-Drive SD (ABU1010 similar) (other sizes similar) structural-connector screws. -Make any necessary adjustments to post placement and tighten the nut securely on the anchor bolt. -Bend up the fourth side of the ABW and fasten using the correct I fasteners. ' ABU—Place the standoff base and then the post in the ABU. nonpe -Fasten using nails or Strong-Drive SD structural connector screws Designer °-t or bolts(ABU88,ABU1010-SDS optional). ° ABA—Place the post in the ABA. -Fasten using nails or SO Screws. CODES:See page 13 for Code Reference Key Chart. - These products are available with additional corrosion protection. Additional products on this page may also be available with this option, : .a check with Simpson Strong-Tie for details. ° FF These products are approved for installation with the Strong-Drive SD Typical ABW Installation Typical ABA44 Installation Structural-Connector screw.See page 27 for more information. o Material Dimensions(in.) Fasteners Allowable Loads(DF/SP) 1.Uplift loads have been increased z Nominal Post Uplift(160) for wind or earthquake with no Model Anchor Code further increase allowed;reduce No. Post Base Strap W L H HBs Dia. Machine Down Ref. where other loads govern. Z Size (Ga) (Ga) (in) Nails Bolts Nails Bolls (100) 2.Downloads may not be Increased for short-term loading. z Dt . Dia. 3.Specifier to design concrete for ABA44Z 44 16 16 39/,6 3% 31/16 — '/z 6-10d — — 555 — 6000 13,F1 uplift capacity. ABW44Z 44 16 16 39/16 39/16 21/ — 1/2 8-10d — — 1005 — 7180 170 4.ABU products may be installed with either bolts or nails(not ABU44 44 16 12 3'/16 3 5'/z 1�A 6/6 12-16d 2 h 2200 2160 6665 13,L2,F1 both)to achieve table loads. o ABA44R Rou h 4x4 16 16 4'/1s 3'/6 273/16 — /z 6-10d — — 555 — 8000 13,F1 ABU88 and ABU88R maybe A installed with 8-SDS/4x3"wood N a 7BW44RZ Rough 44 16 16 4 4'/16 1'1'33 — 1/2 8-10d — — 1005 — 7180 170 screws(sold separately)for the Na ABW46Z 46 12 16 39/16 59/16 3 — 1/2 10-10d — — 845 — 4590 170 same table load. 5.For AB bases,higher download ABA46Z 46 14 14 39/s 53/5 3'/a — 5/6 8-16d — — 700 — 9435 13,F1 can be achieved by solidly ABU46 46 12 12 39/15 5 7 2 M 3/6 12-16d 2 /2 2300 2300 10335 13,L2,F1 packing grout under 1"standoff plate before installation.Base ABW46RZ Rough 4x6 12 16 4 6 213/16 — 1/2 10-10d — — 845 — 4590 170 download on column,grout,or o ABA46R Rough 4x6 14 14 4'/,6 53/6 2'/e — 5/e 8-i6d — — 700 — 12000 13,F1 concrete according to the code. g 6.HB dimension is the distance ABU5-5 5%x51/a 12 10 51/4 5 61/16 1a/a 5/s 12-16d 2 /2 2235 2235 12000 from the bottom of the post up to the first bolt hole. ABU5-6 51/6x6 12 10 6'a 5 6'/,6 13/4 6/6 12-16d 2 1/2 2235 2235 12000 7.Structural composite lumber ABA66Z 6x6 14 14 51/2 51/4 3'/a — 3/6 8-16d — — 720 — 10665 13,F1 columns have sides that show either the wide face or the edges ABW66Z 6x6 12 14 51/2 59/,6 3 — 1/2 12-10d — — 1190 — 12935 170 of the lumber strands/veneers. ABU66 6x6 12 10 51/2 5 6'/,6 13/4 5/e 12-16d 2 /z 2300 2300 12000 13,L2,F1 For hes columns,the fasteners far these products should always ABA66R Rough 6x6 14 14 6 53/15 2'/6 — 3/6 8-16d — — 720 — 12665 13,F1 be installed in the wide face. ABW66RZ Rough 6x6 12 14 16 6 217/16 — 1/z 12-10d — — 1190 — 12935 170 8.Downloads shall be reduced 9 where limited by the capacity of ABU88" 8x8 14 12 71/2 7 7 — 2-5/6 18-16d — — 2320 — 24335 13,F1 the post.See pages 226-227 for ABU88R" Rou h 8x8 14 12 8 7 7 — 2-5/6 18-16d — — 2320 — 24335 170 common post allowable loads., 9 9.NAILS:16d=0.162°dia.x 3/: ABU1010Z 10x10 12 12 91/2 9 7'/4 — 2-5/6 22-16d — — 2270 — 32020 long,10d=0.148°dia.x 3'long. ABU1010RZ Rough 10x10 12 12 10 9 7 — 2-5/5 22-16d — — 2270 — 32020 See page infor for other nail sizes and information. 