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�tHETown of Barnstable
Building Department - 200 Main Street
EIARNSTABLE. # M A 02601
y MASS. �, Hyannis,
1639. . (508) 862-4038
RFD�A
Certificate of Occupancy
Application 72853 CO Number: 20060027
Parcel ID: 189118004 CO Issue Date: 05/19/06
Location: 50 MEADOW FARM ROAD C Zoning Classification: RESIDENCE D-1 DISTRICT
Owner: SEMINARA, LOUIS J JR Proposed Use:
PO BOX 1219
S DENNIS, MA 02660
Gen Contractor: SEMINARA, LOUIS J Permit Type: RC00
P.O. BOX 1219 CERTIFICATE OF OCCUPANCY RES
93 COLES POND DR.RR#3
S.DENNIS, MA 02660-1219
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Comments:
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Building Department Signature Date Signed
PARCEL ID 189 118 004 GEOBASE ID
ADDRESS 50 MEADOW FARM RD. PHONE
CENTERVI LLE ZIP
LOT 8 BLOCK LOT SIZE _,Y
DBA DEVELOPMENT DISTRICT
PERMIT '7.�353 DESCRIPTION SIN FAMIKI`T GAR
PERMIT TYPE BEJILD TITLE NEW RESIDENTIAL BLDG PMT
i
CONTRACTORS' LbUIq,,J SEMINARA Department of
ARCHITECTS:
' + 1,235.23 Regulatory.Services
BOND $.00
C.ONSTR(1C [ON COSTS "r .00 , Qi►
101 SINGLE FAM HOME DETACHED 1 PRIVATE ffO
+ BARNSTABLE, •
MASS.
i639.
Fp��6
BUILDING DIVISION
BY
DATF'\ ISSUED 11,/12/200:3 EXPIRATION .DATE
THIS PERMIT CONVEYS NO RIGHT TO OCCUPY ANY STREET, ALLEY OR SIDEWALK OR ANY PART THEREOF, EITHER TEMPORARILY OR PERMANENTLY. EN-
CROACHMENTS ON PUBLIC PROPERTY,NOT SPECIFICALLY PERMITTED UNDER THE BUILDING CODE,MUST BE APPROVED BY THE JURISDICTION.STREET OR
ALLEY GRADES AS WELL AS DEPTH AND LOCATION OF PUBLIC SEWERS MAY BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS.THE ISSUANCE OF THIS
PERMIT DOES NOT RELEASE THE APPLICANT FROM THE CONDITIONS OF ANY APPLICABLE SUBDIVISION RESTRICTIONS.
MINIMUM OF FOUR CALL INSPECTIONS REQUIRED
FOR ALL CONSTRUCTION WORK: APPROVED PLANS MUST BE RETAINED ON JOB AND WHERE APPLICABLE, SEPARATE
1.FOUNDATIONS OR FOOTINGS THIS CARD KEPT POSTED UNTIL FINAL INSPECTION PERMITS ARE REQUIRED FOR
2. PRIOR TO COVERING STRUCTURAL MEMBERS HAS BEEN MADE.WHERE A CERTIFICATE OF OCCU- ELECTRICAL,PLUMBING AND M FOR
(READY TO LATH). PANCY IS REQUIRED,SUCH BUILDING SHALL NOT BE ANICAL INSTALLATIONS.
CH-
3.INSULATION. OCCUPIED UNTIL FINAL INSPECTION HAS BEEN MADE.
4.FINAL INSPECTION BEFORE OCCUPANCY.
BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPEC ION PPROVALS
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2 2 L. ::I W►+. 2
fivALb 0 el.0 e-
3 > C� 1 HEATING INSPECTION APPROVALS ENGINEERING DEPARTMENT
ob rii)Ak 0,1-s 6 D'v
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OTHER: SITE PLAN REVIEW APPROVAL
WORK SHALL NOT PROCEED UNTIL PERMIT WILL BECOME NULL AND VOID IF CO - INDICATED ON THIS
THE INSPECTOR, ARRANGED FOR BY
VARIOUS STAG WRITTEN NOTIFICA-
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TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION
Map C/ Pare 5l ``� -'� O� Permit# 7 2�S- 3
Health Division ° 2 Date Issued J I —✓Z — L�
Conservation Division ohs J� �'``t�`i�'T f �'�`��/�.�Application Fee
Tax Collector 6y 'GR'"I Permit Fee o
Treasurer1100—T I
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Planning Dept. INSTA LED 9M Cc)ri�SPL
Date Definitive Plan Approved Planning Board —'a i- 0 U �� MTN ME 5
Historic-OKH Preservation/Hyannis TOYVAI REGUU Y10,%4 �pvdw,S
Project Street/Address Zor 9 'w'Pa IV r-4A"*1 2$ 5-0
Village Ce n4 y�4 t C ' t>
Owner IZ-oz.,16 Sf .¢,�. Address /��X ��✓, c� //C"C��/mil
Telephone 60 r � �'.�� �fi.tc
Permit Request
Square feet: 1st floor: existing proposed 2nd floor: existing proposed Total new
Zoning District Flood Plain Groundwater Overlay
Project Valuation Construction Type 14,1.c n
Lot Size 2 Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation.
