HomeMy WebLinkAboutBuilding Permit #211-11 - 206 APPLETON STREET 9/10/2010 BUILDINGPERMIT 0* tAO DTH
TOWN OF NORTH ANDOVER 3� 4` `-` `° �0
APPLICATION FOR PLAN EXAMINATION
Permit NO l Date Received RArm
Date Issued:
IMPORTANT:Applicant must complete all items on this page
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TYPE OF IMPROVEMENT PROPOSED USE
Resid Non- Residential
Ne One '
ddition wo more family Industrial
on No. of units: Commercial
Repair, replacement Assessory Bldg Others:
Demolition Other
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DESCRIPTION OF WORK TO BE PREFORMED:
I
i Identification Please Type or Print Clearly)
OWNER: Name: cox i,r/ Phone: ? 4P 7047 S�
Address:
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ARCHITECT/ENGINEER Phone:
Address: Reg. No.
FEE SCHEDULE.BULD/NG PERMIT:$12.00 PER$1000.00 OF THE TOTAL ESTIMATED COST BASED ON$125.00 PER S.F.
Tota! Project Cost: $ J-0 , FEE: $ �/G
Check No.: ` Receipt No.:
y NOTE: Persons contracting with unregistered contractors do not have access to the guaranty fund
S� raafiur� f e-h Owner Sa nature=of�con actor=
Location s e4 _w!5!z A—�"—
No. Date
MO"'M TOWN OF NORTH ANDOVER
F? ° • Lp �
Certificate of Occupancy $ v
1'�s''•°''tom Building/Frame Permit Fee
JACNust
Foundation Permit Fee $
Other Permit Fee $
TOTAL $
Check #
Building Inspector
Plans Submitted Plans Waived Certified Plot:Plan Stamped Plans
TYPE OF SEWERAGE DISPOSAL
Public SewerSwimmin Pools
Tanning/MassageBody Art g
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
DATE REJECTED DATE APPROVED
PLANNING & DEVELOPMENT
COMMENTS
CONSERVATION Reviewed on Signature
COivi'MEN T S
HEALTH Reviewed on Signature
o •
COMMENTS
Zoning Board of Appeals: Variance, Petition No: Zoning Decision/receipt submitted yes
Planning Board Decision: Comments
Conservation Decision: Comments
Water $ Sewer Connection/Signature &Date Driveway Permit
DPW Town Engineer: Signature:
Located 384 Osgood Street
E� RIIer 'YDtaatpserr� rter; esti.
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nLmcated zat-iz n #reef i T
1 t
�;IT �aepa.-m,ent s��r�a���ir�ate
4 4
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Dimension
Number of Stories: Total square feet of floor area, based on Exterior dimensions. Z8�
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)
❑ Notified for pickup - Date
Doc.Building Permit Revised 2010
i
i
Building Department
The following is a list of the required forms to be filled out for the appropriate permit to be obtained.
Roofing, Siding, Interior Rehabilitation Permits
❑ Building Permit Application
❑ Workers Comp Affidavit
o Photo Copy Of H.I.C. And/Or C.S.L. Licenses
❑ Copy of Contract
o Floor Plan Or Proposed Interior Work
o 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
o Certified Surveyed Plot Plan
o Workers Comp Affidavit
L3 Photo Copy of H.I.C. And C.S.L. Licenses
o Copy Of Contract
❑ Floor/Crossection/Elevation Plan Of Proposed Work With Sprinkler Plan And
Hydraulic Calculations (If Applicable)
L lvi
"ass 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
o Certified Proposed Piot Plan
o 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
o Engineering Affidavits for Engineered products
NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit
In all cases if a variance or special permit was required the Town Clerks office must stamp the decision from the Board of Appeals
that the appeal period is over. The applicant must then get this recorded at the Registry of Deeds. One copy and proof of recording
must be submitted with the building application
Doc:Building Permit Revised 2008
� NOIy ,
TO" of RT_ Andover
No, ;L0 it
�( o dover, Ma4, I O. O •
T Q LAKE /`
COCHICMEWICK
�d�0RATE D P'I?
C5
7�7 BOARD OF HEALTH
Food/Kitchen
PERMIT, T D Septic System
BUILDING INSPECTOR
THIS CERTIFIES THAT......Q-41pno-16......... ...
•1��..�M.�l.............................................................. Foundation
has permission to erect..............:......................... buildings on z.-0.4..........��K�►+0
0**.........J ..... Rough
10
to be occupied as �I. 0.Q.�...................................................................to
provided that the person accepting this permit shall in every respect conform to the terms of the application on file in Final
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 MONTHS
ELECTRICAL INSPECTOR
UNLESS CONSTR !<]
TS Rough
.. ...Z
.. ...........................................................
..... Service
BUILDING INSPECTOR
Final
Occupancy Permit Required to Occupy Building GAS INSPECTOR
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.
SEE REVERSE SIDE Smoke Det.
Daniel J.Parker,A.I.A.
A R C H I T E C T
158 Gale Avenue
Bradford,MA 01835
Architecture ♦ Planning ♦ Project Development
Voice/Fax:978-373-2446
Mark Bibeault Custom Builder
18 Dufton Rd0
Andover,MA 01810
Re: COSKRIN ADDITION
206 Appleton Street
North Andover,MA
Framing Inspection Affidavit
Dear Mark,
Per your request, I visited the Project on Friday, 10/29/10 to review the
framing of the addition for the Project noted above. During the visit I reviewed
all framing members including the LVL ridge, rafters, headers, studs, posts and
joists and observed that the materials and connections.installed to be consistent
with the Project plans dated 9/10/10 and the installation to be in compliance
with the details shown on the construction drawings that were submitted for the
building permit.
It is my professional opinion that the framing appears complete and the
work was performed in a manner consistent with the construction drawings,
which were approved for the Building Permit, and that it meets the applicable
specifications and details.
If you should have any questions, please feel free to give me a call and I'll
be glad to discuss them with you.