55 www.strongtie.com : H/TSP Seismic and Hurricane Ties Simpson Strong-Tie@ hurricane ties provide a positive connection between truss/rafter and the wall of the structure to resist wind and seismic forces. New additions to the line provide even more options. rt � • H1 OAR—The heavy-duty design of the H10A available with a 2"wide throat to accommodate rough lumber yj': • H10A-2—The H10A design with a 3"throat for double 2x members • H2ASS, H2.5ASS and H10ASS—Popular ties now available in stainless steel. Material:See tables. Load Tables Gallery of images, Finish:Galvanized.H7Z and H11Z—ZMAXO coating.Some models available in stainless steel orZMAX@ coating;See uninstalled Corrosion Information. Gallery of images, installed Installation: Hurricane Tie Installations • Use all specified fasteners. See General Notes. Code Reports • H1 can be installed with flanges facing inwards(reverse of H1 drawing). Drawings • H2.5T, H3, H4, H5 and H6 ties are only shipped in equal quantities of rights and lefts(right versions shown below). Catalog Page • Hurricane ties do not replace solid blocking. Related Categories • When installing ties on plated trusses(on the side opposite the truss plate) do not fasten through the truss plate Technical Bulletins from behind.This can force the truss plate off of the truss and compromise truss performance. Fliers • H10A optional nailing to connect shear blocking, use 8d nails.Slots allow maximum field bending up to a pitch of Engineering Letters 6:12, use H10A sloped loads for field bent installation. Help for downloads tr sorQ Some products may be installed with the Strong-Drive@ SD Structural Connector screw- INSTALLATION . ` click here for details 4L♦AY� Considerations for Hurricane Tie Selection 1. What is the uplift load? .:. 2. What is the parallel-to-plate load? �^ 3. What is the perpendicular-to-plate load? 4. What is the species of wood used for the rafter and the top plates? (Select the load table based on the lowest performing species of wood.) 5. Will the hurricane tie be nailed into both top plates or the upper top plate only? 6. What load or loads will the hurricane be be taking?* View step-by-step 7. Select hurricane be based on performance,application,installed cost and ease of installation. installation instructions *When a connector is loaded simultaneously in more than one direction,the allowable load must be evaluated as shown here.For all connectors use the following equation: Design Uplift/Allowable Uplift+Design Lateral Parallel to Plate/ Allowable Lateral Parallel to Plate+Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate<1.0. The three terms in the unity equation are due to possible directions that exist to generate force on a hurricane tie.The actual number of terms used in the equation for each condition is dependant on designer's method of calculating wind forces and the utilization of the tie in the structural system. As an alternate,certain roof to wall connectors(embedded truss anchors,seismic and hurricane ties(on this page),and twist straps l can be evaluated using the following:The design load in each direction shall not exceed the published allowable load in that direction multiplied by 0.75. Gallery. Uninstalled: ..top roll over images below to see larger image H1 1-12A H2.5A H2.5T is i (1-12ASS (H2.5ASS similar) similar) H3 H4 H5 H6 H7Z H8 roll over images below to see larger image 2%" 71j" 0 TSP H10S H10A H10A-2 (H10ASS similar) j HIOAR H10- H11Z H14 2 H14 Profile GalleU,Installed: Atop roll over images below to see larger image 'j 1. Z 2. 3. 4. H1 Installation 1-12A TSP Installation H2.5A Installation Installation (Nails into both top plates) Solid Sawn Joist Hangers SOLIDFACE MOUNT HANGERS - (DF/SP)r -These products are available with additional corrosion protection.Additional products on ,These products are approved for installation with the Strong-Drive SD this page may also be available with this option,check with Simpson Strong-Tie for details. Structural-Connector screw.See page 27 for more information. Dimensio71B Fasteners OF/SP Allowable Loads Installed Joist Madel No. Ga Min/ Header Uplift Floor(100) Snow(115) Root(125) Cost Code Size W HMax 10d 16d Joist 1(160)110d 16d 10d 16d 10d 16d I(ICI) Ref. SAWN LUMBER SIZES LU24 201 19/,6 3% 1 11/2 1 - 4-10d 4-16d 2-10dxl% 265 465 555 530 635 575 685 Lowest LUS24 j 18 19/6 3% 1 1'/a 1 - 4-10d - 2-10d 490 670 - 765 - 825 - +3% 2X4 1 U24 j 161 19/t6 3% j 1'h j - 4-10d 4-16d 2-10dX1'/2 265 485 575 550 655 595 705 +67% 1 HU26 