HomeMy WebLinkAboutBuilding Permit #30 - 94 MILLPOND 4/10/2007 Y BUILDING PERMIT 3��°R��e. _°°'��°�
TOWN OF NORTH ANDOVER ° a '�
APPLICATION FOR PLAN EXAMINATION
Permit NO! Date Received
Date Issued: d SSACHUS
IMPORTANT: Applicant must complete all items on this page
LOCATION 94 Mill Pond
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PROPERTY OWNER Mill Pond Cando Association (Jay Weiner unit owner
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MAP NO: qS7�PARCEL: ZONING.DISTRICT: Historic District yes
Machine.S:hop Village yes /no
TYPE OF IMPROVEMENT PROPOSED USE
Residential Non- Residential
❑ New BuildingC One family
Y
❑Addition ❑Two or more family E, Industrial
❑Alteration No. of units: ❑ Commercial
L Repair, replacement C Assessory Bldg C Others:
(Demolition ❑ Other
0 Septic C Well Ef Floodplain U Wetlands 0, Watershed District
Q�Water/Sewer
DESCRIPTION OF WORK TO BE PREFORMED:
Repair water damge created in December, 2008. Replace floor framing, 2 floors, widen stairs& halls
to meet code specifications. Complete restoration of unit from frame through mechanicals to complete finish.
Identification Please Type or Print Clearly)
OWNER: Name: Mill Pond Condo Association (Jay Weiner unit owner) Phone: 978-691-0086
Address: 94 Mill Pond
CONTRACTOR Name: Antoon-Boudreau Construction, Inc. Phone: (978)688-6272 . '
Address: 14 Bearse Ave. Methuen, MA 01844-3409 t
Supervisor's Construction License:026645 Exp. Date:_11/25/2009
c
Home Improvement License: 143871 Exp. Date.:_08/09/2010
ARCHITECT/ENGINEER Mike Antoon/Universal Forest Products Phone: (978)688-6272
Address: 14 Bearse Ave. Methuen, MA 01844-3409 Reg. NO.
FEE SCHEDULE:BOLDING PERMIT:$12.00 PER$1000.00 OF THE TOTAL ESTIMATED COST BASED ON$125.00 PER S.F.
Total Project Cost: $269,671.37 FEE: $ 2 .
Check No.: Receipt No.:
NOTE: Persons contracting withulz e . tered contractors do not have accessVhe >ranty.fund
Signatureof Agent/Owner Signature of contractor,
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TOWN OF NORTH ANDOVER
APPLICATION FOR PLAN EXAMINATION
Permit NO: Date Received
Date Issued:
IMPORTANT: Applicant must complete all items on this page
LOCATION
Print
PROPERTYOWNER
Print
MAP NO: PARCEL: ZONING DISTRICT. _ Historic District yes no
Machine Shop Village yes . no
TYPE OF IMPROVEMENT PROPOSED USE
Residential Non- Residential
New Building One family
Addition Two or more family Industrial
Alteration No. of units: Commercial
Repair, replacement Assessory Bldg Others:
Demolition Other
Septic Well Floodplain Wetlands Watershed District
Water/Sewer
DESCRIPTION OF WORK TO BE PREFORMED:
Identification Please Type or Print Clearly)
OWNER: Name: Phone:
Address:
CONTRACTOR Name: � Phone:
Address
Supervisor's Construction License: Exp. Date:
Home Improvement License. Exp. Date:
I
ARCHITECT/ENGINEER Phone:
Address: Reg. No.
FEE SCHEDULE.BULDING PERMIT:$12.00 PER$1000.00 OF THE TOTAL ESTIMATED COST BASED ON$125.00 PER S.F.
Total Project Cost: $ FEE: $
Check No.: Receipt No.:
NOTE: Persons contracting with unregistered contractors do not have access to the guaranty fund
§Jg�ure of Agent%Owner- Signature of,contractor
Plans Submitted— Plans Waived Certified Plot Plan Stamped Plans d
Building Department
The following is a list of the required forms to be filled out for the appropriate permit to be obtained.
Roofing, Siding, Interior Rehabilitation Permits
❑ Building Permit Application
❑ Workers Comp Affidavit
❑ Photo Copy Of H.I.C. And/Or C.S.L. Licenses
❑ Copy of Contract
❑ Floor Plan Or Proposed Interior Work
❑ Engineering Affidavits for Engineered products
NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit
Addition Or Decks
❑ Building Permit Application
❑ Certified Surveyed Plot Plan
❑ Workers Comp Affidavit
o Photo Copy of H.I.C. And C.S.L. Licenses
❑ Copy Of Contract
❑ Floor/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 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: Doc.Building Permit Revised 2008
J 71
` YPE OF SEWERAGE DISPOSAL w
In t
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
DATE REJECTED DATE APPROVED
PLANNING & DEVELOPMENT
COMMENTS
CONSERVATION Reviewed on Signature
COMMENTS
HEALTH Reviewed on Signature
COMMENTS
p
A
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
FIRE DEPARTMENT -Temp Dumpster on site -'yes no -
Located at 124 Main Street -
Fire Department signature/date
COMMENTS
..
Dimension
Number of Stories: Total square feet of floor area, based on Exterior dimensions.
Total land area, sq. ft.:
ELECTRICAL: Movement of Meter location, mast or service drop requires approval of
Electrical Inspector Yes No
DANGER ZONE LITERATURE: Yes No
MGL Chapter 166 Section 21A—F and G min.sloo-s1000 fine
NOTES and DATA— For department use
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❑ Notified for pickup - Date
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Doc:.Building Permit Revised 2008
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BOARD OF BUILDING REGULATIONS
► License: CONSTRUCTION SUPERVISOR
_? Number: CS 026645
s a �, Birthdate. 1:1/25/1957
` T Expires: 11/25/20Q9 Tr. no: 8670.0
Restricted: .00
MICHAEL J ANTOON f
14 BEARSE AVE
METHUEN, MA 01844 - Commissioner
Board of Building Regulations ulations and Standards
HOME IMPROVEMENT CONTRACTOR
Registration: 143871
Expiration 81.9/2010 Tr# 275426
TypePrivate Corporation
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ANTOON -BOUDREAU CONST;.[NC.
MICHAEL ANTOON
14 BEASRE AVE �� ,�•�C . `
METHUEN, MA 01844 Administrator
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The Commonwealth ofMassaehusetts
Department oflndustrial Accidents
Office of Investigations
600 Washington Street
Boston,MA 02111
^� www.mass.gov/dia
Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers
Applicant Information Please Print Legibly
Name (Business/Organization/Individual): Antoon-Boudreau Construction, Inc.
Address: 14 Bearse Ave.
City/State/Zip: Methuen, MA 01844-3409 phone#: (978) 688-6272
Are you an employer? Check the appropriate box: 'Type of project(required):
1.X I am demployer with 3 4. ❑ I am a general contractor and 1 6. ❑ New construction
employees(full and/or part-time).* have hired the sub-contractors
2.❑.I am a sole proprietor or partner- listed on the attached sbeet. t ?• Remodeling
ship and have no employees These sub-contractors have 8. ❑ Demolition
working for me in any capacity. workers' comp. insurance. 9. ❑ Building addition
[No workers' comp.insurance 5. ❑ We are a corporation and its
required.] officers have exercised their 10.❑ Electrical repairs or additions
3.❑ 1 am a homeowner doing all work right of exemption per MGL I LF1 Plumbing repairs or additions
myself. [No workers' comp. c. 152,§1(4),and we have no 12.❑ Roof repairs -
insurance required.]t employees. [No workers'
comp.insurance required.] 13.❑ Other
*Any applicant that checks box#I must also fill out the section below showing their workers'compensation policy information:
t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such.
tContractors that check this box must attached an additional sheet showing the name of the sub-contractors and their workers'comp.policy information.
I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job sire
information.
Insurance Company Name:-_ AIG
Policy#or Self-ins.Lic.#: WC 6832094 Expiration Date: 03/20/2010
Job Site Address: 94 Mill Pond Rd. City/State/Zip:N. Andover, MA 01845
Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date).
Failure to secure coverage as required under Section 25A of MGL c- 152 can lead to the imposition of criminal penalties of a
fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fuze
of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of
Investigations of the DIA for insurance coverage verification.
I do hereby eerfi y un r r ep ins and penalties of perjury that the information prot,ided above is true and correct
Si ature: Michael J. Antoon Date: 07/05/2010
Phone#: 978-835-3305 (Cell) _
Oficial use only. Do not write in this area,to be completed by city or town official.
City or Town: Permit/Liceuse#
Issuing Authority(circle one):
1.Board of Health 2.Building Department 3.Cityrrown Clerk 4.Electrical Inspector 5.Plumbing Inspector
6. Other _
Contact Person: Phone#:
7.
CONTRACT FOR REPAIR OF DAMAGES AND RENOVATIONS AT
MILL POND CONDOMINIUM,NORTH ANDOVER,MASSACHUSETTS
THIS AGREEMENT made as of this /-� day of 2009,
between Mill Pond Homeowner's Association, of 122 Mill Pond, orth Andover, Massachusetts
01845 (hereinafter "the Owner") and Antoon-Boudreau Construction, Inc., a Massachusetts
corporation with an address of 14 Bearse Ave., Methuen, Massachusetts, 01844 (978) 688-6272
(hereinafter"the Contractor"),
The project is known as the repair of damages and renovations at Mill Pond
Condominium, 122 Mill Pond,North Andover, Massachusetts.
In consideration of the mutual covenants and agreements contained herein, the Owner
and Contractor agree as follows:
ARTICLE 1 -THE CONTRACT DOCUMENTS
1.1 The Contract Documents consist of this Agreement, the Contractor's Bid Form (attached
as Exhibit "A") and the Original Statement of Work (SOW) prepar by the Contractor for the
Insurance Company (attached as Exhibit "B") and any issued after execution of
this Agreement; these form the Contract, and jr 1 oft ontract as if attached to
this Agreement or repeated herein. Th rep the entire and integrated agreement
between the parties hereto and supe des is ions, representations or agreements,
either written or oral, excluding, howe k directed to be performed and performed prior
hereto for the Owner in the amount of$5,750.00 which has previously been invoiced and paid in
full. Modifications to the Contract Documents must be in writing and executed by all parties
prior to becoming effecting.
ARTICLE 2 -THE WORK OF THIS CONTRACT
2.1 The Contractor shall fully execute the Work described in the Contract Documents,except
to the extent specifically indicated in the Contract Documents to be the responsibility of others.
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ARTICLE 3 - DATE OF COMMENCEMENT
AND SUBSTANTIAL COMPLETION
3.1 The date of commencement of the Work shall be the date of this Agreement and payment
of the deposit unless a different date is stated below or provision is made for the date to be fixed
in a notice to proceed issued by the Owner.
3.2 The Contractor shall achieve Substantial Completion of the entire Work not later than
150 days after commencement, subject however, to delays caused by(i) public authorities having
jurisdiction to conduct inspections and approvals of portions of the Work required by the
Contract Documents or by laws, ordinances, rules, regulations, and (ii) unforeseen
circumstances caused by the preexisting conditions of the existing structure which were
unknown at the time of execution of this agreement.
ARTICLE 4 -CONTRACT SUM
4.1 The Owner shall pay the Contractor the Contract Sum in current funds for the
Contractor's performance of the Contract. The Contract Sum shall be Two Hundred Sixty-nine
Thousand Six Hundred Seventy-one and 37/]00 Dollars($269,67 7)subject to additions and
deductions as provided in the Contract Documents. T 11 make the premises
available to the Contractor to allow,t
f e a r ar hours basis. Except as to
any modification to the Contract D , he for agrees and acknowledges that the
only source of funds to pay for any on ract is insurance proceeds provided to
the Owner by Philadelphia Insuranny. Except as to any additional cost due to a
modification to the Contract Documents, Contractor agrees that it will not seek to recover any
payments from the Owner in excess of$275,421.37, being the Contract Sum plus work directed
to be performed and performed prior hereto for the Owner in the amount of$5,7.50.00 which has
previously been invoiced and paid in-full. Owner, in turn, agrees to fully cooperate with
Contractor and Philadelphia Insurance Company to obtain such funds from said insurer and
agrees to use all funds obtained from said insurer payable under any claim for insurance to Unit
94 and the related repairs common areas and improvements contemplated under the Contract
Documents to pay the Contractor for work performed in compliance with the provisions of this
Agreement.