Yours tr ly,
ED Aft,
Dance . Park A.I.A. VERHIL,
Architect MASS. �zs
MA Registration#5958
I
Generated by REScheck-Web Software
Compliance Certificate
Project Title: Coskren
Energy Code: 2007 IECC
Location: Essex County, Massachusetts
Construction Type: Single Family
Project Type: Addition/Alteration
Heating Degree Days: 6499
Climate Zone: 5
Construction Site: Owner/Agent: Designer/Contractor:
206 Appelton St Alabama ELITE BUILDING CONTRACTORS
North Andover,Massachusetts 01845 5 WINDMERE DR
RAYMOND,New Hampshire 03077
978-815-9712
Compliance: Maximum UA:96 Your UA:93
Floor:All-Wood Joist/Truss Over Uncond.Space 256 0.0 19.0 11
Wall:Wood Frame, 16in.o.c. 200 0.0 19.0 11
Window:Wood Frame,2 Pane w/Low-E 70 0.300 21
SHGC:0.00
Wall:Wood Frame, 16in.o.c. 128 0.0 19.0 6
Window:Wood Frame,2 Pane w/Low-E 54 0.300 16
SHGC:0.00
Wall:Wood Frame, 16in.o.c. 128 0.0 19.0 6
Window:Wood Frame,2 Pane w/Low-E 54 0.300 16
SHGC:0.00
Ceiling:Cathedral 256 0.0 38.0 6
Boiler 1: 90 AFUE
Air Conditioner 1: 13 SEER
Compliance Statement: The proposed building design described here is consistent with the building plans,specifications,and other
calculations submitted with the permit application.The proposed building has been designed to meet the 2007 IECC requirements in
REScheck-Web and to comply with the mandatory requirements listed in the REScheck Inspection Checklist.
Name-Title Signature Date
Project Title: Coskren Y Report date: 09/08/10
Data filename: Page 1 of 4
CGenerated by REScheck-Web Software
�J( Inspection Checklist
Ceilings:
❑ Ceiling:Cathedral,R-38.0 continuous insulation
Comments:
Above-Grade Walls:
❑ Wall:Wood Frame, 16in.o.c.,R-19.0 continuous insulation
Comments:
❑ Wall:Wood Frame,16in.o.c.,R-19.0 continuous insulation
Comments:
(J Wall:Wood Frame, 16in.o.c.,R-19.0 continuous insulation
Comments:
Windows:
❑ Window:Wood Frame,2 Pane w/Low-E,U-factor:0.300
For windows without labeled U-factors,describe features:
#Panes Frame Type Thermal Break? Yes No
Comments:
❑ Window:Wood Frame,2 Pane w/Low-E,U-factor:0.300
For windows without labeled U-factors,describe features:
#Panes Frame Type Thermal Break? Yes No
Comments:
❑ Window:Wood Frame,2 Pane w/Low-E,U-factor:0.300
For windows without labeled U-factors,describe features:
#Panes Frame Type Thermal Break? Yes No
Comments:
Note:Up to 15 sq.ft.of glazed fenestration per dwelling is exempt from U-factor and SHGC requirements.
Floors:
❑ Floor:All-Wood Joist/Truss Over Uncond.Space,R-19.0 continuous insulation
Comments:
Floor insulation is installed in permanent contact with the underside of the subfloor decking.
Heating and Cooling Equipment:
❑ Boiler 1::90 AFUE or higher
Make and Model Number:
❑ Air Conditioner 1::13 SEER or higher
Make and Model Number:
Air Leakage:
❑ Joints,attic access openings,and all other such openings in the building envelope that are sources of air leakage are sealed.
❑ Recessed lights in the building thermal envelope are 1)type IC rated and ASTM E283 labeled and 2)sealed with a gasket or caulk
between the housing and the interior wall or ceiling covering.
❑ Access doors separating conditioned from unconditioned space are weather-stripped and insulated(without insulation compression or
damage)to at least the level of insulation on the surrounding surfaces.Where loose fill insulation exists,a baffle or retainer is installed
to maintain insulation application.
❑ Wood-burning fireplaces have gasketed doors and outdoor combustion air.
Project Title: Coskren Report date: 09/08/10
Data filename: Page 2 of 4
Sunrooms:
❑ Sunrooms that are thermally isolated from the building envelope have a maximum fenestration U-factor of 0.50 and the maximum
skylight U-factor of 0.75.New windows and doors separating the sunroom from conditioned space meet the building thermal envelope
requirements.
Vapor Retarder:
A minimum of Class II(1.0 perm)vapor retarder is installed on the interior side of above-grade framed walls or it has been determined
that moisture or its freezing will not damage the materials.
Exceptions:
Class III(10 perm or less)vapor retarder is permitted for vented cladding over OSB,plywood,fiberboard,gypsum,or for sheathing
over 2x4 framing having insulation of R-5 or better,or for sheathing over 2x6 framing having insulation of R-7.5 or better.
Materials Identification and Installation:
Materials and equipment are installed in accordance with the manufacturer's installation instructions.
I] Insulation is installed in substantial contact with the surface being insulated and in a manner that achieves the rated R-value.
Materials and equipment are identified so that compliance can be determined.
Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment have been provided.
Insulation R-values,glazing U-factors,and heating equipment efficiency are clearly marked on the building plans or specifications.
Duct Insulation:
❑ Supply ducts in attics are insulated to a minimum of R-8.All other ducts in unconditioned spaces or outside the building envelope are
insulated to at least R-6.
Duct Construction:
i] Air handlers,filter boxes,and duct connections to flanges of air distribution system equipment or sheet metal fittings are sealed and
mechanically fastened.
All joints,seams,and connections are made substantially airtight with tapes,gasketing,mastics(adhesives)or other approved closure
systems.Tapes and mastics are rated UL 181A or UL 181 B.
Building framing cavities are not used as supply ducts.
❑ Automatic or gravity dampers are installed on all outdoor air intakes and exhausts.
Additional requirements for tape sealing and metal duct crimping are included by an inspection for compliance with the International
Mechanical Code.
Temperature Controls:
❑ Thermostats exist for each separate HVAC system.A manual or automatic means to partially restrict or shut off the heating and/or
cooling input to each zone or floor is provided.
Heating and Cooling Equipment Sizing:
F1 Additional requirements for equipment sizing are included by an inspection for compliance with the International Residential Code.
For systems serving multiple dwelling units documentation has been submitted demonstrating compliance with 2006 IECC Commercial
Building Mechanical and/or Service Water Heating(Sections 503 and 504).
Circulating Service Hot Water Systems:
Circulating service hot water pipes are insulated to R-2.