1141 19/,6 3'/6 1 2'/a j - - 4-16d 2-10dx1'/z 335 - 595 - 670 - 720 +295% LUS24-2 18 3'/e 3% 1 2 1 - - 4-16d 2-16d 440 - 800 - 910 - � 985 � Lowest 2g4 U24 2 161 3' 3 1 2 1 - 4-10d 4-16d 2-10d 370 485 575 550 655 595 705 +33% HU24-2/HUC24-2 114 3'/e 3'/a j 2'/z j - - 4-16tl I 2-10d 380 - 595 - 670 - 720 +240% LUS26 181 19/,6 43/4 j 1%j - 4-10d - I 4-10d 1165 865 - 990 - 1070 - Lowest I LU26 120 19/,6 4'/4 1 1'/2 1 - 6-10d 6-16d 4-10dx1'/2 565 700 835 795 950 860 1030 +6% 17,F6,L17 2x6 j U26 16 11/16 4'/< 2 - 6-10d 6-16d 4 10dx1'/ 585 730 865 825 980 890 j 1055 +43% o LUC26Z 118 19/6 4'% j 1'/4 1 - 6-10d 6-16d I 4-10dxl!6 730 710 845 810 965 875 1040 j +160% 1 HU26 141 19/6 3'/61 21/4 - - 4-16d 2-10dX1'/2 335 - 595 - 670 - 720 j +1.79% Q HUS26 116 1% 5% 1 3 1 - - 14-16d 6-16d 1550 - 2720 - 3095 - 3335 +276% d LUS26-2 118 3A 4%e 1 2 j - - 4-16d 4-16d 1165 - 1030 - 1180 - 1280 Lowest a U26-2 116 3'/e 5 1 2 - 8-10d 8-16d 4-10d 740 975 1150 1100 1305 1185 14101 +65% DBL HUS26-2 114 3'/8 53/6 1 2 - - 4-16d 4-16d 1235 - 1065 - 1210 - 1305 +172% y 2x6 14 31/6 5% 1 2'/2 1 Min - 8-16d 4-10d 760 - 1190 - 1345 - 1445 +233% HU26-2/HUC26-2 14 3% 5'% 1 2'/z Max - 12-16d 6-10d 1135 - 1785 - 2015 - 2165 +254% LUS26-3 118 45/6 4'/e 2 1 - - 4-16d 4-16d 1165 - 1030 - 1180 - 1280 PL 2x6' U26-3 116 4% 41/4 2 - 8-10d 8-16d 4-10d 740 975 1150 1100 1305 1185 1410 160 v+ HU26-3/HUC26-3 14 4"1/,6 5'% 1 2'%1 Min - 8-16d 4-10d 760 - 1190 - 1345 - 1445 14 4"/,6 5'/z 2'/2 Max - 12-16d 6-10d 1135 - 1785 _ 2015 - 2165 LUS26 18 1?46 4'/4 1'/4 - 4-10d 4-10d 1165 865 990 _ 1070 Lowest LU26 201 19/6 4'/ 1'/2 - 6-10d 6-16d 4-10dx11/, 565 700 835 795 950 860 1.030__+6% LUS28 118 19/6 61W-11'/4 - 6-10d - 4-10d 1165 1100 - 1255 - 1360 - +23% LU28 20 19/6 6'/6111/, - 8-10d 8-16d 6-10dx11/2 850 930 1110 1060 1270 1150 1335 +39% 2x8 1 U26 116 1Via 4'% 1 2 - 6-10d 6-16d 4-10dx1'/2 585 730 865 825 980 890 1055 +43% ( � 'L-UC-26Z 118 19/,6 4'/4 1 1'/4 1 - 6-10d 6-16d 4-10dx1'/2 730 710 845 810 965 875 1040 +160% HU28 14 19/6 51/ j 2'/4 - - 6-16d 4-10dX1'/2 610 - 895 - 1005 - 1085 +251% HUS26 116 16/6 5% 1 3 - - 14-16d 6-16d 1550 - 2720 - 3095 - 13335 1 +276% 17,F6,L17 HUS28 161 155Ae 7 1 3 1 - - 22-16d 8-16d 2000 - 3965 - 4120 - 4220 +409% 'LU-S26-2 181 3'/a 42/6 ( 2 - - 4-16d 4-16d 1165 - 1030 - 1180 - 1280 Lowest LUS28-2 118 31A 1 7 1 2 1 - - 6-16d 4-16d 1165 - 1315 - 1500 - 1625 j +8% DBL i U26-2 116 316 5 1 2 1 - 8-10d 8-16d 4-10d 740 975 1150 1100 1305 1185 1410 j +65% 2x8 1 HUS28-2 114 3'/8 7'/,6 2 j - - I 6-16d 6-16d 1550 - 1595 - 1815 - 1960 +188% HU28 2/HUC28 2 114 3'% 7 1 21/2 j Min - 10-16d 4-10d 760 - 1490 - 1680 - 1805 +397% 14 3'/6 7 2'h j Max - 14-16d 6-10d 1135 - 2085 - 2350 2530 +418% LUS28-3 18 4% 6% j 2 - - 6-16d 4-16d 1165 - 1315 - 1500 - 1625 ~ PL 2x8' U26-3 16 45/8 4'/4 2 - 8-10d 8-16d 4-10d 740 975 1150 1100 1305 1185 1410 - 14 411/16 5'/2 2'/, Min - 8-16d 4-10d 760 - 1190 _ 1345 - 1445 160 U HU26 3/HUC26 3 14 4"/,6 51/, 1 2'/z I Max 12-16d 6-10d 1135 1785 2015 - 2165 QUAD HU28 4/HUC28 4 114 6'/8 6% 1 21/,1 Min - 10-16d 4-16d 900 - 1490 - 1680 - 1805 a 2x8 114 6'% 6% 1 2'/,1 Max I - 14-16d 6-16d 1345 - 2085 2350 - 12530 LUS28 118 19/,6 65/8 1 13/4 - 6-10d - 4-10d 1165 1100 - 1255 - 1360 - Lowest LU28 (20 19/6 6% 1'/21 - 8-10d 8-16d 6-10dx1'/2 850 930 1110 1060 1270 1150 13351 +13% LUS210 181 19/6 79/6 1'A4 j - 8-10d - 4-10d 1165 1340 - 1525 - 1650 +15% 2x10 LU210 120 19/6 7"/6 1'/2 j - 10-10d 10-16d 6-10dx11/z 850 1165 1390 1325 1585 1435 1715 1 +28% N U210 116 19/6 7"/6 2 j - 10-10d 10-16d 6-10dx1'/2 1110 1215 1440 1375 1 1635 1485 1685 +76% o LUG210Z 118 19/6 7'/a 1'/4 - 10-10d 10-16d 6-10dx1'/z 1100 1185 1410 1345 1605 1455 1735 +180% 17,F6,L17 HU210 14 19, 71A 2'/4 - - 8-16d 4-10dx1'/2 610 - 1190 - 1345 - 1445 +225% N HUS210 116 15/a 9 3 - - 30-16d 10-16d 3000 - 4255 - 4445 - 4575 +450% LUS28-2 118 3'1A 7 1 2 - - 6-16d 4-16d 1165 - 1315 - 1500 - 1625 Lowest LUS210-2 118 31/8 9 2 - - 8-16d 6-16d 1745 - 1830 - 2090 - 2265 +34% N DBL 1 U210-2 16 3'/6 8% 2 - 14-10d 14-16d 6-10d 1110 1705 2015 1930 2285 2075 2465( +88%° 2X10 HUS210-2 114 3'/8 9'/6 2 j - - 8-16d 8-16d 3295 - 2125 - 2420 - 2615 +217% 17,F23,L17 HU210-2/ 114 3'/e 811/,61 2'/2 1 Min I - 14-16d 6-10d 1135 - 2085 - 2350 - 2530 1 +441% 17,F6,L17 HUC210-2 14 3'/a 8"/,6-12-%1 Max - 18-16d 10-10d 1895 - 2680 - 3020 - 3250 FHHUS210-2 114 355/a 95/32 1 3 1 - - 30-16d 10-16d 4000 - 5635 - 6380 - 6880 F23 LUS28-3 118 45% 1 61/4 1 2 1 - - 6-16d 4-16d 1165 - 1315 - 1500 - 1625 160 LUS210-3 18 455/a 8'/6 2 1 - - 8-16d 6-16d 1745 - 1830 - 12090 - 2265 TPL U210-3 16 45A8 73/4 2 - 14-10d 14-16d 6-10d 1110 1705 2015 1930 2285 2075 2465 HU210-3/ 14 411,6 89/6 2% Min - 14-16d 6-10d 1135 - 2085 - 2350 - 12530 2x10 HUG210-3 14 4'176 89/6 2'% Max - 18-16d 10-10d 1895 - 2680 - 3020 - 3250 17,F6,L17 HH S210-3 114 411/16 8% 3 - - 30-16d 10-16d 4000 - 5635 - 6380 - 16880 I HGUS210-3 112 415/6 9%s 1 4 1 - - 46-16d 16-16d 4095 - 9100 - 9100 - 1 9100 1 17,F23 See footnotes on page 73. CODES:See page 13 for Code Reference Key Chart. 71 Engineered Wood&Structural Composite Lumber Connectors FACE MOUNT HANGERS 1I-Joist&Structural Composite Lumber Hangersr See Hanger tables on pages 102-106.See Hanger Options on pages 215-224 for hanger modifications,which may result in reduced loads. U—The standard U hanger provides flexibility of joist to header • ?�� installation.Versatile fastener selection with tested allowable loads. HUMUC—Most models have triangle and round holes.To achieve H Typical HU7 maximum loads,fill both round and triangle holes with common • • Installation nails.These heavy-duty connectors are designed for schools and • o• HU410 other structures requiring additional strength,longevity and safety factors. �, • ' HUCQ—Features concealed flanges so it can be installed close to the end of the supporting beam or on a post.They install with Simpson Strong-Tie®Strong-Drive®screws(SDS)(supplied with the hanger)for high capacity and ease of installation. Q MATERIAL:See tables on pages 102-106. o FINISH:Galvanized ° INSTALLATION: •Use all specified fasteners.See General Notes. a; •HUMUC—can be installed filling round holes only,or �0 filling round and triangle holes for maximum values. Typical HU7 cr •HUCQ—When using structural composite lumber columns, HUC412 Installation the capacities shown in the tables are for fasteners applied to Concealed the wide face of the column. �a° Flanges •Web Stiffeners are required for all 1-joists used % with these hangers. ° •For installation to masonry or concrete,see page 161. Its •HUMUC hangers can be welded to a steel member. Allowable loads are the lesser of the values in the Hanger m tables on pages 102-106 or the weld capacity-refer to technical bulletin T-HUHUC-W(see page 231 for details). ° OPTIONS:•HU hangers available with the ° o o• o header flanges turned in for 25/,fi Typical and larger widths,with no load ° ° ypi c� ° H m HUCO ° reduction—order HUG hanger. ---—----- - ° °+ I •See Hanger Options onpages Model configurations may HUCQ m i Installed ° 9 P ° 216-217 for sloped and/or differ from those shown on End of a Beam o skewed U/HU models,and HUG Some HU models do not ° (concealed flange)models. have triangle holes.Contact + •See also HUS series. Simpson Strong-Tie for details. •HUCQ cannot be modified. MOUNTFACE D, a See Hanger tables on pages 105-106.See Hanger Options on pages w 215-224 for hanger modifications,which may result in reduced loads. _ c z These hangers are designed for applications where higher loads are needed(also see HUC and HUCQ). , All hangers in this series have double shear nailing.This patented a } innovation distributes the load through two points on each joist nail for d greater strength.It also allows the use of fewer nails,faster installation,and o the use of common nails for all connections.