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ARTICLE 5-PAYMENTS
5.1 PROGRESS PAYMENTS
5.1.1 Based upon Applications for Payment submitted to the Owner's Agent Great
North Property Management by the Contractor, the Owner shall make progress payments on
account of the Contract Sum to the Contractor as provided below and elsewhere in the Contract
Documents.
5.1.2 Provided that an Application for Payment is received by the Owner's Agent, the
Owner's Agent shall have seven (7) days to make an inspection of the work completed. Upon
inspection of the work, the Owner shall make payment to the Contractor not later than three (3)
days after the Owner's Agent's inspection.
5.1.3 Applications for Payment shall indicate the completion of each portion of the Work
as of the end of the period covered by the Application for Payment.
5.1.4 Subject to other provisions of the Contract Documents, the amount of each
progress payment shall be computed as follows:
1. $35,544.39 upon signing and return of two (2) copies of this contract (One is for the Town).
This is also the start payment.
2. $76,126.98 upon completion of the Code portion and inspecy*an by Greg LaMarche
3. $35,000.00 upon completion of balance of rough fra
4. $35,000.00 upon completion of the insulation
5. $28,000.00 upon completion of plaster e
6. $33,266.12 upon completion of the tr'
7. $26,733.88 which is the hold a rec i e om Greg LaMarche for completion
5.1.5 Payments due and unpa the ontract Documents shall bear interest from
fifteen(15) days after the date the payment is due at eighteen per cent (18.00%)per annum.
5.2 The Owner's final payment to the Contractor shall be made no later than thirty(30)days
after the issuance of the Contractor's final Certificate for Payment and the final
inspection and approval of all construction by(1) the North Andover Building Inspector; and (2)
an agent or inspector retained by the Owner to confirin that all of the construction has been
completed in accordance with the terms of the contract. In the event an agent or inspector
retained by the Owner to confirm that all of the construction has been completed in accordance
with the terms of the contract within thirty (30) days after the issuance of the Contractor's final
Certificate for Payment then the Owner shall live waived its right to withhold any payments
based upon any findings of an agent or inspector retained by the Owner
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ARTICLE 6- TERMINATION OR SUSPENSION
6.1 TERMINATION BY THE CONTRACTOR
6.1.1 The Contractor may terminate the Contract upon fourteen (14)days written notice
to the Owner and Engineer if the Work is completely stopped for a period of thirty (30)
consecutive days through no act or fault of the Contractor or their agents or employees or any
other persons or entities performing portions of the work under direct or indirect contract with
the Contractor, for any of the following reasons:
.l Issuance of an order of a court or other public authority having jurisdiction
which requires all work to be stopped, except if the issuance of such order is due
to the failure of the Contractor or any other persons or entities performing
portions of the work under direct or indirect contract with the Contractor to obtain
the necessary permits and/or approvals required under the Contract Documents, or
if the issuance of such order is due to the failure of the Contractor or any other
persons or entities perforning portions of the work under direct or indirect
contract with the Contractor to properly perform under the Contract Documents;
.2 An act of government, such as a national emergency which
requires all Work to be stoppe
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.3 Because the n r O r Agent h not made payment on a
Certificate for Payme it st ed in the Contract Documents.
6.2 TERMINATION BY THE OWN OR CAUSE
6.2.1 The owner may terminate the Contract if the Contractor:
.1 In the good faith opinion of an independent Engineer, persistently or
repeatedly fails to supply enough properly skilled workers or proper materials;
.2 Fails to make payment to Subcontractors for materials and/or labor in
accordance with the respective agreement between the Contractors and the
Subcontractors;
.3 In the good faith opinion of an independent Engineer, persistently or
repeatedly disregards laws, ordinances, or rules , regulations or orders of a public
authority having jurisdiction; or
.4 In the good faith opinion of an independent Engineer, otherwise is liable
for a substantial breach of a provision of the Contract Documents.
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.5 Fails to pay any subcontractor or supplier of materials in
a commercially reasonable manner.
.6 Fails to discharge any mechanic's lien for labor or materials arising from
any work or labor performed by any of its subcontractors within thirty (30) days
after the filing of any such lien.
.7 Fails to maintain insurance coverage in compliance with
all requirements of this Agreement.
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.8 Fails to provide the Owner with insurance certificates in accordance with
this Agreement to confirm the existence and adequacy of all insurance coverage.
6.2.2 When any of the above reasons exist, the Owner may, upon certification by the
independent Engineer that sufficient cause exists to justify such action, without prejudice to any
other rights or remedies of the Owner and after giving the Contractor and the Contractor's surety,
if any, thirty (30) days written notice, terminate employment of the Contractor and the Owner
may subject to any prior rights of the Surety:
.1 Take possession of the site;
.2 Accept assignments of subcontracts;
.3 Finish the Work by what ever re d the Owner may deem
expedient. Upon request th O shall furnish a detailed
accounting of the costs urred the in finish the Work.
6.2.3 If the unpaid balance o e n in exceeds costs of finishing the Work,
such excess shall be paid to the Contractor in accordance with the agreed payment schedule of
this Agreement in Article 5, Section 5.1.4. If such costs and darnages exceed the unpaid balance,
the Contractor shall pay the difference to the Owner. The amount to be paid to the Contractor or
Owner, as the case may be, shall be certified by an independent Engineer, upon application, and
this obligation for payment shall survive termination of the Contract.
ARTICLE 7 -MISCELLANEOUS PROVISIONS
7.1 The Owner's representative is: Bruce Raider, Great North Property Management, 182
Newbury Street, Peabody, Massachusetts 01960.
7.2 The Contractor's representative is: Michael J. Antoon, President, Antoon-Boudreau
Construction, Inc., 14 Bearse Ave., Methuen, Massachusetts, 01844 (978) 688-6272.
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7.3 Neither the Owner's nor the Contractor's representative shall be changed without ten(10)
days written notice to the other party.
7.4 OTHER MATERIAL PROVISIONS:
7.4.1 The Contractor shall maintain workers compensation insurance as required by law
and a general commercial liability insurance policy with commercial general liability coverage in
the amount of at least one million ($1,000,000.00) per occurrence. Contractor shall purchase
additional coverage and Riders as requested by the Owner in a written modification to the
Contract Documents, and only upon payment by the Owner of such additional policy premium as
may be charged by Contractor's insurer.
7.4.2 The Contractor shall obtain from every subcontractor who it engages to perform
any work on the project, a written certificate of insurance confirming that said entity or person
has its own workmen's compensation insurance in compliance with Massachusetts law.
Contractor shall submit copies of all such Certificates to Owner at the time that any independent
contractor or subcontractor first performs work on the project.
7.4.3 Simultaneously with the execution of this Agreement and on subsequent
occasions within ten (10)days after receipt of a written request from be Owner, the Contractor
shall deliver to the Owner Certificates of Insurance co a insurance coverage
required by this Contract is in full force and tor' ritten request to its insurer
that the Owner shall receive written is at st t i ys prior he termination of such
policy of insurance.
7.5 GOVERNING LAW. The Contract shall be governed by the law of the
Commonwealth of Massachusetts.
7.6 SUCCESSORS AND ASSIGNS. The Owner and Contractor respectively bind
themselves, their successors, assigns in respect to covenants, agreements and obligations
contained in the Contract Documents. Except as provided herein, neither party to the Contract
shall assign the Contract as a whole without written consent of the other. If either party attempts
to make such an assignment without such consent, that party shall nevertheless remain legally
responsible for all obligations under the Contract. Notwithstanding the foregoing, the Owner
may without consent of the contractor, assign the Contract to an institutional lender providing
construction financing for the Project. The Contractor shall execute all consents reasonably
required to facilitate such assignment.
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7.7 NOTICE. Written notice shall be deemed to be duly served if delivered in person to the
other party's named representative, or if it shall be mailed by certified mail, postage prepaid to
the address of the part as set forth in this Contract.
7.8 RIGHTS AND REMEDIES. The duties and obligations imposed by the Contract
Documents, and rights and remedies available thereunder shall be in addition to and not a
limitation of duties, obligations,rights and remedies otherwise imposed or available under law.
7.8.1 No action or failure to act by the Owner or Contractor shall constitute a waiver of
a right or duty afforded them under the Contract, nor shall such action or failure to act constitute
approval of or acquiescence in a breach thereunder, except as may be specifically agreed in
writing.
7.9 TESTS AND INSPECTIONS: Inspections and approvals of portions of the Work
required by the Contract Documents or by laws, ordinances, rules, regulations or orders of public
authorities having jurisdiction shall be made at an appropriate time. Unless otherwise provided,
the Contractor shall make such arrangement for such inspections and approvals required by law
with the appropriate public authority, and shall bear all related costs of such inspections and
approvals. The Contractor shall give the Owner timely prior or oti of when such tests and
inspections are to be made so that the Engineer ma r su ests and inspections.
7.9.1 If such procedures for i 'o or under e foregoing paragraph
reveal failure of the portions of the to c th quirements established under the
Contract Documents, all costs of repair acement Work made necessary by such failure
including shall be at the Contractor's expense.
7.9.2 Required certificates of inspection or approval shall, unless otherwise required by
the Contract Documents, be secured by the Contractor and promptly delivered to the Owner's
Agent, unless marked on the building permit, and as to such inspection or approval shall be made
available to the Owner's Agent at the work site.
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Tlvs Agreement is entered into as of the day and year first written above and is executed
in at least four(4) original copies, of which two are to be delivered to the Contractor and two to
the Owner.
Owner:
Mill Pond Homeowner's Association
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By: AA
Beth Mazin, for
Mill Pond Condo Xssociation,
Authorized Agent
By:
K by Bur e,for
Mill Pond Condo Association,
Authorized Agent
Contractor:
Antoon Boudreau Construction, Inc. co
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By:
Pll,�Iael J. Antoon, President
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EXHIBIT A
Scope of Work
Building Code violations and Building Code changes as it relates to the code portion of the claim.
1. Unless otherwise noted,all code modifications shall follow the Scope of Work(SOW)dated February 11,2009. This
document shall be considered Exhibit B.
2. During a site visit with Great North Property Management Company,represented by Bruce Rader and Mike Beardsley,
Antoon-Boudreau Construction,Inc. (Contractor) and Jay Wiener,the Unit Owner on April 23,2009,discussions were
made regarding repairing the wrought damage to both sides of garage exterior wooden walls. Great North agreed to repair
the damages. Also discussed was Great North's responsibility and replacing the single man door entering the garage and
all of the existing wood windows which Mr.Wiener has already paid for directly to Mill Pond Condo Association.The
contractor agreed to work with Mike Beardsley during the replacement of the kitchen window.Great North agreed to
make all windows being replaced,"weather-tight".
3. Great North will also be installing contractor provided exhaust vents for the three Bath fans and dryer.Contractor shall
make the internal connections.
4. The rail at the deck above the garage door shall be removed during the construction process by the Contractor and not be
reinstalled as agreed to with Mike Beardsley.
Water damage portion of the claim.
1. Will obtain all permits required for project and coordinate with local building officials for all necessary inspections.
2. Will complete the balance of the rip out portion not completed during the demolition process during the First response.
3. Will replace all subfloor plywood as described in first and second floor sections of the SOW,Exhibit B.
4. Any framing coming in contact with floor or wall surfaces will be pressure treated.
5. Will install all new insulation and fire blocking as required
6. Will install all-new blue board with a 1/16 inch veneer plaster on all walls and ceilings. Ceilings will have a textured
finish.
7.Any blue board needing to be replaced on the party wall and in the garage shall conform to local building and fire
regulations.
8. The ceilings in both bedrooms and the walls and ceiling of the loft area will remain intact.
9. All-new wall surfaces shall be prepped,primed and have two finish coats of egg shell paint applied.Colors to be
determined.