Circulating service hot water systems include an automatic or accessible manual switch to tum off the circulating pump when the
system is not in use.
Heating and Cooling Piping Insulation:
HVAC piping conveying fluids above 105 degrees F or chilled fluids below 55 degrees F are insulated to R-2.
Certificate:
❑ A permanent certificate is provided on or in the electrical distribution panel listing the predominant insulation R-values;window
U-factors;type and efficiency of space-conditioning and water heating equipment.The certificate does not cover or obstruct the visibility
of the circuit directory label,service disconnect label or other required labels.
NOTES TO FIELD:(Building Department Use Only)
Project Title: Coskren Report date: 09/08/10
Data filename: Page 3 of 4
Project Title: Coskren Report date: 09/08/10
Data filename: Page 4 of 4
2007 IECC Energy
Efficiency Certificate
Ceiling/Roof 38.00
Wall 19.00
Floor/Foundation 19.00
Ductwork(unconditioned spaces):
Window 0.30
Door
..
Other Non-Gas-Fired Boiler 90 AFUE
Conditioner 13 SEER
Water Heater:
Name: Date:
Comments:
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2010.2 Allowable Stress Design LOAD TABLE 2 PLIES 1.750 X 11.875 LP LVL2950Fb-2.OE DESIGN CRITERIA MSI: 0.86
NOTE: RSI: 0.55
1.THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 — PLIES FASTENED ASI: 0.49
• - NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE UI.OTHER LOAD CASES TOGETHER (REFER TO NOTES).
THE VERTICAL LOADS SHOWN VERIFICATION OF FOR PATTERN LIVE LOADING ARE CHECKED AS REOU RED. —
METHOG,DEFLECTION SEISMIC
BRAC FRAMING (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) LIRE LOAD _ 50 PSF
METHODS,WIND AND SEISMIC BRACING,AND OTHER DEAD LOAD — IS PSF
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 65 PSS
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT—IN—SX FT—IN—SX
OR ARCHITECT. UNIFORM ROOF LIVE SIDE 425 PLF 00-00-00 16-00-00 1.00 ROOF LEFT SPAN CARR. 8.50 FT
2.PROVIDE RESTRAINTAT SUPPORTS TO ENSURE UNIFORM ROOF DEAD SIDE 128 PLF 00-00-00 16-00-00 0.90 ROOF RIGHT SPAN CARR. 8.50 FT
LATERAL STABILITY. UNIFORM BEAM WEIGHT 12 PLF 00-00-00 16-00-00 0.90
3.DO NOT CUT,NOTCH OR DRILL LP LVL. DEFLECTION CRITERIA
4.SHIM ALL BEARINGS FOR FULL CONTACT. WARNING NOTES: LIVE LOAD DEFL: L / 240
5.VERIFY DIMENSIONS BEFORE CUTTING LP LVL TOTAL LOAD DEFL: L / 180
TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
6.THIS LP LVL IS TO BE USED AS A ROOF BEAM ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP[JOISTS IS CODE COMPLIANCES
MAKE PROVISION FOR ADEQUATE DRAINAGE. STRICTLY PROHIBITED.ANY MODIFICATION OFTHIS DOCUMENT REQUIRES REVIEW REPORT #
7.COMPRESSION EDGE BRACING REQUIRED AT 3Y A DESIGN PROFESSIONAL ICC—ES ESR-1254
EACH END OF COMPONENT. L.A. City RR-25167
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL HUD 1214f
ATTACH THE TWO PLIES WITH 2 ROWS OF 16d BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, CCMC 11518—R
(3-1/2")NAILS AT 8"OC.STAGGER ROWS. ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS
NAILS CAN BE DRIVEN FROM ONE FACE OR HALF BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
FROM EACH FACE.NAILS MAY BE COMMON OR
BOX NAILS WITH A MINIMUM SHANK DIAMETER ANCHOR LP LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS.
OF 0.131". 16d SINKERS(3-1/4")MAYBE
USED,BUT HALF MUST BE DRIVEN FROM THIS COMPONENT MEETS CODE ALLOWED DEFLECTION CRITERIA:CALCULATED
EACH FACE. DEFLECTION EXCEEDS 3/4"AND SHOULD BE REVIEWED BY PROJECT DESIGNER
FOR ADEQUACY.
LP LVL ROOF BEAMS ARE MANUFACTURED WITHOUT CAMBER,THEREFORE,IN
ADDITION TO COMPLYING WITH THE DEFLECTION LIMITS OF LOCAL BUILDING
CODES,OTHER DEFLECTION CONSIDERATIONS SHOULD BE EVALUATED BY THE
PROJECT ENGINEER OR ARCHITECT SUCH AS PONDING,CRACKING AND
AESTHETICS.(POSITIVE DRAINAGE IS ESSENTIAL)
THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT(6.25 SO FT)
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No.47462
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11.875
SUPPORT REACTIONS (LBS):
MAXIMUM B E AR I NG NUMBER
1 2 1.750
DOWN 4515 4515 3.500
UPLIFT --- ---
CROSS SECTION
MIN BEARING SIZES (IN—SX)
3— 8 3— 8
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.6D" 0.79"
DEAD LOAD 0.29" 16— 0— 0
TOTAL LOAD 0.79" 1.05" "'THIS DRAWING IS NOT TO SCALE
Handling&Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP IJoist Specifications Software Provided By: 09/03/10 IBC
Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the 'Supports and connections for LP LVL,LP LSL,CTR and LPI to be specific applications. LP Engineered Wood Products
plumb and for resisting lateral forces shall be designed and complete structure.Obtain all the necessary code compliance approval and'Common nails driven parallel to glue lines shall be spaced a minimum of 4"for 10d 414 Union Street,Suite 2000
installed by others.No loads are to be applied to the instructions from the designers of the complete structure before using this and 3"for 8d. Nashville,TN 37219
component until after all the framing and fastening are component.If the design criteria listed above does not meet focal building 'Do not cut,notch,drill or alter LP LVL,LP LSL and CTR,LP IJeists except as shown Phone 800.515.7570
completed.At no time shall loads greater than design loads code requirements,do not use this design.When this drawing is signed in published material from LP any use of LP LVL,LSL and CTR,LP IJoists contrary
be applied to the component, and sealed,the structural design is approved as shown in this drawing to the limits set forth hemon,negates any express warranty of the product and LP Fax 866.753.4369
Design Criteria based on data provided by the customer.LP LVL,LP LSL and CTR,LP disclaims all implied wenanties including the implied warranties of merchantability
9 I-joists are made without camber and will deflect under load.Wood In direct and fitness for a particular use.
The design and material specified are in substantial contact with concrete must be protected as required by code.Continuous DWG #
conformity with the latest revisions of NDS.'Dead load lateral support is assumed(wall,floor beam,etc.).LP does not provide
deflection includes adjustment factor for creep.Total load on-site inspection.This drawing must have an Architect's or Enginee's seal'A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR SHEET #
detction is instantaneous. Iafixed to be considered an Engineering document.