(Do not bend or remove tabs) MATERIAL:See tables,pages 105-106. ° o FINISH:Galvanized.Some products available in stainless steel or ZMAX®; m° z see Corrosion Information,page 14-15. :• ° INSTALLATION •Use all specified fasteners.See General Notes. Z •Do not use double shear hangers with]-joists. •Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. for m •Not designed for welded or nailer applications. HHUS410 HUS410 1�s°fox's •16d sinkers(0.148"dia.x 31/4 long)may be used where 4k's 10d commons are specified with no reduction in load.Where 16d commons are specified,10d commons or 16d sinkers (0.148"dia.x 31/4"long)may be used at 0.85 of the table load. •With 3x carrying members,use 16dx21/:"(Simpson Strong-rte®N16) HUSC nails into the header and 16d commons into the joist with no load 4 Concealed reduction.With 2x carrying members,use 10dx1/2"nails into the header and 10d commons into the joist,and reduce the load to 0.64 s Flanges 6 ° of the table value. (not available ° OPTIONS:•HUS hangers available with the header flanges turned in for for HHUS, 6 ° 3'/z°wide joist only,with no load reduction.See HUSC Concealed a HGUS and Flange illustration. 6 HUS1.81/10) •Concealed flanges are not available for HGUS,HUS1.81/10 and HHUS. •See Hanger Options,pages 215-224,for sloped and/or skewed ° HHUS and HGUS models. HGUS46 •Other sizes available;contact Simpson Strong Tie for details. 101 ft. www.strongtie.com BC/BCS Post Caps The BCS allows for the connection of 2-2x's to a 4x post or 3-2x's to a 6x post. Double-shear nailing between beam and post gives added strength!The BC series offers dual purpose post cap/base for light cap or base connections. Material:18 gauge " Finish:Galvanized.Some products available in ZMAXO coating and stainless steel;see Corrosion Information. Installation: Load Table • Use all specified fasteners.See General Notes. Gallery of images • Do not install bolts into pilot holes. Code Reports • BCS: install dome nails on beam;drive nails at an angle through the beam into the post below to achieve the table Drawings loads Catalog Page • BC:install with 16d commons or 16dx2 1/2"joist hanger nails. Anchoring Solutions • Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore are Related Categories not recommended for non top-supported installations(such as fences or unbraced carports). Technical Bulletins • To tie multiple 2x members together,the Designer must determine the fasteners required to join members to act as Fliers one unit without splitting the wood. Featured Literature Help for downloads �so"ra Some products may be installed with the Strong-Drive@ SD Structural Connector screw- `�, click here for details INSTALLATION • r rr. t ...X View step-by-step installation instructions Gallery: •top roll over images below to see larger image . l c Pilot haps for matlufactunn .� purposes (�a n o ot ins'I�ll BC4 Cap/Base BC8 Cap/Base BC60 Half Base o 1 v bolts)(Typ) (BC6 similar) (other similar) Beam o ,=r Flanges .,'` f vJ BCS2-2/4 Typical BCS Pd$t 'W2 `2 ! 0 U.S.Patent Installation Flanges G? 5,603,580 Load Table: See code report listings below •top Load Values with Nails These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details. ► These models are approved for installation with the Strong-Drive SD Structural-Connector screw. See the load values below. Dimensions Fasteners oads Model No. W1 Wp L1 L H1 H2 Beam Post Baseteral Flange Flange�Bottoinv CAPS BC4 Wa 33iG 2'/3 2% 3 3 6-16d 6-16d — 980 1000 BC46 WF 5Y2 47/ 2% Th. 2Y2 12-16d 6-16d — 980 1000 / BC4R 4 4 4 4 3 3 12-1.6d 12-16d _ 980 1000 K BC6 5Y2 5'/2 47a 4% Th 3 12-16d 12-16d 1050 2000 BUR 6 6 6 6 3 3 1216d 12-16d — 1050 2000 BC8 T/ 71/2 7'lz 7Y2 4 4 12-16d 12-16d — 1800 2000 BCS2-214 3Vs Sia 27f 2% 2'�G 21�;G 8-10d 6-10d — 780 1025 BCS2-316 44a 5%G 4�3 27l Via 2'5'G 12-16d 6-16d — 800 1495 BASES BC40 3511, — 3'/a — 2'/ — — 6-16d 4-16d 1 510 735 BC40B 4 — 4 — 3 — — 6-16d 4-16d 510 735 BC460 5t/z — 3% — 3 — — 6-16d 446d 450 735 BC60 5% — 5'% — 3 — — 6-16d 4-16d 450 735 BC60B 6 — 6 — 3 — — 6-16d 4-16d 450 735 BC80 732 — 7112 — 4 — — 6-16d 4-16d 450 735 BC80R 1 8 — 8 — 4 — — I 6-16d 4-16d 450 735 1. Allowable loads have been increased 60%for wind or earthquake loading with no further increase allowed;reduce where other loads govern. 2. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers.Values in the tables reflect installation into the wide face.See technical bulletin T-C-SCLCLM for values on the narrow face(edge). 3. Base allowable loads assumes nails have full penetration into supporting member.Loads do not apply to end grain post installations. 