10. The ceiling shall be primed and one coat of ceilingOhs
11. All new casework and doors shall be preppe aue t inish coats applied.
12. Flooring allowances:
a) Carpet allowance$30.00 per yard lab and mludes an ound rebond pad
b) Will carpet garage is with a commerc a ae) Will install throughout the entire first fl ree-quarter inch Red Oak strip floor with a 1 inch walnut
inlay around the perimeter.The floor will have three coats of gloss polyurethane applied.The last coat can be semi
gloss if so desired.
d) All floor the throughout will have an allowance of$4 per square foot for the tile material.
1.3. Kitchen cabinets and vanities shall be equal to and quality as previously installed,the brand was Brookhaven.
14. Kitchen counter tops shall be equal to Corian in cost. Unit owner has chosen granite as an equal alternative not to exceed
$4500.00.
15. Bathroom vanity tops shall be equivalent to the Corian that was installed.
16. Will install a new gas-fired fireplace w/remote controll in living room.
17. Will fabricate at no cost to the Unit Owner a mantel facade/wall unit per design discussed with the Unit Owner as a
courtesy provided by Contractor
1$. Perimeter walls and the utility room walls will be insulated according to.
1.9. Doors and interior trim(paint grade)
a) All new interior doors will be 6 panel solid core MDF doors.This type of doors use for stability in one the interior
trim is paint grade
b) Base board will be two piece type and door casing to match existing home.
c) Will add a cap knee wall at second floor landing.
d) Stairways will have paint grade skirt boards and base molding with plywood treads and risers.
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e) Will install an Oak handrail with new balusters on the stair to the 2st floor in lieu of the half wall.
20. Electrical `
a) Plugs,switches and wiring to code(white)conforming to the new in NEEC 2008 electrical code /�l �/
b) Replace existing electrical panel and circuit breakers //
c) Will install recessed lights w/trims,five in kitchen, four in living area and one over each shower
d) Will provide wiring for two pendant lights over Island
e) Will add a wall sconce at each stairway
f) I —phone/cable/Cat 5e in each room
g) Will install speaker cabling for surround system and living,two speakers in kitchen,master bedroom and loft area.
Speakers and surround system isnot include.
h) Installation of Unit Owners decorative fixtures.A$1500.00 fixture allowance is included.
i) Wiring for new heating and air-conditioning system and hot water heater.
j) Will provide and install three exhaust fans for the bathrooms
1t) Will connect all appliances by the Unit Owner for the kitchen.
1) Electrical permit
21. Will provide a new alann system with central station capability.The system consists of:
a)Two alarm keypads
b) 3 -low-temperature sensors/alarms
c) smoke heat and carbon monoxide detectors as required by code
d)A two-way Long Range radio transmitter
e) Unit Owner is responsible for the monthly fees for central station monitoring.
22. Plumbing
a) 1- 5' fully enclosed acrylic shower stall for the master bath
b) 1-5' one-piece acrylic tub/shower stall for the main bath
c) Shower/Bath valves—2 @$350
d) LAV faucets—3 @$225
e) Toilet,comfort height w/soft close seat-- 3@ $3
f) shower door for master bath-- $450
g)kitchen sink,stainless steel under Moun 0
h) kitchen sink faucet --$325
i) laundry set tub in the garage with faucet
j) installation of wall Unit Owner provided ap es
k) one outside faucet
1) provide gas lines to appliances,new hot air furnace,and gas fireplace
nt) all new water lines and PVC drains as required by the SOW
23. Will install closet maid shelving in closets as per original layout
24. All labors necessary to complete the above mentioned work.
I
�..-, 14 Bearse Ave.
44oilpr .,� Methuen,MA 01844-3409
r PHONE: (978)688-6272
CBMSTRUCTIDII
[no- FAX: (978)258-7440
E-mail: InforaAntoonBoudreau.com
"Where Qualify& Value is Peace of Mind"
Statement of Work
(sow)
Project Name: Mill Pond Condo Association
Location of Work: 94 Mill Pond,North Andover,Massachusetts o1845
SOW.No.: 2009-01 REV.No.: -o-
Originator: Michael J.Antoon Date: February 11, 2009
Antoon-Boudreau Construction,Inc.
Introduction:
The contractor shall be responsible for all permits required by the Town of North Andover and/or
the State of Massachusetts and all associated fees.
The contractor shall hold a valid Supervisory Construction License registered with the State of
Massachusetts (with no restrictions) and a Massachusetts Home Improvement Contractor
.License.
The contractor shall carry all required insurance and workers compensation coverage. The
contractor shall provide evidence of insurance to the owner prior to starting work. The
contractor assumes all safety liabilities and shall hold Jay Wei r Great North Property
Management harmless of any work related injuries. The co conduct a site survey of
the existing conditions and field verify all dimension I i s. work shall be performed
in strict accordance with the design drawin o e O 11 work shall be done in
strict accordance with the latest edition o. e ac h State B i ding Code and all local
laws and ordinances.
Payment:
The contractor shall provide a breakdown payment schedule. The contractor shall provide
invoices for paynzent(s) to the owner in accordance with the payment schedule prior to any
payment release.
Final payment shall be made a er:
1. Satisfactory completion of a punch list signed by the Owner and the Contractor.
2. Receipt of the occupancy permit from the town of North Andover,Massachusetts.
3. Submission of agreement and releases by the General Contractor and his/her
subcontractors.
4. The Contractor shall provide a one year guarantee on all workmanship for labor and
materials plus manufacturers'documentation and warrantees for all equipment installed.
Project Schedule:
1. We anticipate the project shall commence on or before
2. It is our hope for the substantial completion of work no later than
Pagel
General Information:
1. Any conflicts between the drawings and this SOW shall be brought the Owner/Designer
with no work continuing on the conflict until the situation is resolved.
2. This is a turn-key project based on a firm,fixed cost contract. It shall be understood that
the Contractor with the Owner shall be solely responsible to provide and install everything
necessary and required to successfully complete the work as intended by this SOW and the
design drawings.
3. All drawings and documents herein referred to shall be considered part of this work.
4. The Contractor shall furnish all trades, project management, labor, materials, tools,
equipment, rigging and dumpsters required completing the project as intended.
5. The contractor shall make special provisions during construction to maintain safe access
into the property during the construction process.
6. It is not the intention of this SOW and the drawings to show in minute detail everything
necessary or required to successfully complete the work. It shall be understood that this
Contractor and his/her Sub-Contractors shall provide everything necessary and required
to successfully complete the work to the Owner's satisfaction.
. The Contractor shall request clarity o an portion o the work which is not, in the
7 R �J .f y P f
Contractor's opinion, sufficiently well defined.
8. The SOW shall be considered as properly defined unless there is concurrence between the
Owner and the Contractor that further definition is required.
9. Any structural inferior quality standards, not depicted on the design drawings or this
SOW, including any insect or water damage found not described below in the Scope of
Work shall be considered an Extra to the contract and its'cost overrun will be submitted to
the owner for review.
lo.A signed change order by all involved parties, along with payment for that change order
shall be submitted prior to the commencement of any additional w k.
Existing Structural S
On or about January 3, 2009, the kitchen sink hot- ich originally installed
inside the 2 x 4 OUTSIDE wall froze and subs bu t allowed water to continually
run for several days. Also during that timefr e, a -w r in the ceiling of the 1st floor,
which was Type "M"Copper, also burst and a d t i ady nonstop flooding situation.
As a result, Town Building & Fire Officials turf the water and requested mostly electrical
throughout the entire 1st and 2nd floor be disconnected.
Sery-Pro, emergency response team for gut-out and cleanup was brought in to do the initial
demolition, which included ripping out all of the blue board plaster, insulation, all finish flooring,
and some of the owner's personal belongings.
Upon inspection of the existing conditions of the structure some major inadequacies and code
issues were exposed. The following is a list of the issues that need to be addressed at this time.
Existing conditions requiring building code modifecations:
1. All pre-existing stairwells are less than 36 inches wide in clear dimension, meaning from
the face of the skirt Board to the outside edge of the handrail.Massachusetts State Building
Code(MSBC)78o CMR 5311.5.1.
2. The 2nd floor hallway is less than 36 inches wide. It needs a clear minimum dimension
between the baseboards of 36 inches. MSBC so it is written in the office and dispose of it yet,
but 78o CMR5311.3.
3• Will be spacing between the floor trusses is 24" on center, which requires a minimum
subfloor thickness of 3/4 of an inch. The existing is 5/8".MSBC 78o CMR Table 5503.1.
Page 12
53
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4. The existing firewall between the two condo units only had a single layer of 5/8 inch fire
codes sheetrock applied. The MSBC requires 2 layers of 5/8 inch fire code sheetrock applied
from the sill through floor framing to the ridge at roof, and must have all joints taped with
the least one coat of joint compound applied. This was also confirmed with the town of North
Andover Building Inspector.
5. No joist hangars were applied to any of the floor joists that intersected stairwell openings or
landed on header joists.
6. All PVC drains and traps must be replaced in accordance with the Massachusetts Plumbing
Code.
7 All copper domestic water lines must be replaced with Type L copper.
8. Because most of the electrical wiring was removed during demolition, it all must be replaced
and brought up to the new NEC 20o8 Electrical code.
g. Fire blocking, as well as fire stop sealant must be placed at all penetrations and stairwells.
1o.All existing duct board must be removed and replaced with insulated sheet metal ductwork
applying seam sealed paste at all joints.
11. Ventilation for the half bath exhaust fan is too long of a run.
12. Dryer vent line must be run with metal ductwork and not to exceed manufacturers
recommended length.
13. The existing smoke detector system must be upgraded to meet the new NEC 2oo8 Electrical
code and fire code.
Existing conditions structural problems found:
1. Garage level
a. Water leak at the front firewall between the 2 partitions. The water is coming from the
roof shelf caps that are not properly flashed. This has led to the sill plate being rotted in
approximately the 1st 6 feet. All framing materials being replaced that come in contact
with the concrete floor must be pressure-treated.
b. The same applies for the wall on the opposite side of front garage with the wood floor
comes in contact with the concrete slab.
c. Point loads from the above framing, is not prop i . ed to the foundation or
concrete slab.
d. Front entry slab, which extends into ki ve, upported with only one 13
inch trust joists. The floor framing. rtic ea has ged approximately 3/4 of
an inch. There are also 2 x 8 fra 2g me , er o ed into it to carry additional joists,
which do not have joist hangars. must be laminated to the existing joist,
which cannot be removed due to the s that it supports above.
e. The stairway wall, once it is relocated for code clearances shall become a supporting wall
for all stairways stacked above it. The landing area at the bottom needs to be enlarged to
meet new code requirements being implemented.
f. There is a single joist at the garage door where the floor joists rotate in the opposite
direction.All these floor joists are notched into this single joist with no joist hangars. This
joist must remain, as well as the rotating joists. A flush beam must be laminated to this
existing joist.
2. 1st,tloor level
a.All the existing floor joists are 24 inches on center and are undersized for the 17 foot span.
They shall be replaced with I-Joists with appropriate engineering for sizing and
placement. This does not apply to the 2 instances as described above in Section 1.
b. There is no rim joist per se, three-quarter inch plywood was used as a rine joist and there is
a slight deflection between each joist bay.A 2x type blocking shall be installed between the
each joist during the refraining of the floor to pick up the load from the wall weight above.
Page 13
c. The existing su .�oor being 5 8 an inch thick was removed during the demolition
9 onl y / of
process. It shall be replaced with 3/4 inch AdvanTech plywood, glued and nailed with 8d 'N
ring shank nails as recommended by the manufacturer.
d. The bathroom location is the only room that will not be relocated. The closet next to the
bath shall be modified to accommodate the size requirements mandated for the staircase to
the 2nd floor.
e. Because of the closet relocation, which was also used as the return air Plenum to the hot
air furnace in the attic, and also now with the I-Joists not being able to be cut or notched
for a hole the size of the ductwork required, a new hot air furnace, which will supply the
heating and air-conditioning for the 1st floor will need to be installed. The system will be
located in a new mechanical space in the garage.
f. All new ductwork shall be required to be boxed in and fire proofed in accordance with the
local building code.
g. 2 sidelight windows located in the breakfast niche area need to be replaced. Their frames
are rotted, as well as the structural framing around them.
h. The flush beam located above the breakfast niche is undersized with a substantial sag in it.