LP is a registered trademark of Louisiana-Pacific Corporation.
File:c:\Program Files\LP\Wood-E Design\2010.2\WOODE.SPX
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21 FOS e'seated Exam coon debns escribe bo
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22 DisPo$e mplete addition as d
the Costs Jot e Cost for pelt
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All materials are guaranteed to be as specified.All work is to be completed in a professional manner according to standard
practices. Any alteration or deviation from the above specifications involving extra costs will be executed only upon written
orders,and will become an extra charge over and above the estimate.All agreements contingent upon strikes,accidents or
delays beyond our control.Owner to carry fire,tornado,and other necessary insurance.Our workers are fully covered by
Workmen's Compensation Insurance.
Payment to be made as follows:
First Payment of $15.000.00 at receipt of Building permit,plus permit
costs
Second payment of $10,000.00 when addition is roofed
Third payment of $ 7500.00 when additionv frame inspected
Forth payment of $5000.00 when.intetriof is paint ready
Fifth and final payment $5150.00 when final inspection is done
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2
Daniel J.Parker,A.I.A.
A R C H I T E C T
158 Gale Avenue
Bradford,MA 01835
Architecture ♦ Planning ♦ Project Development
Voice/Fax:978-373-2446
September 10,2010
Mark Bibeault Custom Builder
18 Dufton Rd
Andover, MA 01810
Re: KOSKRIN ADDITION
206 Appleton Street
North Andover,MA
Framing Certification
Dear Mark,
Per your request, I reviewed the framing diagrams/drawings of the addition prepared for the
Project noted above and have noted sizes of required framing members. Attached please find
calculations of the framing members including the LVL s, beams/headers, rafters and joists. These
calculations are based upon requirements of the M.S.B.C. One & Two Family Dwelling Code/780 CMR
for the following loading:
Floor Load Live =40 PSF/Live Floor Load Dead= 15 PSF/Dead
Roof Load Live=50 PSF/Snow Roof Load Dead =15 PSF/Dead
Member sizes are as follows:
Ridge beam= BCI 13/4' x 16" LVL/Versa-lam 2.0-3100 SP
Header under Ridge= (3) 2x12's (SPF #2) or (3) 13/4' x 91/2' LVL/Versa-lam 2.0-3100 SP
Roof Rafters = 2 x 10's @ 16" O.C.
Floor Joist= 91/2' BCI 6000s-1.8 SP I-joists @ 16" O.C.
Typical Headers= (3) 2 x 10's (SPF #2)
These drawings and calculations represent the final construction Project specifications/drawings and
should be submitted for the building permit. I hereby signify in my professional opinion that the noted
framing sizes shown on the attached drawings/specifications meet or exceed the requirements of the
M.S.B.C. One & Two Family Dwelling Code/780 CMR and in doing so, I have affixed my seal &
signature.
If you should have any questions, please feel free to give me a call and I'll be glad to discuss
them with you.
urs tru y,
Daniel J.Pare A.I.A.
ArchitectCD
�s
MA Registration#5958
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Daniel J.Parker,A.I.A. Page No. of
A R C H I T E C T Calc.by LR Date I'D
158 Gale Avenue Scale:
Haverhill,MA 01830 •
Architecture ♦ Planning • Project Development Beam#: � .p
'Voice/Fax:978-373-2446
Location �L Ll
Type: [Wood [ ]Steel 1
Design Criteria. � J
r O[y
Fb=
E _
Fv =
Load' Criteria:
Span L= �� (�Q 6� [ DL [ ]Point [ ]Overhang [ ]Partial
T T
BEAM
oadi ig
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X
AA
nye, �AgAR C?.
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engineering data. . . . . . . . . . . . . . . . . . . . .
®Boise Cascade Single 9-1/2" BCI® 6000s-1.8 SP Joist\J01
BC CALC®3.0 Design Report-US 1 span I No cantilevers 10/12 slope Friday, September 10, 2010
Build 440 16 OCS Repetitive Glued &nailed construction
File Name: COSKRIN.BC
Job Name: COSKRIN ADDITION Description: J01
Address: 206 Appleton Street Specifier: Daniel J Parker, AIA
City, State, Zip: North Andover, MA Designer: Daniel J Parker, AIA
Customer: Company: Daniel J P ker-Archit t
Code reports: ESR-1336 Misc: Page of 1-1
,
16-00-00
B0,4-1/4" B1,4-1/4"
LL 427 Ibs LL 427 lbs
DL 160 lbs DL 160 lbs
Total Horizontal Product Length=16-00-00
Live Dead Snow Wind Roof Live OCS(in.)
Load Summary
Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125%
1 Standard Load Unf. Area (psf) L 00-00-00 16-00-00 40 15 16
Controls Summary Value %Allowable Duration Case Span Disclosure
Pos. Moment 2,179 ft-lbs 68.8% 100% 1 1 - Internal Completeness and accuracy of input must
End Reaction 587 lbs 42.7% 100% 1 1 - Right be verified by anyone who would rely on
Total Load Defl. U443 (0.418") 54.2% 1 1 output as evidence of suitability for
Live Load Defl. U609 (0.304") 78.9% 1 1 particular application.Output here based
8% 1 1 on building code-accepted design
Max Defl. 0.418" 41.
Span/Depth 19.5 8% 1 properties and analysis methods.
P P Installation of BOISE engineered wood
products must be in accordance with
%Allow %Allow current Installation Guide and applicable
Bearing Supports Dim.(L x W) Value Support Member Material building codes.To obtain Installation Guide
BO Wall/Plate 4-1/4"x 2-5/16" 587 lbs 10.6% n/a Southern Pine ask questions,please call
(8
B1 Wall/Plate 4-1/4"x 2-5/16" 587 lbs 10.6% n/a Southern Pine ($00)232-0788 before installation.