4. NAILS:16d=0.162"dia.x 3 1/2"long,10d=0.148"dia.x 3"long.See other nail sizes and information. Load Values with SD Series Screws These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details. Fasteners Allowable Loads Model Nominal Post Beam Post No. Flange Flange Uplift Lateral Size F1 CAPS BCS2-2/4 4x 8-SD9212 6-SD9212 840 1115 1. Must be installed in pairs. Nominal Fasteners Allowable Loads Model Post No. Post Base Uplift Lateral LateralDownload Size Flange Bottom F1 F2 BASES BC41 4x 6-SD10112 4-SD10112 1 805 1 770 1 - BC60 I 6x 6-SD10112 4-SD10112 1 680 1 920 1 - - 2. Load shown for SET epoxy.For AT adhesive use 985 lbs. Code Reports(PDFs): -next .top LEGACY REPORTS IAPMO UES ER ICC-ES ESR CITY OF LOS ANGELES STATE OF FLORIDA ICC-ES NER ICC-ES ER ICC-ES ES Decks&Fences DJT14ZDeck Joist The DJT14Z Deck Joist Tie is designed to attach 2x deck joists to the side of 4x or larger support posts.The DJT14Z can be installed with either nails or bolts. MATERIAL:14 gauge - FINISH:ZMAX®coating;see Corrosion Information,page 14-15. INSTALLATION:•Use specified HOG fasteners.See General Notes. •Recommended:install on post first. •Minimum 2x4 joist and 4x4 post. CODES:See page 13 for Code Reference Key Chart. v These products are available with additional corrosion protection.Additional products on a Typical DJT14Z this page may also be available with this option,check with Simpson Strong-lie for details. Installation These products are approved for installation with the Strong-Drive SD Structural- Connector screw.See page 27 for more information. Fasteners Allowable Loads Model Bolts Nails Bolts Code 1.Loads are for one DJT14Z. 2.Roof loads are 125%of floor loads.Floor loads maybe Ref. No. Nails Floor Roof Floor Roof adjusted for other load durations according to the code, Qty Dia (100) (125) (100) (125) provided they do not exceed the roof loads. DJT14Z 1 8-16d 1 2 5/e MB 1160 1 1400 1220 1400 118,F17 3.NAILS:16d=0.162"dia.x 3'/z"long. See page 22-23 for other nail sizes and information. TAStaircase Angles For use in structurally-sound staircase framing.The TA eliminates costly conventional notching. MATERIAL:12 gauge g, FINISH:TA9ZITA10Z—ZMAX coating;TA9SS/TA10SS—stainless steel; m 10'in see Corrosion Information,page 14-15. o a ORDER:May be ordered as kits with model numbers TA9ZKT and _ TA10ZKT.Each kit includes two ZMAX TA's and Simpson TAR m 1'> P' TA1OZ m 11h'nP' - Strong-Tie®SDS''/a x1'/2"screws. 1 CODES:See page 13 for Code Reference Key Chart. - f - These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details. Model Fasteners Allowable Code r No. Stringer Tread No. Ret. DF/SP(100) Typical TA9Z Alternate F TA9 3-SDS''/4"x1'/z" 2-SDS'/a'xlW 750 Installation Installation TA10 3-SDS''/4°xt'/z" 4-SDS'/,'k1'h' 750 170 (Install at of TA10Z TA10 I 4-SDS Y4"x1'/2" 3-SDS Y4"xl%' 1000 each end of Inverted for stair tread)tread) Double 2x6 Treads 1.Loads may be adjusted for other load durations according to the code. Z 2.See page 26 for SDS screw information. a O U Z ' r y z aMLMMMAnglesf2o oThe ML angle combines strength and versatility through the use Z of Simpson Strong-Tie®Strong-Drive®SDS screws.Fastener holes y are staggered to minimize wood splitting and opposing hole patterns I m m z allows for back to back installation without fastener interference. MATERIAL:12 gauge 0 H FINISH:ML24Z/ML26Z—ZMAX®coating;ML24SS/ML26SS—stainless ! ML24 steel;see Corrosion Information,page 14-15. o INSTALLATION:•Use all specified fasteners.See General Notes. m (ML26 similar) •Simpson Strong-Tie SDS'/4"xi'/2"are not provided with the angle. 1 CODES:See page 13 for Code Reference Key Chart. Z^ 2" I � Lo 4 - These products are available with additional corrosion protection.Additional products on I o this page may also be available with this option,check with Simpson Strong-Te for details. 01 o pfd - Model H Fasteners OF/SP Allowable Loads SPF/HF Allowable Loads Cade i No. (Total) (100)(115)I(125) (160i1(100) (115)((125) (160) Ref. Typical ML26 ML24 4 6-SDS'/4"xlI/V 515 5151515 515144014401440 1 440 Installation - F24 (ML24 similar) ML26 6 8-SDS!