A Para-Lain beam or a built up LVL beam will need to be engineered and installed in place
of the existing.
i. The existing beam was not posted correctly to the foundation. In fact, each post landed in
the center of a joist bay with the floor having deflected under the load. Provisions will be
made to rectify the situation.
j. A steel plate must be installed across the double plate, where the 3 inch stack line for the
plumbing is located in the kitchen. The double plate has been cut through. The same applies
for the 2 inch vent line, located on the same wall
k. The stairway to the 2nd floor shall be reframed as described earlier in this SOW.
3. 2nd,f Ioor level
a.All the existing floor joists are 24 inches on center and are,un r ' ed for the 17 foot span.
They shall be replaced with I-Joists with aeering for sizing and
placement.
b. There is no rim joist per se, three-quarter inch- w iv use_ s a rim joist and there is
a slight deflection between each joist ba .A g sh a installed between the
each joist during the reframing of the ick t Ioad from the wall weight above.
c. There is no floor joists under any of parte s t 2nd floor that run parallel to the
floor joists.
d. The existing subfloor being only 5/8 o ch thick was removed during the demolition
process. It shall be replaced with 3/4 inch AdvanTech plywood, glued and nailed with 8d
ring shank nails as recommended by the manufacturer.
e. One major concern is on the wall located in the rear bedroom, which is approximately 12
feet tall. It supports the vaulted ceiling/roof structure above. There is no flush beam below
supporting it, nor does it land on an existing joist. The wall must be stripped to studs and
have a horizontal laminated beam temporarily installed while the new subflooring is
installed.
f. As noted earlier in this SOW the stairway leading to the loft area must be reframed to meet
the building code requirements.
g. The hallway also Noted earlier must conform to the building code requirements as well.
Please note, at the time of this report, the 2nd floor and loft space blue board and plaster had yet to be
removed and an inspection of this area could not be made to determine its structural
u
integrity. ^ti col
Michael J.Antoon, President 'Q�:- SEAL Iv�ti�°`' +_
� —
Antoon-Boudreau Construction,Inc. 01
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Page 14
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Michael J. Antoon
From: Benjamin Trafford [btrafford@ufpi.com]
Sent: Monday, July 06, 2009 11:13 AM
To: 'Mike@AntoonBoudreau.com'
Subject: RE: Read:
Attachments: 94 Mill Pond EWP Calc Packet.pdf
Here are the calcs that I just sent for seals. I added additional loading (a rolling safe load) to the 2nd Floor to prove that it all still works even with
additional loading from the partitions, tile, ect, and the shorter joists in the 2-floor deck are being sealed with the 4" hole (this is not a sealed
repair,just a seal to prove that the joist still works as-is even with the hole). I will send on the sealed versions of the calcs as soon as I get them
back from our corporate engineers. Let me know if you need anything else.
Thank you,
Ben Trafford
From: Michael J.Antoon[mailto:Mike(a_AntoonBoudreau.com]
Sent: Monday,July 06,2009 10:10 AM
To: Benjamin Trafford
Subject:RE:Read:
I just wanted mention I forgot to put on the plan that 6 of the shorter 13'(ish) I joists will have a 4"hole in the center about 16""from the double LVL header for the plumbing
we discussed briefly.
Just wanted that mentioned on the specs..
thanks
«OLE Object: Picture(Device Independent Bitmap)>>
Michael Antoon, President
Antoon-Boudreau Construction, Inc.
14 Bearse Ave.
Methuen, MA 01844-3409
1
2009.1 Allowable Stress Design LOAD TABLE NSI: 0.16
NOTE: 1 LPI 56 DEPTH 11.875" DESIGN CRITERIA VSI: 0.25
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY WEB: 0.4375" RSI: 0.30
THE VERTICAL LOADS SHOWN VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1�. OTHER LOAD CASES FLANGE 1.50 X 3.50
- FOR PATTERN LIVE LOADING ARE CHECKED AS REORED, _
LOADING,DEFLECTION LIMITATIONS,FRAMING LIVE LOAD 40 PSF
METHODS,WIND AND SEISMIC BRACING,AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD = 15 PSF �qZ3'—''
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 55 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX
OR ARCHITECT. UNIFORM FLOOR LIVE TOP 53 PLF 00-00-00 13-09-08 1.00 SPACING = 16.00 IN. C/C
2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD TOP 20 PLF 00-00-00 13-09-08 0.90
LATERAL STABILITY. DEFLECTION CRITERIA
3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. WARNING NOTES: LIVE LOAD DEFL: L / 480
4.SHIM ALL BEARINGS FOR FULL CONTACT. TOTAL LOAD DEFL: L / 360
5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
6.THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I-JOISTS IS CODE COMPLIANCES
7.COMPRESSION EDGE BRACING REQUIRED AT STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW REPORT #
EACH END OF COMPONENT. BY A DESIGN PROFESSIONAL. ICC-ES ESR-1130
L.A. City RR 25176
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI WISCONSIN 200114-W
JOIST AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, N.Y. CITY MEA 96-94-E
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS CCMC 11094-R
JOIST IS CAPABLE OF SUPPORTING THE REACTIONS. HUD SEB 1091
ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS.
DEFLECTION ASSUMES COMPOSITE
ACTION WITH GLUED AND
NAILED 19/32" APA RATED
SHEATHING (32/16 SPAN RATING)
JOS H W.
CHANDLER -t
STRUCTURA y
No.47462
I I I ! III I I I I I I I I I I I IIIIIIIII I I I III ST
oz0
III II I I I IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ALEREEN
7/6/09
11.875
SUPPORT REACTIONS (LBS):
MAXIMUM B E A R I N G N U M B E R 20 -
1 2 13.500
DOWN 506 506
UPLIFT --- ---
CROSS SECTION
MIN BEARING SIZES (IN-SX)
3- 0 3- 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.07" 0.34"
*DEAD LOAD 0.04" 13- 9- 8
TOTAL LOAD 0.10" 0.45" ••'THIS DRAWING IS NOT TO SCALE"•
Handling&Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP I-Joist Specifications Software Provided By: 07/06/09 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 tool 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 local building 'Do not out,notch,drill or alter LP LVL,LP LSL and CTR,LP I-Joists except as shown Local 909.463.6460
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 I-Joists contrary
be applied to the component. and sealed,the structural design is approved as shown in this drawing to the limits set forth hereon,negates any express warranty of the product and LP Fax 866.753.4369
based on data provided by the customer.LP LVL,LP LSL and CTR,LP disclaims all implied warranties including the implied warranties of merchantability National Wats 800.515.7570
Design Criteria I I-joists are made without camber and will deflect underload.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
conformity with the latest revisions of NDS and AITC.' lateral support Is assumed(wall,floor beam,etc.).LP does not provide DWG #
Dead load deflection includes adjustment factor for creep. on-site inspection.This drawing must have an Architect's or Engineer's seal'A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
Total load deflection is instantaneous. afixed to be considered an Engineering document. SHEET #
LP is a registered trademark of Louisiana-Pacific Corporation,
File:HABeam Sizings\94 Mill Pond Condo 7-6-09\WOODE.SPX
AA
2009.1 Allowable Stress Design LOAD TABLE MSI: 0.14
NOTE: 1 LPI 56 DEPTH 11.875" DESIGN CRITERIA VSI: 0.31
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1. OTHER LOAD CASES WEB: 0.4375" RSI: 0.31 O
THE VERTICAL LOADS SHOWN VERIFICATION OF ) FLANGE 1.50 X 3.50
` LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIVE LOAD = 40 PSF
METHODS,WIND AND SEISMIC BRACING,AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD = 15 PSF
• LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 55 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT—IN—SX FT—IN—SX
OR ARCHITECT. UNIFORM FLOOR LIVE TOP 53 PLF 00-00-00 16-09-04 1.00 ISPACING = 16.00 IN. C/C
2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD TOP 20 PLF 00-00-00 16-09-04 0.90
LATERAL STABILITY. DEFLECTION CRITERIA
3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. WARNING NOTES: LIVE LOAD DEFL: L / 480
4.SHIM ALL BEARINGS FOR FULL CONTACT. TOTAL LOAD DEFL: L / 360
5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
6.THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I-JOISTS IS CODE COMPLIANCES
r7.CRESSION EDGE BRACING REQUIRED AT STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW REPORT #
175"OOMP.C.OR LESS. BY A DESIGN PROFESSIONAL. ICC—ES ESR-1130
L.A. City RR 25176
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI WISCONSIN 200114—W
JOIST AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, N.Y. CITY MEA 96-94—E
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS CCMC 11094—R
JOIST IS CAPABLE OF SUPPORTING THE REACTIONS. HUD SEB 1091
PROVIDE ANCHORAGE FOR UPLIFT AT SUPPORTS.ANCHORAGE DETAIL TO BE
PROVIDED BY PROJECT DESIGNER.
ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. DEFLECTION ASSUMES COMPOSITE
ACTION WITH GLUED AND
NAILED 19/32" APA RATED
SHEATHING (32/16 SPAN RATING)
oy
JOS H W.
CHANDLER —I
STRUCTURALy
N0.47462
53 53
all l l l l l l l l l l l l III III III I I I I I I I I I I !I I I I I I I I I I I l o ��s%oA���
III IIIIIIIIIIIIIIIII IIIIIIIIIII IIII II I I III II 7/6/09
11.875
SUPPORT REACTIONS (LBS):
MAXIMUM B E A R I N G N U M B E R
1 2 3 1 3.500
DOWN 398 1168 0
UPLIFT --- --- 414
CROSS SECTION
MIN BEARING SIZES (IN—SX)
1-12 3— 8 (IN- SOX)
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.04" 0.34" 13— 7-12 Ilk 3— 1— 8
*DEAD LOAD 0.02" 16— 9— 4
TOTAL LOAD 0.05" 0.45" •••THIS DRAWING IS NOT TO SCALE"•
Handling&Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP I-Joist Specifications Software Provided By: 07/06/09 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 local building 'Do not cut,notch,drill or alter LP LVL,LP LSL and CTR,LP I-Joists except as shown Local 909.463.6460
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 I-Joists contrary
be applied to the component. and sealed,the structural design is approved as shown in this drawing to the limits set forth hereon,negates any express warranty of the product and LP Fax 866.753.4369
based on data provided by the customer. LP LVL,LP LSL and CTR,LP disclaims all implied warranties including the implied warranties of merchantability National Wats 800.515.7570
Design Criteria I 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 substantialcontact with concrete must be protected as required by code.Continuous
conformity with the latest revisions of NDS and AITC.• lateral support is assumed(wall,floor beam,etc.).LP does not provide DWG #
Dead load deflection includes adjustment factor for creep. on-site inspection.This drawing must have an Architect's or Engineer's seal'A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
Total load deflection is instantaneous. affixed to be considered an Engineering document. SHEET #
LP is a registered trademark of Louisiana-Pacific Corporation.
File:H:\Beam Sizings\94 Mill Pond Condo 7-6-09\WOODE.SPX
2009.1 Allowable Stress Design MSI: 0 27
NOTE: LOAD TABLE 1 LPI 56 DEPTH 11.875" DESIGN CRITERIA VSI: 0.,33
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES WEB: 0.437511 RSI: 0.46
THE VERTICAL LOADS SHOWN VERIFICATION OF S REQUIRED.U FLANGE 1.50 X 3.50
" LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED LIVE LOAD = 40 PSF
METHODS,WIND AND SEISMIC BRACING,AND OTHER (DIMENSIONS MEASURED FROM LEFT END OFFSPAN OR CANTILEVER) DEAD LOAD = 15 PSF
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 55 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT—IN—SX FT—IN—SX
OR ARCHITECT. UNIFORM FLOOR LIVE TOP 53 PLF 00-00-00 17-06-00 1.00 SPACING = 16.00 IN. C/C
2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD TOP 20 PLF 00-00-00 17-06-00 0.90
LATERAL STABILITY. DEFLECTION CRITERIA
3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. WARNING NOTES: LIVE LOAD DEFL: L / 480
4.SHIM ALL BEARINGS FOR FULL CONTACT. TOTAL LOAD DEFL: L / 360
5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
6.THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I-JOISTS IS CODE COMPLIANCES
7.0 OMPRESSION EDGE BRACING REQUIRED AT STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW REPORT N
140"O.C.OR LESS. BY A DESIGN PROFESSIONAL. ICC—ES ESR-1130
L.A. City RR 25176
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI WISCONSIN 200114—W
JOIST AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, N.Y. CITY MEA 96-94—E
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS CCMC 11094—R
JOIST IS CAPABLE OF SUPPORTING THE REACTIONS. HUD SEs 1091
ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS.