BC CALC®,BC FRAMER®,AJS-,
Notes ALLJOISTO,BC RIM BOARDT'" BCI®,
BOISE GLULAMT^' SIMPLE FRAMING
Design meets Code minimum (U240)Total load deflection criteria. SYSTEM®,VERSA-LAM®,VERSA-RIM
Design meets User specified (0480) Live load deflection criteria. PLUS®,VERSA-RIM®,
Design meets arbitrary(1") Maximum load deflection criteria. VERSA-STRAND®,VERSA-STUD@ are
Composite EI value based on 23/32"thick sheathing glued and nailed to joist. trademarks of Boise Cascade,L.L.C.
No. S9 Y-
HA`E RNf Ur r_
r,f
Page 1 of 1
Eastern Product Profiles
Fe, 05, o l
Oirease
__ - __ BCI®Joists,• , --.—
CATEGORY 1RY 2 CATEGORY 3 CATEGORY 4 CATEGORY 5 VERSA-LAM VERSA-LAM® VERSA-LAM°
BCI®5000s 1. s 1.8 BCI®6500s 1.8 BCI®60s 2.0 BCI®90s 2.0 1.7 2650* 2.0 3100SP 2.03100
_ 11/2"T 1'/z'"I1Va"T T 1'/8'T 1 T9'/2" /z" 11'/e" 11'/s" 3'h i I 5�/2" 5'h"
117 3/8' 14" 3/6" 14" I to 1 ;i I to
11 /8' 3/8' 11 /6" to 16' .3/6" 11 /s14" 14" 16" 16" , I &24" 24"
14" 16" 1g"
2" " 29/16" 25/6" 3'/z" 1'/z'", 13/4",31/1' 1/2", 13/a' 3�/z',5' ',T"�*Product ma . Check with supplier or Boise representative for availability.
Increase in crease in span length.See page 4 for BCI®Residential Floor Span Tables.
*For further information , refer to VERSA-LAM®1.7 2650 Header Guide.
�i
BCI° Joist Architectural Specifications
Scope: This work includes the complete Design: The BCI®Joists shall be sized Storage and Installation: The BCI®
furnishing and installation of all BCI®Joists and detailed to fit the dimensions and loads Joists, if stored prior to erection, shall be
as shown on the drawings, herein specified indicated on the plans.All designs shall be stored in a vertical and level position and
and necessary to complete the work. in accordance with allowable values and protected from the weather. They shall
Materials: BCI®Joists shall be manu- section properties developed in accordance be handled with care so they are not
factured by Boise Engineered Wood with ASTM D5055 and listed in the damaged.
Products with oriented strand board governing code evaluation service's report. The BCI®Joists are to be installed in
webs, VERSA-LAM®laminated veneer Drawing: Additional drawings showing accordance with the plans and the Boise
lumber flanges and waterproof,structural layout and detail necessary for determining Engineered Wood Products Installation
adhesives. fit and placement in the building are(are Guide.Temporary construction loads which
Joist webs shall be graded Structural I not)to be provided by the supplier. cause stresses beyond design limits are
Exposure 1 by an agency listed by a model Fabrication: The BCI®Joists and section not permitted. Erection bracing shall be
code evaluation service. Strands on the properties shall be manufactured in a plant provided to keep the BCI®Joists straight
face layers of the web panels shall be evaluated for fabrication by the governing and plumb as required and to assure
oriented vertically in the joist. The web code evaluation service and under the adequate lateral support for the individual
panels shall be glued together to form a supervision of a third-party inspection BCI®Joists and the entire system until the
continuous web member.The web panels agency listed by the corresponding sheathing material has been applied.
shall be machined to fit into a groove in evaluation service. Codes: The BCI®Joists shall be evaluated
the center of the wide face of the flange by a model code evaluation service.
members so as to form a pressed glue joint
at that junction.
Gds 9A11-J App!jZrn!
Project: N• 14'W n Wg
Daniel J.Parker,A.I.A. Page No.A��of
A R C H I T E C T Calc.by Date V 4
158 Gale Avenue Scale: t-M<,:
Haverhill,MA 01830
s •
Architecticre ♦ Planning ♦ Project Development Beam#:
Voice/Fax:978-373-2446
Location
Type: [W�ood [ ]Steel
Desim Criteria: <
Fb L 00
E _
]Fv =
Loading Criteria:
Span L= S 41 [ ]UDL [ ]Point [ ]Overhang [ ]Partial
P '
b .,..v . . �.�.r .
a
5 � t�
BEAM77
oadi ig I
44)
A o ;
mo 9
Mbar
engineering data. . . . . . . . . . . . . . . . . . . . .
Project:COSKRIN ADDITION 1page
Daniel J. Parker P�
Location:ROOF RAFTERS//RR-01 �J
Roof Rafter t Daniel J Parker,Architect
(2006 International Building Code(2005 NDS)] 158 Gale Ave or
1.51Nx9.251Nx9.66FT(8.7+1)@ 16 O.C.
Haverhill,MA 01830
#2-Spruce-Pine-Fir-Dry Use
Section Adequate By: 177.6% StruCalc Version 8.0.101.0 9/10/2010 7:57:59 AM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center Right
Live Load 0.07 IN U1536 0.00 IN U8280
Dead Load 0.02 in 0.00 in
Total Load 0.09 IN U1176 0.00 IN Ulnfinity
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
RAFTER REACTIONS
LOADS REACTIONS
Upper Live Load @ A 216 plf 289 Ib
Upper Dead Load @ A 68 plf 90 Ib
Upper Total Load @ A 284 plf 379 Ib
Lower Live Load @ B 269 plf 359 Ib .,... .,..w. _... _.,.