/4"x1'/i 1000 109011090 10901 720 1 830 1 900 1 935 199 UPDATED 5/8/2013 ©Boise Cascade Double 2 x 8 SPF #2 Floor Beam1F1301 Dry 2 spans No cantilevers 10/12 slope Wednesday, October 16, 2013 BC CALCO Design Report-US Build 2565 File Name: 1013-EB19 Crossfield Res N.Andover, MA Job Name: Description: Roof Beam Address: 93&95 Union St Specifier: HBB City, State, Zip:North Andover, MA Designer: Customer: Company: CLC Code reports: NLGA Misc: 7C 06-09-00 06-09-00 BO 61 62 Total Horizontal Product Length=13-06-00 Reaction Summary(Down/Uplift) (las) Bearing Live Dead Snow Wind Roof Live BO, 3-1/2" 104/0 486/0 61, 3-1/2" 316/0 1,375/0 B2, 3-1/2" 104/0 486/0 Live Dead Snow Wind Roof Live Trib. Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area(Ib/ft^2) L 00-00-00 13-06-00 15 75 02-03-00 Controls Summary Value %Allowable Duration Case Location Disclosure Pos. Moment 707 ft-lbs 26.7% 115% 1 02-10-01 Completeness and accuracy of input must Neg. Moment -1,103 ft-lbs 41.7% 115% 3 06-09-00 be verified by anyone who would rely on End Shear 403 lbs 17.9% 115% 1 00-10-12 output as evidence of suitability for Cont. Shear 690 lbs 30.7% 115% 3 07-06-00 on bapplication.Output here based on buuildiilds ng code-accepted design Total Load Defl. L/999 (0.034") n/a n/a 1 03-01-10 properties and analysis methods. Live Load Defl. U999 (0.029") n/a n/a 4 03-02-02 Installation of BOISE engineered wood Total Neg. Defl. U999 (-0.002") n/a n/a 1 07-05-05 products must be in accordance with Max Defl. 0.034" n/a n/a 1 03-01-10 current Installation Guide and applicable building codes.To obtain Installation Guide Span/Depth 10.8 n/a n/a 0 00-00-00 or ask questions,please call (800)232-0788 before installation. %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BC CALCO,BC FRAMERO,AJST"" BO Wall/Plate 3-1/2"x 3" 589 lbs n/a 13.2% Unspecified ALLJOISTO,BC RIM BOARD- Bc10, BOISE GLULAM- SIMPLE FRAMING B1 Wall/Plate 3-1/2"x 3" 1,691 lbs n/a 37.9% Unspecified SYSTEM@),VERSA-LAM@,VERSA-RIM B2 Wall/Plate 3-1/2"x 3" 589 lbs n/a 13.2% Unspecified PLUSO,VERSA-RIM@, VERSA-STRAND@),VERSA-STUD@ are Notes trademarks of Boise Cascade Wood Products L.L.C. Design meets Code minimum (0240)Total load deflection criteria. Design meets Code minimum (U360) Live load deflection criteria. Design meets arbitrary(1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Design based on Dry Service Condition. )' The analysis of solid sawn wood members is in accordance with the NDS and is limited to thec,�Cf`ED SRC output shown above. All other support and design for these products, including but not t�/0l`�� GRO y/��` limited to notching, connections, installation, and engineer/architect certification is the F responsibility of the project's design professional of record. n NO.30539 Deflections less than 1/8"were ignored in the results. o ACTON t.' BSACHU5E77S For Concor ._ r torp. Page 1 of 1 Boise Cascade Double 2 x 10 SPF #2 Floor Beam1F1302 Dry 2 spans No cantilevers 0/12 slope Wednesday, October 16, 2013 BC CALCO Design Report-US Build 2565 File Name: 1013-EB19 Crossfield Res N.Andover, MA Job Name: Description:floor beam Address: 93&95 Union St Specifier: HBB City, State,Zip: North Andover, MA Designer: Customer: Company: CLC Code reports: NLGA Misc: v v r r m i v � �v ® it Vr w o� � v i x tir • w vim= r ® w � � yr � w . 06-09-00 ix 06-09-00 BO 61 62 Total Horizontal Product Length= 13-06-00 Reaction Summary(Down/Uplift) (las) Bearing Live Dead Snow Wind Roof Live B0, 3-1/2" 277/37 107/0 B1, 3-1/2" 734/0 327/0 B2, 3-1/2" 277/37 107/0 Live Dead Snow Wind Roof Live Trib. Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area (Ib/ft12) L 00-00-00 13-06-00 40 15 02-03-00 Controls Summary Value %Allowable Duration Case Location Disclosure Pos. Moment 484 ft-lbs 14.1% 100% 2 02-11-07 Completeness and accuracy of input must Neg. Moment -692 ft-lbs 20.2% 100% 1 06-09-00 be verified by anyone who would rely on End Shear 246 lbs 9.9% 100% 2 01-00-12 output as evidence of suitability for Cont. articular application.Output here based ont. Shear 411 lbs 16.5% 100% 1 07-08-00 on building code-accepted design Total Load Defl. L/999(0.012") n/a n/a 2 03-02-12 properties and analysis methods. Live Load Defl. L/999(0.009") n/a n/a 5 03-03-11 Installation of BOISE engineered wood Total Neg. Defl. U999(-0.002") n/a n/a 3 05-00-00 Products must be in accordance with Max Defl. 0.012" n/a n/a 2 03-02-12 current Installation Guide and applicable building codes.To obtain Installation Guide Span/Depth 8.5 n/a n/a 0 00-00-00 or ask questions,please call (800)232-0788 before installation. %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BC CALCO,BC FRAMER@,AJS- BO Wall/Plate 3-1/2"x 3" 385 lbs n/a 8.6% Unspecified ALLJOISTO,BC RIM BOARD- Bc10, BOISE GLULAM- SIMPLE FRAMING B1 Wall/Plate 3-1/2"x 3" 1,061 lbs n/a 23.8% Unspecified SYSTEMO,VERSA-LAMO,VERSA-RIM B2 Wall/Plate 3-1/2"x 3" 385 lbs n/a 8.6% Unspecified PLUS@,VERSA-RIM@, VERSA-STRAND@,VERSA-STUDO are Notes trademarks of Boise Cascade Wood Products L.L.C. Design meets Code minimum (L/240)Total load deflection criteria. Design meets Code minimum (0360) Live load deflection criteria. Design meets arbitrary(1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Design based on Dry Service Condition. The analysis of solid sawn wood members is in accordance with the NDS and is limited to the jEREDARO output shown above. All other support and design for these products, including but not ���� S.G"?o limited to notching, connections, installation, and engineer/architect certification is the �0 n�A responsibility of the project's design professional of record. n NO.30539 _P U) Deflections less than 1/8"were ignored in the results. a ACTON MA CH ETTS CO O �J G OF MPSgP For Concord u. oo Page 1 of 1 •p T. ,r 7-7 jlj =ki. � 11 � r i M i ..• i! 1 lit �i ttt 9 9 d 1 I-t`+t / 1; tit i=tFt• y{} ., � .• 1 itl ttf l}}tt t, }} p f 1 i i_M1I1 t 1 IFlityf;'t/�9 }}}}iy{4Y ter„ 1 F'1.'j 1.k ytte }!4 eb{}4}}•. tttt ---------------------------------------------------------- Crossfield Consulting, Inc. w.crossfieldkcrossfield-usa.com Crossfield.Consulting is a Delaware C-Corporation that is licensed and bonded in good standing since 1998. 5 sir-hst+ as a�:�,.�r� �-'a�� ��• � " F ^ s F q ! 4"<i 3 64�5 II 'Y'• d J ---w-;�... != C .III IIIII�101 �� III ��'' L } 103 s��fr- �T'�r..+ ^�rl'`F�'t fi'r�q �'`-✓ �� � �� ?r � Y e P'�. Jane Grover From: Heath Boisvert[hboisvert@concordlumbercorp.com] Sent: Thursday, October 10, 2013 7:31 AM To: Jane Grover Subject: FW: Crossworth Porch picture and measurements. This is the existing porch, they plan to leave the roof and remove the deck below. -Replace the posts with 6x6's, add a post in the middle and keep beam the same if possible. -Flat roof will be pitched with angle cut sleepers to 1 or 2 pitch. EPDM roofing -Door above in pictures will become a window,we don't need to show anything for this. -New deck framing, new rail, no plywood blockade at end. We are ONLY drawing framing plans with dimensions for this project and doing the calcs for the beams. He dimensioned the pictures pretty well and he can get us any dimensions we need so we do not have to do a site visit. I told him it would be $300-500 and would be done mid-next week. Heath Boisvert I Department Manager I Designer Architecture Department-Concord Lumber Corporation 2 Omega Way I Littleton, MA 01460 Phone: 978.486.0761 1 Fax: 978.486.0762 Direct Line: 978.679.1585 www.concordiumbercorio.com From: Warren Crossfield [mailto:warren(dcrossfield.co] Sent: Wednesday, October 09, 2013 1:39 PM To: hboisvertCcbconcordlumbercorp.com Subject: Porch picture and measurements. Hi Heath Just back from the building inspectors office. I spoke with the assistant there and they indicated that the structural drawings of the framing should be sufficient to pull the permit. Attached is the picture(s) I took of the porch and overlaid measurements onto the picture in one of them. At best guess presently the framing members under the current posts are 2x8's. I ran a straight edge on the span and I didn't see any sagging. Any other measurement's please just ask. I should be able to reply reasonably quickly with any additional information you might need. 1