DEFLECTION ASSUMES COMPOSITE
ACTION WITH GLUED AND
NAILED 19/32" APA RATED
SHEATHING (32/16 SPAN RATING)
oy
JOS H W.
CHANDLER
STR!UCTIJRA. y
No.47462
53
I I I III I I I I I I I I I I I I I I I I I I I l l l l l l l l 20 o �SSyOALE
IIIIIIII II I 1 I II III 111111 111111 IIIIIIIIIIIIIIIIIII f 7/6/09
11.875
SUPPORT REACTIONS (LBS):
MAXIMUMBEAR I NG NUMBER
1 2 3.500
DOWN 642 642
UPLIFT --- ---
CROSS SECTION
MIN BE SIZES (IN—SX)
1-12 1-12
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.18" 0.43"
*DEAD LOAD 0.10" 17— 6— 0 11,
TOTAL LOAD 0.24" 0.58" '"THIS DRAWING IS NOT TO SCALE
Handling&Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP I-Joist Specifications Software Provided By: 07/06/09 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 9d. Nashville,TN 37219
component until after all the framing and fastening are component. If the design criteria listed above does not meet local building 'Do not cut,notch,drill or alter LP LVL,LP LSL and CTR,LP I-Joists except as shown Local 909.463.6460
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 I-Joists contrary
be applied to the component. and sealed,the structural design is approved as shown in this drawing to the limits set forth hereon,negates any express warranty of the product and LP Fax 866.753.4369
based on data provided by the customer.LP LVL,LP LSL and CTR,LP disclaims all implied warranties including the implied warranties of merchantability National Wats 800.515.7570
Design Criteria I Holsts 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
conformity with the latest revisions of NDS and AITC.' lateral support is assumed(wall,floor beam,etc.).LP does not provide DWG #
Dead load deflection includes adjustment factor for creepon-site inspection.This drawing must have an Architect's or Engineer's seal'A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
Total load deflection is instantaneous. afixed to be considered an Engineering document. SHEET #
LP is a registered trademark of Louisiana-Pacific Corporation.
File:HABeam Sizings\94 Mill Pond Condo 7-6-09\WOODE.SPX
2009.1 Allowable Stress Design NSI: 0.50
NOTE: LOAD TABLE 1 BEAM 1.750 X 11.875 LP LVL2950Fb 2.OE DESIGN CRITERIA VSI: 0.33 \\N
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES HSI: 0.78
THE VERTICAL LOADS SHOWN VERIFICATION OF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.
LOADING,DEFLECTION LIMITATIONS,FRAMING (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) LIVE LOAD 40 PSF
METHODS,WIND AND SEISMIC BRACING,AND OTHER DEAD LOAD 15 PSF
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 55 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT—IN—SX FT—IN—SX
ORARCHITECT. UNIFORM FLOOR LIVE TOP 110 PLF 00-00-00 07-00-00 1.00
2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR LIVE TOP 53 PLF 00-00-00 17-06-00 1.00 FLR LEFT SPAN CARR. 1.33 FT
LATERAL STABILITY.- UNIFORM FLOOR DEAD TOP 41 PLF 00-00-00 07-00-00 0.90 FLA RIGHT SPAN CARR. 1.33 FT
3.DO NOT CUT,NOTCH OR DRILL LP LVL. UNIFORM FLOOR DEAD TOP 20 PLF 00-00-00 17-06-00 0.90
4.SHIM ALL BEARINGS FOR FULL CONTACT. UNIFORM BEAM WEIGHT 6 PLF 00-00-00 17-06-00 0.90 DEFLECTION CRITERIA
5.VERIFY DIMENSIONS BEFORE CUTTING LP LVL LIVE LOAD DEFL: L / 480
TO SIZE. WARNING NOTES: TOTAL LOAD DEFL: L / 360
6.THIS LP LVL IS TO BE USED AS A FLOOR BEAM NLY.
7.0 OMPRESSION EDGE BRACING REQUIRED AT THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. CODE COMPLIANCES
103"O.C.OR LESS. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I-JOISTS IS REPORT #
STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW ICC—ES ESR-1254
BY A DESIGN PROFESSIONAL. L.A. City RR 25167
CCMC 11518—R
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL WISCONSIN 200124—W
BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, N.Y. CITY MEA 97-94—E
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS HUD MR 1214D
BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LP LVL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS.
LP COMPONENTS ARE MANUFACTURED WITHOUT CAMBER,THEREFORE IN
ADDITION TO COMPLYING WITH BUILDING CODE DEFLECTION LIMITS
OTHER DEFLECTION CONSIDERATIONS SHOULD BE EVALUATED BY PROJECT
DESIGNER,SUCH AS VIBRATION,BOUNCE,AND AESTHETICS.
ASN h(q
� O
ti
JOS H W.
CHANDLER -1
STRUCTURA y
No.47462
"° I I I I I I I I I I I I I I I I I I I I I I I I I"° TE
R i Ill " iill ' iil411lllllllllllllllllllll IIlII III 63
2° 7/6/09
11.875
SUPPORT REACTIONS (LBS):
MAXIMUM B E A R I N G N U M B E R
1 2 11.750
DOWN 1541 905
UPLIFT --- --- CROSS SECTION
MIN BEARING SIZES (IN—SX)
1— 6 1— 8
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.39" 0.43"
*DEAD LOAD 0.25" 17— 6— 0
TOTAL LOAD 0.55" 0.58" ••'THIS DRAWING IS NOT TO SCALE«.«
Handling&Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP I-Joist Specifications Software Provided By: 07/06/09 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 6d. Nashville,TN 37219
component until after all the framing and fastening are component. If the design criteria listed above does not meet local building 'Do not cut,notch,drill or alter LP LVL,LP LSL and CTR,LP I-Joists except as shown NeShNash909.463.6460
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 I-Joists contrary Local
be applied to the component, and sealed,the structural design is approved as shown in this drawing to the limits set forth hereon,negates any express warranty of the product and LP Fax 866.753.4369
based on data provided by the customer.LP LVL,LP LSL and CTR,LP disclaims all implied warranties including the implied warranties of merchantability National Wats 800.515.7570
Design Criteria Hoists 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
conformity with the latest revisions of NDS and AITC." lateral support is assumed(wall,floor beam,etc.).LP does not provide DWG - #
Dead load deflection includes adjustment factor for creep. on-site inspection.This drawing must have an Architect's or Engineer's seal"A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
Total load deflection is instantaneous. afixed to be considered an Engineering document. SHEET #
LP Is a registered trademark of Louisiana-Pacific Corporation.
File:H:\Beam Sizings\94 Mill Pond Condo 7-6-09\WOODE.SPX
+ 2009.1 Allowable Stress Design LOAD TABLE MSI: 0.24
NOTE: 2 BEAMS 1.750 X 11.875 LP LVL2950Fb-2.0E DESIGN CRITERIA VSI: 0.24
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES DESIGN CONSISTS OF 2 — PLIES FASTENED HSI: 0.50
THE VERTICAL LOADS SHOWN VERIFICATION OF TOGETHER (REFER TO NOTES).
LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIVE LOAD _ 40 PSF
METHODS,WIND AND SEISMIC BRACING,AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD = 15 PSF C�1
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 55 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT—IN—SX FT—IN—SX
OR ARCHITECT. UNIFORM FLOOR LIVE SIDE 240 PLF 00-00-00 04-00-00 1.00
2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD SIDE 110 PLF 00-00-00 04-00-00 0.90 FLR LEFT SPAN CARR. 1.33 FT
LATERAL STABILITY. UNIFORM FLOOR LIVE TOP 53 PLF 00-00-00 17-06-00 1.00 FLA RIGHT SPAN CARR. 1.33 FT
3.DO NOT CUT,NOTCH OR DRILL LP LVL. UNIFORM FLOOR DEAD TOP 20 PLF 00-00-00 17-06-00 0.90
4.SHIM ALL BEARINGS FOR FULL CONTACT, UNIFORM BEAM WEIGHT 12 PLF 00-00-00 17-06-00 0.90- DEFLECTION CRITERIA
5.VERIFY DIMENSIONS BEFORE CUTTING LP LVL LIVE LOAD DEFL: L / 480
TO SIZE. WARNING NOTES: TOTAL LOAD DEFL: L / 360
6.THIS LP LVL IS TO BE USED AS A FLOOR BEAM ONLY,
7.COMPRESSION EDGE BRACING REQUIRED AT THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. CODE COMPLIANCES
EACH END OF COMPONENT. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I-JOISTS IS REPORT H
STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW ICC—ES ESR-1254
ATTACH THE TWO PLIES WITH 2 ROWS OF 16d BY A DESIGN PROFESSIONAL. L.A. City RR 25167
(3-1/2")NAILS AT 12"OC.STAGGER ROWS. CCMC 11518—R
NAILS CAN BE DRIVEN FROM ONE FACE OR HALF MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL WISCONSIN 200124—W
FROM EACH FACE. NAILS MAY BE COMMON OR BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, N.Y. CITY MEA 97-94—E
BOX NAILS WITH A MINIMUM SHANK DIAMETER ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS HUD MR 1214D
OF 0.131". 16d SINKERS(3-1/4")MAYBE BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
USED,BUT HALF MUST BE DRIVEN FROM
EACH FACE. ANCHOR LP LVL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS.
O,y
JOS H W.
CHANDLER —I
STRUCTURALN
No.47462
Q"
240 I I I I I I I I 240 �O�FC/STER�
110 III I I I io
7/6/09
SUPPORT REACTIONS (LBS): 11.875
MAXIMUM B E A R I N G N U M B E R PS
1 2 1.750
DOWN 1986 906 3.500
UPLIFT --- --- CROSS SECTION
MIN BEARING SIZES (IN—SX)
1— 8 1— 8
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.17" 0.43"
*DEAD LOAD 0.14" 11 17— 6— 0
TOTAL LOAD 0.27" 0.58" •"`THIS DRAWING IS NOT TO SCALE
Handling&Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP kJoist Specifications Software Provided By: 07/06/09 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 local building 'Do not cut,notch,drill or alter LP LVL,LP LSL and CTR,LP I-Joists except as shown Local 909.463.6460
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 I-Joists contrary
be applied to the component. and sealed,the structural design is approved as shown in this drawing to the limits set forth hereon,negates any express warranty of the product and LP Fax 866.753.4369
based on data provided by the customer. LP LVL,LP LSL and CTR,LP disclaims all implied warranties including the implied warranties of merchantability National Wats 800.515.7570
Design Criteria 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
conformity with the latest revisions of NDS and AITC." lateral support is assumed(wall,floor beam,etc.).LP does not provide DWG #
Dead load deflection includes adjustment factor for creep. on-site inspection.This drawing must have an Architect's or Engineer's seal'A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
Total load deflection is Instantaneous. affixed to be considered an Engineering document. SHEET #
LP is a registered trademark of Louisiana-Pacific Corporation.