Lower Dead Load @ B 85 plf 114 Ib A 8.66 n
Lower Total Load @ B 355 plf 473 Ib
RAFTER SUPPORT DATA
A 5 RAFTER LOADING
Bearing Length 0.59 in 0.74 in Uniform Floor Loading
RAFTER DATA Interior Eave Roof Live Load: LL= 50 psf
Span Length 8.66 ft 1 ft Roof Dead Load: DL= 15 psf
Rafter Pitch 4 :12 Slope Adjusted Spans And Loads
Roof sheathing applied to top of joists-top of rafters fully braced. Interior Span: L-adj= 9.13 ft
Roof Duration Factor 1.15 Eave Span: L-Eave-adj= 1.05 ft
Peak Notch Depth 0.00 Rafter Live Load: wL-adj= 60 plf
Base Notch Depth 0.00 Eave Live Load: wL-Eave-adj= 60 plf
MATERIAL PROPERTIES Rafter Dead Load: wD-adj= 19 plf
#2-Spruce-Pine-Fir Rafter Total Load: wT-adj= 79 plf
Base Values Adjusted Eave Total Load: wT-Eave-adj= 79 plf
Bending Stress: Fb= 875 psi Fb'= 1273 psi
Cd=1.15 CF=1.10 Cr-1.15
Shear Stress: Fv= 135 psi Fv'= 155 psi
Cd=1.15
i
Modulus of Elasticity: E_ . 1400 ksi E'= 1400 ksi
Min.Mod.of Elasticity: E_min= 510 ksi E_min'= 510 ksi
Comp.-L to Grain: Fc-1= 425 psi Fc--L'= 425 psi
i
Controlling Moment: 817 ft-lb
'
r0 4
4.326 Ft from left support of span 2(Center Span)
� �
Created b combiningall dead loads and live loads onspan(s)2 u' -L J P�',:� �nY +
Controlling Shear: -308 lb
At a distance d from right support of span 2(Center Span) mo. 5S- f a �•
Created by combining all dead loads and live loads on span(s)2,3 Hey`.Y-1I
" MAS
Comparisons with required sections: Read Provided
Section Modulus: 7.71 in3 21.39 in3
F
Area(Shear): 2.97 in2 13.88 int . °,.
t\ ,
Moment of Inertia(deflection): 22 in4 98.93 in4 T
' J
Moment: 817 ft-Ib 2269 ft-Ib
Shear: -3081b 14361b
NOTES
page
Project:COSKRIN ADDITION /^
Daniel J. Parker
Location:ROOF RAFTERS//RR-01 {�
Roof Rafter HaGale
J Parker,Architect158
(2006 International Building Code(2005 NDS)] IwoGale Ave of
1.5 IN x 9.25 IN x 9.66 FT(8.7+1)@ 16 O.C. Haverhill, MA 01830
#2-Spruce-Pine-Fir-Dry Use
Section Adequate By: 177.6% StruCalc Version 8.0.101.0 9/10/2010 7:58:01 AM
Controlling Factor:Moment
VMD DlAQRAM
400 356 lbs @ 0 ft
200
Shear(Ibs)
0
-200
-400
-365 lbs @ 9 ft
900 817 ft-lbs @ 4 ft
450
d ent(ft-Ib)
0
-450
-900
-11 ft-lbs @ 9 ft
-0.07 .025 in @ 9.7 ft
-0.03
)e ection(in)
0-
0.03-
0.07—
0.030.07
0.068 in @ 4.3 ft
A
8.66 ft _B 1ft�
Gds KR//�J �p�l jZonl
1 Project: /U. ATV C6LIE'
Daniel J.Parker,A.I.A. Page No. of
A R C H I T E C T Calc.by Date V 1
158 Gale Avenue Scale:Haverhill,MA 01830
Architecture ♦ Planning ♦ Project DeoelMnent Beam#:R-t
Voice/Fax:978-373-2446
Location:
"0 tie Type: [Wood [ ]Steel �.►v�/:••
AA
;3at
„ Design Criteria:
Fb
2 1 E -
FV =
'[a
Loaditfi,Criteria:
Span L= ` CP`p [ DL [ ]Point [ ]Overhang [ ]Partial
P
�o
N
BEAM
®yq
n
IV
y
.r.�sr....-......s+:w.xn.•.,...�....,..�.c,barsr..--.::.,.xw.nr.ex.a...<.�er.wr:+aMr.•M— � ��•::
Pip VU7 Rill-
engineering
illengineering data. . . . . . . . . . . . . . . . . . . . .
®Boise Cascade Single 1-314" x 16" VERSA-LAM® 2.0 3100 SP Roof Beam1RB01
BC CALC®3.0 Design Report- US 1 span No cantilevers 10/12 slope Friday, September 10, 2010
Build 440
File Name: COSKRIN.BC
Job Name: COSKRIN ADDITION Description: RB01
Address: 206 Appleton Street Specifier: Daniel J Parker, AIA
City, State, Zip: North Andover, MA Designer: Daniel J Parker,AIA
Customer: Company: Daniel J arker-Ar hitect
Code reports: ESR-1040 Misc: Page r of
�_
___10
12
16-05-00
B0,5-1/8" B1,5-1/2"
DL 1,130 lbs DL 1,134 lbs
SL 3,550 lbs SL 3,564 lbs
Total Horizontal Product Length= 16-05-00
Live Dead Snow Wind Roof Live Trib.(in.)
Load Summary
Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125%
1 Standard Load Unf.Area (psf) L 00-00-00 16-05-00 15 50 08-08-00
Controls Summary value %Allowable Duration Case Span Disclosure
Pos. Moment 17,502 ft-lbs 81.5% 115% 3 1 - internal Completeness and accuracy of input must
End Shear 3,674 lbs 60.1% 115% 3 1 - Left be verified by anyone who would rely on
Total Load Defl. U291 (0.646") 82.6% 3 1 output as evidence of suitability for
Live Load Defl. U383 (0.49") 94.0% 3 1 particular application.Output here based
Max Defl. 0.646" 64.6% 3 1 on building code-accepted design
Span/Depth 11.7 n/a 1 properties and analysis methods.
P P Installation of BOISE engineered wood
products must be in accordance with
%Allow %Allow current Installation Guide and applicable
Bearing Supports Dim.(L x W) Value Support Member Material building codes.To obtain Installation Guide
BO Post 5-1/8"x 1-3/4" 4,680 lbs 72.0% 69.6% Spruce Pine Fir or ask questions,please call
B1 Post 5-1/2"x 1-3/4" 4,698 lbs 67.3% 65.1% Spruce Pine Fir (800)232-0788 before installation.