Dwelling Type: Single Family Two Family ❑ Multi-Family(#units)
Age of Existing Structure Historic House: ❑Yes a_No On Old King's Highway: ❑Yes ❑1qo
Basement Type: ❑Full ❑Crawl La alkout ❑Other4
Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft)
Number of Baths: Full: existing new Half:existing new
Number of Bedrooms: existing new
Total Room Count(not including baths): existing new First Floor Room Count
Heat Type and Fuel: 0--Gas ❑Oil ❑ Electric ❑Other
Central Air: ales ❑No Fireplaces: Existing New 3 C, f Existing wood/coal stove: ❑Yes 0V0
Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑new size
Attached garage:❑existing ❑new size Shed:❑existing ❑new size Other:
Zoning Board of Appeals Authori tion' ❑ Appeal# Recorded❑
Commercial ❑Yes N[� o If yes, site plan review#
Current Use �U =:� Proposed Use
,4
BUILDER INFORMATION
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Name, 0ilhL _ /" % Telephone Number �� �� 5—
Address License# ��-8'
Home Improvement Contractor# � U
Worker's Compensation# z, ,1
ALL CONSTRUCTION DEBRIS RES ING FROM THIS PROJECT WILL BE TAKE�70C
SIGNATU DATE __ �� O� 3>
FOR OFFICIAL USE ONLY
r
PERMIT NO.
DATE ISSUED i
r
t� MAP/PARCEL NO.
A J
w` ADD ESS VILLAGE
OWNER
DATE OF INSPECTION,::j J '
FOUNDATION 6 j q I jl FVr-
FRAME gib
INSULATION ®�{
s �
FIREPLACE
a ELECTRICAL: '- ROUGH FINAL i
PLUMBING: `.. ROUGH FINAL
GAS: ROUGH FINAL
FINAL BUILDING
T
DATE CLOSED OUT
� I
ASSOCIATION PLAN NO.
BOARD OF BUILDING REGULATIONS i
i! License: CONSTRUCTION SUPERVISOR
Number CS" 015836
1 ( . :. :I,
!{
Expires 09707/2003 Tr.no: 2824
Restricted:"00
LOUIS J SEMINARA "-
PO BOX 1219
S DENNIS, MA 02660 ` Administrator
The Commonweatth of Massachusetts
Department Of Industrial Accidents
__ -- Office afloyestigatioas
600 Washington Street
Boston,Mass. 02111
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gee to secm a coverage as req�red under Section 25A of MGL 152 csa lead to the imposifio Qae a ot 810 OO a day against me. Itmde1stud< a
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of the DIA for coverage verification.
copy of this statement may b ed to the Office of Investigations .
I do hereb ertify the p ' nalties 0 IurY
y that the infnrrnatron provided above is true and correct
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contact person.
Information and Instructions
Massachusetts General Laws chapter 152 section 25 requires all employers to provide workers' compensation for their
employees. As quoted from the 'law", an employee is defined as every person in the service of another under any coact
of hire, express or implied, oral or written.
An employer is defined as an individual, partnership, association, corporation or other legal entity, or any two or more of
the foregoing engaged in a joint enterprise, and including the legal representatives of a deceased employer, or the receiver or
trustee of an individual,partnership, association or other legal entity, employing employees. However the owner of a
dwelling house having not more than three apartments and who resides therein, or the occupant of the dwelling house of
another who employs persons to do maintenance, construction or repair work on such dwelling house or on the grounds or
building appurtenant thereto shall not because of such employment be deemed to be an employer.