File:H:\Beam Sizings\94 Mill Pond Condo 7-6-09\WOODE.SPX
2009.1 Allowable Stress Design LOAD TABLE 1 LPI 56 DEPTH 11.875" DESIGN CRITERIA MSI: 0.36
NOTE: VSi: 0.56
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1. OTHER LOAD CASES WEB: 0.4375" RSI: 0.64
THE VERTICAL LOADS SHOWN VERIFICATION OF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED FLANGE 1.50 X 3.50 y
LOADING,DEFLECTION LIMITATIONS,FRAMING (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) LIVE LOAD 50 PSF J
_ METHODS,WIND AND SEISMIC BRACING,AND OTHER DEAD LOAD = 15 PSF
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 65 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT—IN—SX FT—IN—SX
OR ARCHITECT. UNIFORM FLOOR LIVE TOP 67 PLF 00-00-00 13-08-08 1.00 SPACING = 16.00 IN. C/C Li
2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM PART. LIVE TOP 27 PLF 00-00-00 13-08-08 1.00
LATERAL STABILITY. UNIFORM FLOOR DEAD TOP 20 PLF 00-00-00 13-08-08 0.90 DEFLECTION CRITERIA
3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. LIVE LOAD DEFL: L / 480
4.SHIM ALL BEARINGS FOR FULL CONTACT. WARNING NOTES: TOTAL LOAD DEFL: L / 360
5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE.
6.THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. CODE COMPLIANCES
7,C OMPRESSION EDGE BRACING REQUIRED AT USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I-JOISTS IS REPORT #
121"O.C.OR LESS. STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW ICC—ES ESR-1130
BY A DESIGN PROFESSIONAL. L.A. City RR 25176
WISCONSIN 200114—W
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI N.Y. CITY MEA 96-94—E
JOIST AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, CCMC 11094—R
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS HUD SEB 1091
JOIST IS CAPABLE OF SUPPORTING THE REACTIONS. O P E N I N G S
SPAN TYPE Height Width Diet
ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. (IN) (IN) (FT)
1 CIRCLE 4.00 N / A 1.33
THIS LPI JOIST HAS BEEN DESIGNED TO SUPPORT A 2000 LB CONCENTRATED HOLES MAY BE LOCATED ANYWHERE
"SAFE"LOAD ACTING OVER 2.5 X 2.5 SQ FT(6.25 SO FT)PLUS A 20 PSF WITHIN THE DEPTH OF THE WEB.
MOVEABLE PARTITION LOAD.NOTE THAT THE MINIMUM UNIFORM LOAD PROVIDE A MINIMUM 1/4" CLEARANCE
REQUIREMENTS FOR OFFICE BUILDINGS ARE 50 PSF FOR OFFICE AREA, BETWEEN HOLE AND FLANGE.
80 PSF FOR CORRIDORS ABOVE THE FIRST FLOOR AND 100 PSF FOR LOBBIES. EXCEPTION: OBROUND HOLES REQUIRE
AND FIRST FLOOR CORRIDORS.FILE AND COMPUTER ROOMS MAY REQUIRE NO MINIMUM CLEARANCE. DO NOT CUT
HEAVIER LIVE LOADS BASED ON ANTICIPATED OCCUPANCY. FLANGE!
DEFLECTION ASSUMES COMPOSITE
ACTION WITH GLUED AND
NAILED 19/32" APA RATED
SHEATHING (32/16 SPAN RATING)
05,
JOS H W.
CHANDLER
STRUCTURA y
N0.47462
67 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I III e7
7/6/09
O
SUPPORT REACTIONS (LBS): 11.875
MAXIMUM B E A R I N G N U M B E R LK
1 2 13.500
DOWN 1087 1087
UPLIFT --- ---
CROSS SECTION
MIN BE SIZES (IN—SX)
3— 0 3— 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE 1.4.0
LIVE LOAD 0.17" 0.33" -
*DEAD LOAD 0.04" 13— 8— 8
TOTAL LOAD 0.19" 0.45" "'THIS DRAWING IS NOT TO SCALE
Handling&Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP I-Joist Specifications Software Provided By:
07/06/09 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 fid. Nashville,TN 37219
component until after all the framing and fastening are component. If the design criteria listed above does not meet local building 'Do not cut,notch,drill or alter LP LVL,LP LSL and CTR,LP I-Joists except as shown Local 909.463.6460
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 I-Joists contrary
be applied to the component. and sealed,the structural design is approved as shown in this drawing to the limits set forth hereon,negates any express warranty of the product and LP Fax 866.753.4369
based on data provided by the customer.LP LVL,LP LSL and CTR,LP disclaims all implied warranties including the implied warranties of merchantability National Wats 800.515.7570
Design Criteria I Hoists 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
conformity with the latest revisions of NDS and AITC.' lateral support is assumed(wall,floor beam,etc.).LP does not provide DWG #
Dead load deflection includes adjustment factor for creep. on-site inspection.This drawing must have an Architect's or Engineer's seal'A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
Total load deflection is instantaneous. affixed to be considered an Engineering document. SHEET #
LP is a registered trademark of Louisiana-Pacific Corporation.
File:HABeam Sizings\94 Mill Pond Condo 7-6-09\WOODE.SPX
2009.1 Allowable Stress Design LOAD TABLE NSI: 0.49
NOTE: 1 LPI 56 DEPTH 11.875" DESIGN CRITERIA VSI: 0.59
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1. OTHER LOAD CASES WEB: 0.437511 RSI: 0.68
THE VERTICAL LOADS SHOWN VERIFICATION OF FLANGE 1.50 X 3.50
FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.LOADING,DEFLECTION LIMITATIONS,FRAMING LIVE LOAD = 50 PSF
METHODS,WIND AND SEISMIC BRACING,AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD = 15 PSF
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 65 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT—IN—SX FT—IN—SX
OR ARCHITECT. UNIFORM FLOOR LIVE TOP 67 PLF 00-00-00 17-06-00 1.00 SPACING = 16.00 IN. C/C
2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM PART. LIVE TOP 27 PLF 00-00-00 17-06-00 1.00
LATERAL STABILITY. UNIFORM FLOOR DEAD TOP 20 PLF 00-00-00 17-06-00 0.90 DEFLECTION CRITERIA
3.DO NOT CUT,NOTCH OR DRILL LPI FLANGES. LIVE LOAD DEFL: L / 480
4.SHIM ALL BEARINGS FOR FULL CONTACT. WARNING NOTES: TOTAL LOAD DEFL: L / 360
5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE.
6.THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. CODE COMPLIANCES
7.CRESSION EDGE BRACING REQUIRED AT USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I-JOISTS IS REPORT #
103"OOMP.C.OR LESS. STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW ICC—ES ESR-1130
BY A DESIGN PROFESSIONAL. L.A. City RR 25176
WISCONSIN 200114—W
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI N.Y. CITY META 96-94—E
JOIST AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, CCMC 11094—R
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS HUD SEB 1091
JOIST IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS.
THIS LPI JOIST HAS BEEN DESIGNED TO SUPPORT A 2000 LB CONCENTRATED DEFLECTION ASSUMES COMPOSITE
"SAFE"LOAD ACTING OVER 2.5 X 2.5 SQ FT(6.25 SQ FT)PLUS A 20 PSF ACTION WITH GLUED AND
MOVEABLE PARTITION LOAD.NOTE THAT THE MINIMUM UNIFORM LOAD NAILED 19/32" APA RATED
REQUIREMENTS FOR OFFICE BUILDINGS ARE 50 PSF FOR OFFICE AREA, SHEATHING (32/16 SPAN RATING)
80 PSF FOR CORRIDORS ABOVE THE FIRST FLOOR AND 100 PSF FOR LOBBIES.
AND FIRST FLOOR CORRIDORS.FILE AND COMPUTER ROOMS MAY REQUIRE
HEAVIER LIVE LOADS BASED ON ANTICIPATED OCCUPANCY.
05,
JOS H W.
CHANDLER —I
STRUCTURAy
I I ff No.47462
67
7/6/09
SUPPORT REACTIONS (LBS): 11.875
MAXIMUM BEAR I NG NUMBER
1 2 3.500
DOWN 1150 1150
UPLIFT --- ---
CROSS SECTION
MIN BEARING SIZES (IN—SX)
3— 0 3— 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.32" 0.43"
*DEAD LOAD 0.10" 17— 6— 0
TOTAL LOAD 0.38" 0.57" "'THIS DRAWING IS NOT TO SCALE
Handling&Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP I-Joist Specifications Software Provided By: 07/06/09 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 6d. Nashville,TN 37219
component until after all the framing and fastening are component. If the design criteria listed above does not meet local building "Do not cut,notch,drill or alter LP LVL,LP LSL and CTR,LP I-Joists except as shown
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 I-Joists contrary Local 909.463.6460
be applied to the component. and sealed,the structural design is approved as shown in this drawing to the limits set forth hereon,negates any express warranty of the product and LP Fax 866.753.4369
based on data provided by the customer. LP LVL,LP LSL and CTR,LP disclaims all implied warranties including the implied warranties of merchantability National Wats 800.515.7570
Design Criteria I-joists are made without camber and will deflect underload.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
conformity with the latest revisions of NDS and AITC.' lateral support is assumed(wall,floor beam,etc.).LP does not provide DWG #
Dead load deflection includes adjustment factor for creep. on-site inspection.This drawing must have an Architect's or Engineer's seal'A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
Total load deflection is instantaneous. affixed to be considered an Engineering document. SHEET #
LP is a registered trademark of Louisiana-Pacific Corporation.
File:H:\Beam Sizings\94 Mill Pond Condo 7-6-09\WOODE.SPX
• 2009.1 Allowable Stress Design LOAD TABLE MSI: 0.37
NOTE: 2 BEAMS 1.750 X 11.875 LP LVL295OFb-2.OE DESIGN CRITERIA VSI: 0.37
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 — PLIES FASTENED RSI: 0.52
THE VERTICAL LOADS SHOWN VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES TOGETHER (REFER TO NOTES).
LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIVE LOAD _ 35 PSF
METHODS,WIND AND SEISMIC BRACING,AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD = 15 PSF
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 50 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT—IN—SX FT—IN—SX
OR ARCHITECT. UNIFORM ROOF LIVE TOP 385 PLF 00-00-00 08-10-00 1.15
2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR LIVE SIDE 280 PLF 00-00-00 08-10-00 1.00 FLR LEFT SPAN CARR. 13.00 FT
LATERAL STABILITY. UNIFORM ROOF DEAD TOP 170 PLF 00-00-00 08-10-00 0.90 FLA RIGHT SPAN CARR. 3.00 FT
3.DO NOT CUT,NOTCH OR DRILL LP LVL. UNIFORM FLOOR DEAD SIDE 120 PLF 00-00-00 08-10-00 0.90
4.SHIM ALL BEARINGS FOR FULL CONTACT. UNIFORM WALL DEAD TOP 80 PLF 00-00-00 08-10-00 0.90 DEFLECTION CRITERIA
5.VERIFY DIMENSIONS BEFORE CUTTING LP LVL UNIFORM ROOF LIVE TOP 47 PLF 00-00-00 08-10-00 1.15 LIVE LOAD DEFL: L / 360
TO SIZE. UNIFORM ROOF DEAD TOP 20 PLF 00-00-00 08-10-00 0.90 TOTAL LOAD DEFL: L / 240
6.THIS LP LVL IS TO BE USED AS A FLOOR BEAM ONLY. UNIFORM BEAM WEIGHT 12 PLF 00-00-00 08-10-00 0.90
FLOOR LIVE LOAD LESS THAN 40 PSF SUITABLE CODE COMPLIANCES
FOR SECOND FLOOR SLEEPING ROOMS ONLY. WARNING NOTES: REPORT #
7.COMPRESSION EDGE BRACING REQUIRED AT ICC—ES ESR-1254
EACH END OF COMPONENT. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. L.A. City RR 25167
USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP IJOISTS IS CCMC 11518—R
ATTACH THE TWO PLIES WITH 2 ROWS OF 16d STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW WISCONSIN 200124—W
(3-1/2")NAILS AT 12"OC.STAGGER ROWS. BY A DESIGN PROFESSIONAL. N.Y. CITY MEA 97-94—E
NAILS CAN BE DRIVEN FROM ONE FACE OR HALF HUD MR 1214D
FROM EACH FACE. NAILS MAY BE COMMON OR MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL
BOX NAILS WITH A MINIMUM SHANK DIAMETER BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER,
OF 0.131". 16d SINKERS(3-1/4")MAYBE ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS
USED,BUT HALF MUST BE DRIVEN FROM BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
EACH FACE.
ANCHOR LP LVL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS.
off,
JOS H W.