BC CALC®,BC FRAMER®,AJSTm,
Cautions ALLJOISTO,BC RIM BOARDTm BCI®,
For roof members with sloe 1/4 /12 or less final design must ensure that ponding instability BOISE M@,VE T°" SIMPLE FRAMING
p ( ) 9 p 9 Y SYSTEM®,VERSA-LAM®,VERSA-RIM
will not occur. PLUS®,VERSA-RIM®,
For roof members with slope (1/2)/12 or less final design must account for Rain-on-Snow VERSA-STRAND®,VERSA-STUD®are
surcharge load. trademarks of Boise Cascade,L.L.C.
Notes
Design meets User specified (U240)Total load deflection criteria.
Design meets User specified (U360) Live load deflection criteria.
Design meets arbitrary(1") Maximum load deflection criteria. 1
,P{ ,. - f_
Page 1 of 1
Gds KR�N �pplrlenl
Project N• "14
Daniel J.Parker,A.I.A. Page No. of
by Date
Calc. —10 A R C H I T E C T 1t)
158 Gale Avenue Scale:_
�il
s •
Haverhill,MA 01830
Architecture ♦ Planning ♦ Project Development Beam#: T 1 � l�h; Imo ''•-�I
Voice/Fax:978-373-2440 .�r�
t s. PL Location: 9.e�
4
Type: [flood [ ]Steel
Design Criteria:
1 Fb=
E _
♦� {¢
FV =
Loading Crit 'Q:
Span L= Cpl.
it [ DL [ oint [ ]Overhang [ ]Partial
b
N
BEAM
ti
rt
A
Loading
b �
. a
� l0✓t� � �.un l
�e- � - -�
t(Z
a� n .
2i /J
7y��
l a�
engineering data. . . . . . . . . . . . . . . . . . . . .
Boise Cascade Triple 2 x 12 SPF #2 Roof Beam\RB02
BC CALC®3.0 Design Report- US 1 span No cantilevers 0/12 slope Friday, September 10, 2010
Build 440
File Name: COSKRIN.BC
Job Name: COSKRIN ADDITION Description: RB02
Address: 206 Appleton Street Specifier: Daniel J Parker, AIA
City, State, Zip: North Andover, MA Designer: Daniel J Parker, AIA
Customer: Company: Daniel J Parker-Architect
Code reports: NLGA Misc: Page—jo _of—L-Q—
�o
12
i
`T k} _ {- S e' w • i',$*{"`qtr
06-01-00
BO,3" B1 3"
DL 685 lbs DL 702 lbs
SL 1,756 lbs SL 1,808 lbs
Total Horizontal Product Length=06-01-00
Live Dead Snow Wind Roof Live Trib.(in.)
Load Summary
Tag P YA Description Load Type Ref. Start End 100% 90% 115% 133% 125%
1 EXTERIOR WALL LOAD Unf. Lin. (plf) L 00-00-00 06-01-00 30 n/a
2 RIDGE BEAM RB-01 Conc. Pt. (Ibs) L 03-01-00 03-01-00 1,134 3,564 n/a
Controls Summary Value %Allowable Duration Case Span Disclosure
Pos. Moment 6,852 ft-lbs 86.1% 115% 3 1 - Internal Completeness and accuracy of input must
End Shear -2,460 lbs 47.0% 115% 3 1 - Right be verified by anyone who would rely on
Total Load Defl. U1,578 (0.043") 11.4% 3 1 output as evidence of suitability for
Live Load Defl. U2,146 (0.032") 11.2% 3 1 particular application.Output here based
3% 3 1 on building code-accepted design
Max Defl. 0.043" 4.
Span/Depth 6.1 3% 1 properties and analysis methods.
p p Installation of BOISE engineered wood
products must be in accordance with
%Allow %Allow current Installation Guide and applicable
Bearing Supports Dim.(L x W) Value Support Member Material building codes.To obtain Installation Guide
BO Post 3"x 4-1/2" 2,441 lbs 24.9% 42.5% Spruce Pine Fir ( ask questions,please call
8
B1 Post 3"x 4-1/2" 2,510 lbs 25.6% 43.7% Spruce Pine Fir (800)232-0788 before installation.
BC CALC®,BC FRAMER®,AJSTm,
Cautions ALLJOISTO,BC RIM BOARDT'" BCI®,
BOISE GLULAMT^" SIMPLE FRAMING
For roof members with slope (1/4)/12 or less final design must ensure that ponding instability SYSTEM®,VERSA-LAM®,VERSA-RIM
will not occur. PLUS®,VERSA-RIM®,
For roof members with slope(1/2)/12 or less final design must account for Rain-on-Snow VERSA-STRAND®,VERSA-STUD®are
surcharge load. trademarks of Boise Cascade,L.L.C.
Notes
Design meets Code minimum (U180)Total load deflection criteria.
Design meets Code minimum (U240) Live load deflection criteria.
Design meets arbitrary(1") Maximum load deflection criteria. ��4 �•_`.
,I
Page 1 of 1
Boise Cascade Triple 1-3/4" x 9-1/2" VERSA-LAM® 2.0 3100 SP Roof Beam1RB02
BBC/CALC®3.0 Design Report-US 1 span No cantilevers 0/12 slope Friday, September 10, 2010
Build 440
File Name: COSKRIN.BC
Job Name: COSKRIN ADDITION Description: RB02
Address: 206 Appleton Street Specifier: Daniel J Parker, AIA
City, State, Zip: North Andover, MA Designer: Daniel J Parker, AIA
Customer: Company: Daniel J Prker-Archit ct
Code reports: ESR-1040 Misc: Page �of�_
-1-10
12
1
06-01-00
B0,3" B1,3"
DL 693 lbs DL 709 lbs
SL 1,756 lbs SL 1,808 lbs
Total Horizontal Product Length=06-01-00
Live Dead Snow Wind Roof Live Trib.(in.)
Load Summary
Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125%
1 EXTERIOR WALL LOAD Unf. Lin. (plf) L 00-00-00 06-01-00 30 n/a
2 RIDGE BEAM RS-01 Conc. Pt. (lbs) L 03-01-00 03-01-00 1,134 3,564 n/a
Controls Summary Value %Allowable Duration Case Span Disclosure
Pos. Moment 6,862 ft-lbs 28.5% 115% 3 1 - Internal Completeness and accuracy of input must
End Shear -2,471 lbs 22.7% 115% 3 1 - Right be verified by anyone who would rely on
Total Load Defl. U1,581 (0.043 ) 11.4% 3 1 output as evidence of suitability for
Live Load Defl. U2,154 (0.032") 11.1% 3 1 particular application.Output here based
Max Defl. 0.043" 4.3% 3 1 on building code-accepted design
properties and analysis methods.