CHANDLER
STRUCTURA to
No.47462
Q•
We I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 I I I I I I I I I I 1 1 1 1 1 1 as280
1 1
I I I I IIII I I I I I IIII 1 1 1 1 1 1 1 I
7 `mss/OAL EN
�
. 1� 7/6/09
11.875
SUPPORT REACTIONS (LBS):
MAXIMUM B E A R I N G N U M B E R
1 2 1.750
DOWN 4132 4132 13.500
UPLIFT --- ---
CROSS SECTION
MIN BEARING SIZES
3— 0 3— 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.07" 0.29"
*DEAD LOAD 0.08" 8-10— 0
TOTAL LOAD 0.12" 0.43" "'THIS DRAWING IS NOT TO SCALE'•'
Handling&Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP I-Joist Specifications Software Provided By: 07/06/09 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 6d. Nashville,TN 37219
component until after all the framing and fastening are component. If the design criteria listed above does not meet local building 'Do not cut,notch,drill or alter LP LVL,LP LSL and CTR,LP I-Joists except as shown LOCeI 909.463.6460
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 I-Joists contrary
be applied to the component. and sealed,the structural design is approved as shown in this drawing to the limits set forth hereon,negates any express warranty of the product and LP Fax 866.753.4369
based on data provided by the customer.LP LVL,LP LSL and CTR,LP disclaims all implied warranties including the implied warranties of merchantability National Wats 800.515.7570
Design Criteria Hoists 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
conformity with the latest revisions of NDS and AITC.' lateral support is assumed(wall,floor beam,etc.).LP does not provide DWG #
Dead load deflection Includes adjustment factor for creep. on-site inspection.This drawing must have an Architect's or Engineer's seal'A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
Total load deflection is instantaneous. affixed to be considered an Engineering document. SHEET #
LP is a registered trademark of Louisiana-Pacific Corporation.
File:H:\Beam Sizings\94 Mill Pond Condo 7-6-09\WOODE.SPX
NOTE: 2009.1 Allowable Stress Design LOAD TABLE 3 BEAMS 1.750 X 11.875 LP LVL295OFb-2.OE DESIGN CRITERIA HSI: 0.63
VSI: 0.33
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE 1. OTHER LOAD CASES DESIGN CONSISTS OF 3 - PLIES FASTENED RSI: 0.44
THE VERTICAL LOADS SHOWN VERIFICATION OF (( TOGETHER (REFER TO NOTES).
LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIVE LOAD = 35 PSF
METHODS,WIND AND SEISMIC BRACING,AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD - 15 PSF �
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 50 PSF —5
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX
OR ARCHITECT. UNIFORM ROOF LIVE TOP 385 PLF 00-00-00 17-06-00 1.15
2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM ROOF DEAD TOP 170 PLF 00-00-00 17-06-00 0.90 FLR LEFT SPAN CARR. 1.33 FT
LATERAL STABILITY. UNIFORM FLOOR LIVE SIDE 47 PLF 00-00-00 17-06-00 1.00 FLR RIGHT SPAN CARR. 1.33 FT
3.DO NOT CUT,NOTCH OR DRILL LP LVL. UNIFORM FLOOR DEAD SIDE 20 PLF 00-00-00 17-06-00 0.90
4.SHIM ALL BEARINGS FOR FULL CONTACT. UNIFORM BEAM WEIGHT 18 PLF 00-00-00 17-06-00 0.90 DEFLECTION CRITERIA
5.VERIFY DIMENSIONS BEFORE CUTTING LP LVL LIVE LOAD DEFL: L / 360
TO SIZE. WARNING NOTES: TOTAL LOAD DEFL: L / 240
6.THIS LP LVL IS TO BE USED AS A FLOOR BEAM ONLY.
FLOOR LIVE LOAD LESS THAN 40 PSF SUITABLE THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. CODE COMPLIANCES
FOR SECOND FLOOR SLEEPING ROOMS ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I-JOISTS IS REPORT #
7.COMPRESSION EDGE BRACING REQUIRED AT STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW ICC-ES - ESR-1254
EACH END OF COMPONENT. BY A DESIGN PROFESSIONAL. L.A. City RR 25167
CCMC 11518-R
ATTACH TWO PLIES WITH 2 ROWS OF 16d MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL WISCONSIN 200124—W
(3-1/2")NAILS AT 12"OC.FROM - BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, N.Y. CITY MEA 97-94-E
ONE FACE ONLY. STAGGER ROWS.FLIP ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS HUD MR 1214D
BEAM AND ATTACH THE THIRD PLY WITH 2 BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
ROWS OF 16d(3-1/2")NAILS AT 12"
OC TO THE UN-NAILED SIDE OF THE FIRST ANCHOR LP LVL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS.
TWO PLIES. STAGGER ROWS.NAILS MAY BE
COMMON OR BOX NAILS WITH A MINIMUM NO WALL LOAD WAS USED.
SHANK DIAMETER OF 0.131".16d SINKERS
3-1/4" MAYBE USED. I THIS COMPONENT MEETS CODE ALLOWED DEFLECTION CRITERIA;CALCULATED
DEFLECTION EXCEEDS 3/4"AND SHOULD BE REVIEWED BY PROJECT DESIGNER
FOR ADEQUACY.
LP COMPONENTS ARE MANUFACTURED WITHOUT CAMBER,THEREFORE IN
ADDITION TO COMPLYING WITH BUILDING CODE DEFLECTION LIMITS
OTHER DEFLECTION CONSIDERATIONS SHOULD BE EVALUATED BY PROJECT
DESIGNER,SUCH AS VIBRATION,BOUNCE,AND AESTHETICS.
THIS FLOOR FRAMING COMPONENT HAS BEEN DESIGNED WITH AN INPUT TOTAL
LOAD DEFLECTION LIMIT OF L/240.(PROVIDED BY THE LP CUSTOMER). ,�H
THIS COMPONENT CANNOT BE USED TO SUPPORT CERAMIC TILE FLOORS.
Py
JOS H W.
CHANDLER -i
STRUCTU ti
q, No.47462
Sas II ff 385 FC/STER�
170 I I I I I I l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l (I I 1171) �SsfCAL EN
7/6/09
11.875
SUPPORT REACTIONS (LBS):
MAXIMUM B E A R I N G N U M B E R -jC29
1 2 I 1.750
DOWN 5187 5187 3.500
UPLIFT --- --- 5.250
MIN SEARING SIZES (IN-SX) CROSS SECTION
3- 0 3- 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.52 0.57"
DEAD LOAD 0.42" 17- 6- 0
TOTAL LOAD 0.81" 0.86" "'THIS DRAWING IS NOT TO SCALE
Handling&Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP I-Joist Specifications Software Provided By: 07/06/09 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 6d. Nashville,TN 37219
component until after all the framing and fastening are component. If the design criteria listed above does not meet local building 'Do not cut,notch,drill or alter LP LVL,LP LSL and CTR,LP I-Joists except as shown Local 909.463.6460
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 I-Joists contrary
be applied to the component. and sealed,the structural design is approved as shown in this drawing to the limits set forth hereon,negates any express warranty of the product and LP Fax 866.753.4369
based on data provided by the customer.LP LVL,LP LSL and CTR,LP disclaims all implied warranties including the implied warranties of merchantability National Wats 800.515.7570
Design Criteria 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
conformity with the latest revisions of NDS and AITC.' lateral support is assumed(wall,floor beam,etc.).LP does not provide DWG #
Dead load deflection includes adjustment factor for creep. on-site inspection.This drawing must have an Architect's or Engineer's seall*A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
Total load deflection is instantaneous. afixed to be considered an Engineering document. SHEET #
LP is a registered trademark of Louisiana-Pacific Corporation.
File:H:\Beam Sizings\94 Mill Pond Condo 7-6-09\WOODE.SPX
2009.1 Allowable Stress Design LOAD TABLE HSI: 0.12
NOTE: 2 BEAMS 1.750 X 11.875 LP LVL2950Fb-2.OE DESIGN CRITERIA VSI: 0.23
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE 1 OTHER LOAD CASES DESIGN CONSISTS OF 2 — PLIES FASTENED ASI: 0.34
THE VERTICAL LOADS SHOWN VERIFICATION OF TOGETHER (REFER TO NOTES).
LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIVE LOAD = 50 PSF
METHODS,WIND AND SEISMIC BRACING,AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD = 15 PSF
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 65 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT—IN—SX FT—IN—SX
OR ARCHITECT. UNIFORM FLOOR LIVE SIDE 345 PLF 00-00-00 05-04-00 1.00
2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM PART. LIVE TOP 138 PLF 00-00-00 05-04-00 1.00 FLR LEFT SPAN CARR. 13.79 FT
LATERAL STABILITY, UNIFORM FLOOR DEAD SIDE 103 PLF 00-00-00 05-04-00 0.90 FLR RIGHT SPAN CARR. 0.00 FT
3.DO NOT CUT,NOTCH OR DRILL LP LVL. UNIFORM BEAM WEIGHT 12 PLF 00-00-00 05-04-00 0.90
4.SHIM.ALL BEARINGS FOR FULL CONTACT. DEFLECTION CRITERIA
5.VERIFY DIMENSIONS BEFORE CUTTING LP LVL WARNING NOTES: LIVE LOAD DEFL: L / 360
TO SIZE. TOTAL LOAD DEFL: L / 240
6.THIS LP LVL IS TO BE USED AS A FLOOR BEAM ONLY. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
7.COMPRESSION EDGE BRACING REQUIRED AT USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I-JOISTS IS CODE COMPLIANCES
EACH END OF COMPONENT. STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW REPORT #
BY A DESIGN PROFESSIONAL. ICC—ES ESR-1254
ATTACH THE TWO PLIES WITH 2 ROWS OF 16d L.A. City RR 25167
(3-1/2")NAILS AT 10"OC.STAGGER ROWS. MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL CCMC 11518—R
NAILS CAN BE DRIVEN FROM ONE FACE OR HALF BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, WISCONSIN 200124—W
FROM EACH FACE, NAILS MAY BE COMMON OR ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS N.Y. CITY MEA 97-94—E
BOX NAILS WITH A MINIMUM SHANK DIAMETER BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. HUD MR 1214D
OF 0.131". 16d SINKERS(3-1/4")MAYBE
USED,BUT HALF MUST BE DRIVEN FROM ANCHOR LP LVL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS.
EACH FACE.
O,y
JOS H W.
CHANDLER —4
STRUCTU -4
No.47462
345 345 RFG/STER
���
i ) i iii III iii Iii i � iiiiiiii 7/6/09
11.875
SUPPORT REACTIONS (LBS):
MAXIMUM B E A R I N G N U M B E R
1 2 1.750
DOWN 1776 1776 3.500
UPLIFT --- ---
CROSS SECTION
MIN BEARING SIZES (IN—SX)
2— 0 2— 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.01" 0.17"
*DEAD LOAD 0.00" 5— 4— 0
TOTAL LOAD 0.011, 0.26" •"THIS DRAWING IS NOT TO SCALE
Handling&Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP I-Joist Specifications Software Provided By: 07/06/09 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 3d. Nashville,TN 37219
component until after all the framing and fastening are component. If the design criteria listed above does not meet local building "Do not cut,notch,drill or alter LP LVL,LP LSL and CTR,LP I-Joists except as shown Local 909.463.6460
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 I-Joists contrary
be applied to the component. and sealed,the structural design is approved as shown in this drawing to the limits set forth hereon,negates any express warranty of the product and LP Fax 866.753.4369
based on data provided by the customer.LP LVL,LP LSL and CTR,LP disclaims all implied warranties including the implied warranties of merchantability National Wats 800.515.7570
Design Criteria Hoists 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
conformity with the latest revisions of NDS and AITC.. lateral support is assumed(wall,floor beam,etc.).LP does not provide DWG #
Dead load deflection includes adjustment factor for creep. on-site inspection.This drawing must have an Architect's or Engineer's seal'A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
Total load deflection is instantaneous. affixed to be considered an Engineering document. SHEET #
LP is a registered trademark of Louisiana-Pacific Corporation.