Span/Depth 7.2 n/a 1 Installation of BOISE engineered wood
products must be in accordance with
%Allow %Allow current Installation Guide and applicable
Bearing Supports Dim.(L x W) Value Support Member Material building codes.To obtain Installation Guide
BO Post 3"x 5-1/4" 2,449 lbs 21.4% 20.7% Spruce Pine Fir or ask questions,please call
B1 Post 3"x 5-1/4" 2,517 lbs 22.0% 21.3% Spruce Pine Fir (800)232-0788 before installation.
BC CALC®,BC FRAMER®,AJSTm
Cautions ALLJOIST®,BC RIM BOARD- BCI®,
BOISE GLULAMTM',SIMPLE FRAMING
For roof members with sloe 1/4/12 or less final design must ensure that ponding instability P ( ) 9 P 9 Y SYSTEM®,VERSA-LAM®,VERSA-RIM
will not occur. PLUS®,VERSA-RIM®,
For roof members with slope (1/2)/12 or less final design must account for Rain-on-Snow VERSA-STRAND®,VERSA-STUD®are
surcharge load. trademarks of Boise Cascade,L.L.C.
Notes
Design meets Code minimum (U180)Total load deflection criteria.
Design meets Code minimum (0240) Live load deflection criteria.
Design meets arbitrary(1") Maximum load deflection criteria. �c �}J. P-1,y�
<t c o No. 5950 �q
-' HAVERpHILL,
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Page 1 of 2
Project:
Daniel J.Parker,A.I.A. Page No.
A R C H I T E CT Calc.by Ze Date - U—i
158 Gale Avenue Scale:
Haverhill,MA 01830 •
Architecture ♦ Planning ♦ Project Development Beam#:
Voice/Fax:978-373-2446
Location:
Type: M<0od ]Steel
J
Design Criteria-
Fb
E
Fv
'715 Loadi-nz Criteria:
Span (_ ]Point ]Overhang Partial
8 EAM
L oadi ig
4q)
\1 0-1 LZ
-2 S
A! ',ERR L.
engineering data. . . . . . . . . . . . . . . . . . . . .
Project:COSKRIN ADDITION page
Location:TYPICAL HEADER//RB-03(Max.Condition) f Daniel J. Parker 1
Roof Beam Daniel J Parker,Architect Ha /1
[2006 International Building Code(2005 NDS)] Gale Ave or `i'
(3)1.5 IN x 9.25 IN x 6.25 FT Haverhill,MA 01830
#2-Spruce-Pine-Fir-Dry Use
Section Adequate By: 116.4% StruCalc Version 8.0.101.0 9/10/2010 10:25:41 AM
Controlling Factor:Moment
CAUTIONS
"Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN U1880
Dead Load 0.01 in
Total Load 0.05 IN U1411
Live Load Deflection Criteria: U240 Total Load Deflection Criteria:U180
REACTIONS A B
Live Load 1509 Ib 1509 Ib
Dead Load 501 Ib 501 Ib
Total Load 2010 Ib 2010 Ib
Bearing Length 1.05 in 1.05 in
BEAM DATA
Span Length 6.3 ft
Unbraced Length-Top 1.3 ft 6.26 ft —
Unbraced Length-Bottom 0 ft
Roof Pitch 4 :12
Roof Duration Factor 1.15
MATERIAL PROPERTIES ROOF LOADING
#2-Spruce-Pine-Fir Side One:
Base Values Ad*usted Roof Live Load: LL= 50 psf
Bending Stress: Fb= 875 psi Fb'= 1271 psi Roof Dead Load: DL= 15 psf
=
• Cd=1.15 CI=1.00 CF=1.10 Cr-1.15 Tributary Width: TW 8.7 ftSide Two:
Shear Stress: Fv= 135 psi Fv'= 155 psi
Cd=1.15 Roof Live Load: LL= 50 psf
=
Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Roof Dead Load: DL 15 psfTributary Width: TW= 1 ft
Min.Mod.of Elasticity: E_min= 510 ksi E_min'= 510 ksi Wall Load: WALL= 0 plf
Comp.-L to Grain: Fc-1= 425 psi Fc--L'= 425 psi
SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Controlling Moment: 3141 ft-Ib Adjusted Beam Length: Ladj= 6.25 ft
3.125 ft from left support Beam Self Weight: BSW= 8 plf
Created by combining all dead and live loads. Beam Uniform Live Load: wL= 483 plf
Controlling Shear: 1528 Ib Beam Uniform Dead Load: wD_adj= 160 plf
At a distance d from support. Total Uniform Load: wT= 643 plf
Created by combining all dead and live loads.
Comparisons with required sections: Read Provided
Section Modulus: 29.66 in3 64.17 in3
Area(Shear): 14.76 in2 41.63 int
Moment of Inertia(deflection): 37.9 in4 296.79 in4
Moment: 3141 ft-Ib 6796 ft-Ib
Shear: 1528 Ib 4308 lb
NOTES
no. 5355
w �
i
page
Project:COSKRIN ADDITION Daniel J.Parker
Location:TYPICAL HEADER//RB-03(Max.Condition) Daniel J Parker,Architect
Roof Beam t r
158
(2006 International Building Code(2005 NDS)] Gale Ave or
Ha
(3) 1.5 IN x 9.25 IN x 6.25 FT Haverhill,MA 01830
#2-Spruce-Pine-Fir-Dry Use
Section Adequate By: 116.4% StruCalc Version 8.0.101.0 9/10/2010 10:25:43 AM
Controlling Factor: Moment
VMD DIAGRAM
3000 2010 lbs @ 0 ft
1500
hear(Ibs)
0
-1500
3000
-2010 lbs @ 6 ft
4000 3141 ft-lbs @ 3 ft
2000
—
Ac ent(ft-Ib)
0
-2000-
-4000-
-0.04-
-0.02—
)a
2000-0000-0.04-0.02)e action(in)
0-
0.02-
0.04—
0.020.04
0.04 in @ 3.1 ft
6.25 ft —�—