File:H:\Beam Sizings\94 Mill Pond Condo 7-6-09\WOODE.SPX
2009.1 Allowable Stress Design LOAD TABLE MSI: 0.22
NOTE: 2 BEAMS 1.750 X 11.875 LP LVL295OFb-2.OE DESIGN CRITERIA VSI: 0.23
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 - PLIES FASTENED HSI: 0.49
NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE 1 . OTHER LOAD CASES
THE VERTICAL LOADS SHOWN VERIFICATION OF UI TOGETHER (REFER TO NOTES).
LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIVE LOAD = 35 PSF
METHODS,WIND AND SEISMIC BRACING,AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD = 15 PSF `�
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 50 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX
OR ARCHITECT. UNIFORM FLOOR LIVE SIDE 240 PLF 00-00-00 04-00-00 1.00
2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD SIDE 110 PLF 00-00-00 04-00-00 0.90 FLR LEFT SPAN CARR. 1.33 FT
LATERAL STABILITY. UNIFORM FLOOR LIVE TOP 47 PLF 00-00-00 17-06-00 1.00 FLR RIGHT SPAN CARR. 1.33 FT
3.DO NOT CUT,NOTCH OR DRILL LP LVL. UNIFORM FLOOR DEAD TOP 20 PLF 00-00-00 17-06-00 0.90
4.SHIM ALL BEARINGS FOR FULL CONTACT, UNIFORM BEAM WEIGHT 12 PLF 00-00-00 17-06-00 0.90 DEFLECTION CRITERIA
5.VERIFY DIMENSIONS BEFORE CUTTING LP LVL LIVE LOAD DEFL: L / 480
TO SIZE. WARNING NOTES: TOTAL LOAD DEFL: L / 360
6.THIS LP LVL IS TO BE USED AS A FLOOR BEAM ONLY.
FLOOR LIVE LOAD LESS THAN 40 PSF SUITABLE THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. CODE COMPLIANCES
FOR SECOND FLOOR SLEEPING ROOMS ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP 1-JOISTS IS REPORT #
7.COMPRESSION EDGE BRACING REQUIRED AT STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW ICC-ES ESR-1254
EACH END OF COMPONENT. BY A DESIGN PROFESSIONAL. L.A. City RR 25167
CCMC 11518-R
ATTACH THE TWO PLIES WITH 2 ROWS OF 16d MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL WISCONSIN 200124-W
(3-1/2")NAILS AT 12"OC.STAGGER ROWS. BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, N.Y. CITY MEA 97-94-E
NAILS CAN BE DRIVEN FROM ONE FACE OR HALF ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS HUD MR 1214D
FROM EACH FACE. NAILS MAY BE COMMON OR BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
BOX NAILS WITH A MINIMUM SHANK DIAMETER
OF 0.131". 16d SINKERS(3-1/4")MAYBE ANCHOR LP LVL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS.
USED,BUT HALF MUST BE DRIVEN FROM
EACH FACE.
off,
JOS H W.
CHANDLER -1
STRUCTURA y
N0.47462
240 I 240 F
G/STERE
110 I I I I 110 `S/OAL EN
RI . . . . . . . . . . . . . . 47 7/6/09
11.875
SUPPORT REACTIONS (LBS):
MAXIMUM BEAR I NG NUMBER
1 2 1.750
DOWN 1927 847 3.500
UPLIFT --- ---
CROSS SECTION
MIN BEARING SIZES (IN-SX)
1- 8 1- 8
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.16" 0.43"
*DEAD LOAD 0.14" 17- 6- 0
TOTAL LOAD 0.26" 0.58" •'•THIS DRAWING IS NOT TO SCALE•••
Handling 8 Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP I-Joist Specifications Software Provided By: 07106/09 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 3d. Nashville,TN 37219
component until after all the framing and fastening are component. if the design criteria listed above does not meet local building "Do not cut,notch,drill or alter LP LVL,LP LSL and CTR,LP I-Joists except as shown
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 I-Joists contrary Local 909.463.6460
be applied to the component. and sealed,the structural design is approved as shown in this drawing to the limits set forth hereon,negates any express warranty of the product and LP Fax 866.753.4369
based on data provided by the customer. LP LVL,LP LSL and CTR,LP disclaims all implied warranties including the implied warranties of merchantability National Wats 800.515.7570
Design Criteria Hoists 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
conformity with the latest revislons of NDS and AITC.' lateral support is assumed(wall,floor beam,etc.).LP does not provide DWG #
Dead load deflection includes adjustment factor for creep. on-site inspection.This drawing must have an Architect's or Engineer's seal'A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
Total load deflection is instantaneous. affixed to be considered an Engineering document. SHEET #
LP is a registered trademark of Louisiana-Pacific Corporation.
File:H:\Beam Sizings\94 Mill Pond Condo 7-6-09\WOODE.SPX
2009.1 Allowable Stress Design LOAD TABLE MSI' 0.83
NOTE: 3 BEAMS 1.750 X 11.875 LP LVL2950Fb-2.OE DESIGN CRITERIA VSI: 0.48
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE 1. OTHER LOAD CASES DESIGN CONSISTS OF 3 — PLIES FASTENED RSI; 0.49
THE VERTICAL LOADS SHOWN VERIFICATION OF ( � TOGETHER (REFER TO NOTES).
LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIVE LOAD = 35 PSF
METHODS,WIND AND SEISMIC BRACING,AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD = 15 PSF
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 50 PSF �u
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT—IN—SX FT—IN—SX
OR ARCHITECT. UNIFORM ROOF LIVE TOP 385 PLF 00-00-00 17-06-00 0.90
2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM ROOF DEAD TOP 165 PLF 00-00-00 17-06-00 0.90 FLR LEFT SPAN CARR. 1.33 FT
LATERAL STABILITY. UNIFORM FLOOR LIVE SIDE 47 PLF 00-00-00 17-06-00 1.00 FLR RIGHT SPAN CARR. 1.33 FT
3.DO NOT CUT,NOTCH OR DRILL LP LVL. UNIFORM FLOOR DEAD SIDE 20 PLF 00-00-00 17-06-00 0.90
4.SHIM ALL BEARINGS FOR FULL CONTACT, UNIFORM BEAM WEIGHT 18 PLF 00-00-00 17-06-00 0.90 DEFLECTION CRITERIA
5.VERIFY DIMENSIONS BEFORE CUTTING LP LVL 1—CONCENTRATED FLOOR LIVE SIDE 1366 LBS 03-09-12MINBRG=2.50" 1.00 LIVE LOAD DEFL: L / 360
TO SIZE. 1—CONCENTRATED FLOOR DEAD SIDE 410 LBS 03-09-12MINBRG=2.50" 0.90 TOTAL LOAD DEFL: L / 240
6.THIS LP LVL IS TO BE USED AS A FLOOR BEAM ONLY.
FLOOR LIVE LOAD LESS THAN 40 PSF SUITABLE WARNING NOTES: CODE COMPLIANCES
FOR SECOND FLOOR SLEEPING ROOMS ONLY. REPORT #
7.COMPRESSION EDGE BRACING REQUIRED AT THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. ICC—ES ESR-1254
EACH END OF COMPONENT. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I-JOISTS IS L.A. City RR 25167
STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW CCIAC 11518—R
ATTACH TWO PLIES WITH 2 ROWS OF 16d BY A DESIGN PROFESSIONAL. WISCONSIN 200124—W
(3-1/2")NAILS AT 12"OC.FROM N.Y. CITY MEA 97-94—E
ONE FACE ONLY. STAGGER ROWS.FLIP PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. HUD MR 1214D
BEAM AND ATTACH THE THIRD PLY WITH 2
ROWS OF 16d(3-1/2")NAILS AT 12" MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL
OC TO THE UN-NAILED SIDE OF THE FIRST BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER,
TWO PLIES. STAGGER ROWS.NAILS MAY BE ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS
COMMON OR BOX NAILS WITH A MINIMUM BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
SHANK DIAMETER OF 0.131".16d SINKERS
(3-1/4")MAY BE USED. ANCHOR LP LVL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS.
CONTACT HANGER MANUFACTURER TO VERIFY
NO WALL LOAD WAS USED.
CONCENTRATED SIDE LOADS MUST BE EQUALLY
DISTRIBUTED TO ALL PLIES.THIS CONNECTION THIS COMPONENT MEETS CODE ALLOWED DEFLECTION CRITERIA;CALCULATED
AND RESTRAINT OF THE TORSION INDUCED BY DEFLECTION EXCEEDS 3/4"AND SHOULD BE REVIEWED BY PROJECT DESIGNER
THE SIDE LOAD ON THE MEMBER ARE THE FOR ADEQUACY.
RESPONSIBILITY OF THE PROJECT DESIGNER.
LP COMPONENTS ARE MANUFACTURED WITHOUT CAMBER,THEREFORE IN
ADDITION TO COMPLYING WITH BUILDING CODE DEFLECTION LIMITS
OTHER DEFLECTION CONSIDERATIONS SHOULD BE EVALUATED BY PROJECT ,�N
DESIGNER,SUCH AS VIBRATION,BOUNCE,AND AESTHETICS.
THIS FLOOR FRAMING COMPONENT HAS BEEN DESIGNED WITH AN INPUT TOTAL OS'
LOAD DEFLECTION LIMIT OF U240.(PROVIDED BY THE LP CUSTOMER). JOS HW.
THIS COMPONENT CANNOT BE USED TO SUPPORT CERAMIC TILE FLOORS. CHANDLER —{
STRUCTURA y
NO.4746
3es , 385 FFG/STERE
"� IIIIIIIIIII IIiIIIIllllllllllllllllfllllllllll � � lllllll IIIIIIIIllj165SyCALEN
7/6/09
11.875
SUPPORT REACTIONS (LHS):
MAXIMUM BE AR I NG NUMBER
1 2 1.750
DOWN 5730 5233 3.500
UPLIFT --- --- 1,5.250
MIN BEARING SIZES (IN—SX) CROSS SECTION
3— 0 3— 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.52" 0.57"
DEAD LOAD 0.46" 17— 6— 0
TOTAL LOAD 0.83" 0.86" ••'THIS DRAWING IS NOT TO SCALE•"
Handling&Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP I-Joist Specifications Software Provided By:
07/06/09 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 ad. Nashville,TN 37219
component until after all the framing and fastening are component. If the design criteria listed above does not meet local building 'Do not cut,notch,drill or alter LP LVL,LP LSL and CTR,LP I-Joists except as shown
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 I-Joists contrary Local 909.463.6460
be applied to the component. and sealed,the structural design is approved as shown In this drawing to the limits set forth hereon,negates any express warranty of the product and LP Fax 866.753.4369
based on data provided by the customer. LP LVL,LP LSL and CTR,LP disclaims all implied warranties including the implied warranties of merchantability National Wats 800.515.7570
Design Criteria 1-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
conformity with the latest revisions of NDS and AITC.' lateral support is assumed(wall,floor beam,etc.).LP does not provide DWG #
Dead load deflection includes adjustment factor for creep. on-site inspection.This drawing must have an Architect's or Engineer's seal'A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
Total load deflection is instantaneous. afixed to be considered an Engineering document. SHEET #
LP is a registered trademark of Louisiana-Pacific Corporation.
File:HABeam Sizings\94 Mill Pond Condo 7-6-09\WOODE.SPX
Dear Customer: Effective July 18th, 2009, TD Banknorth, NA's Online banking will migrate to a new and improved system. This
will affect how your software interacts with our website, and will require you to re-establish your software's account
settings. Please type http://www.TDBanknorth.com/PFMaccess into your web browser to visit our online instructions for the easy
step-by-step process. Please note that there will be a period where you will be unable to connect with your software beginning
July 17, 2009 until July 21, 2009.
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Foundation Permit Fee $
Other Permit Fee $
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BUILDING INSPECTOR
THIS CERTIFIES THAT .9 .N �.�,t.K,�.�•.............
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has permission to eFon
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provided that the peaccepting 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
PERMIT EXPIRES IN 6 MONTHS Final
ELECTRICAL INSPECTOR
UNLESS CONSTRU STARTS Rough
......... ........................................................................: Service
BUILDING INSP
Final
Occupancy Permit Required to Occupy Building GAS INSPECTOR
Display in a Conspicuous Place on the Premises — Do Not Remove Finalh
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.