MGL chapter 152 section 25 also states that every state or local licensing agency shall withhold the issuance or'renewal
of a license or permit to operate a business or to construct.buildings in the commonwealth for any applicant who has
not produced acceptable evidence of compliance with the insurance coverage required. Additionally,neitherthe
commonwealth nor any of its political subdivisions shall enter into any contract for the performance of public work until
acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting
authority.
Applicants
Please fill in the workers' compensation affidavit completely,by checking the box that applies to your situation and
supplying company names, address and phone numbers along with a certificate-of insurance as all affidavits maybe
submitted to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure to sign and
date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is
being requested, not the Department of Industrial Accidents. Should you have any questions regarding the`law'or if you
are required to obtain a workers' compensation policy,please call the Department at the number listed below.
City or Towns
Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the
affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please
be sure to fill in the peix i icense number which will be used as a reference number. The affidavits maybe returned to
the Department by mail or FAX unless other arrangements have been made.
The Office of Investigations would like to thank you in advance for you cooperation and should you have any questions•
please do not hesitate to give us a call.
Tile Department's address,telephone and fax number:
The Commonwealth Of Massachusetts
Department of Industrial Accidents
Once of(nvestlgauans
600 Washington Street
Boston,Ma. 02111
fax#: (617) 727-7749
phone#s (617) 727-4900 ext. 406, 409 or 375
Affidavit of Substantial Financial Interest
of = D/z�ix on oath
depose and state as follows:
1. 1 am an applicant for a building permit for the property located at Map , Parcel
The address of the property is 'Ala 00u�
2. 1 have ( % legal or equitable interest in the real property which is the
subject of the building permit application which is identified in paragraph 1 above.
3. Within in the last twelve months from today's date, which is e
following individuals or entitles have had a 1% or greater legal or equitable interest in
the real property which is the subject of the building permit application which is
identified in paragraph 1 above:
Name p Address
4. Within the last twelve months, from today's date, which is l
G , I have had
a 1% or greater legal or equitable interest in the following properties which have been
the subject of a building permit application:,
Map/Parcel Address
5. Within this calendar year, I have submitted building permit applications for
property in which I have a 1% or greater legal or equitable interest.
6. Within the last ten days, I have submitted building permit applications for
property in which I have a 1% or greater legal or equitable interest.
7. Within this month, I have submitted building permit applications for property in
which I have a 1% legal or equitable interest.
g. Within this month, I have received building permits for property in which I have
a 1% legal or equitable interest.
,this a- of G , 200
Signed under the pains and penalties of perj Y ---- - — -
1
2001-00501affin
O/LOTTERY/AFFIDAVIT
3
J
MAScheck COMPLIANCE REPORT
Massachusetts Energy Code I Permit #
MAScheck Software Version 2.01 Release 3 I I
Checked by/Date
CITY: Barnstable I I
STATE: Massachusetts
HDD: 6137
CONSTRUCTION TYPE: 1 or 2 Family, Detached
HEATING SYSTEM TYPE: Other (Non-Electric Resistance)
DATE: 5-23-2001
DATE OF PLANS: 5122101
PROJECT INFORMATION:
LOT 8
MEADOW FARM
CENTERVILLE, MA.
COMPANY INFORMATION:
SEMINARA CONSTRUCTION CORP.
385-2605
NOTES:
PREPARED BY CAD DESIGNS
385-7685
COMPLIANCE: Passes
Maximum UA = 588
Your Home 541
Area or Cavity Cont. Glazing/Door
Perimeter R-Value R-Value U-Value UA {
------------------------------------------------=-------------------------------
CEILINGS 2124 '36.0 0.0 74
WALLS: Wood Frame, 16" O.C. 2602 13.0 0.0 - 213
GLAZING: Windows or Doors 13 0.300 4
GLAZING: Windows or Doors 56 0.320 18
GLAZING: Windows or Doors 369 0.330 122
GLAZING: Skylights 14 0.410 6
DOORS 42 0.350 15
FLOORS: Over Unconditioned Space 1360 19.0 0.0 ' 64
FLOORS: Over Unconditioned Space 750 30.0- 0.0 25
HVAC EQUIPMENT: Furnace, 84.0 AFUE
-----------------------------------------------------
COMPLIANCE STATEMENT: The proposed building design described here is
consistent with the building plans, specifications, and other calculations
submitted with the permit application. The proposed building has been
designed to meet the requirements of the Massachusetts Energy Code.
The heating load for this building, and the cooling load if appropriate— _
has been determined using the applicable Standard Design Conditions found
in the Code. The HVAC equi se ect to heat or cool the building
shall be no greater than S% of / ign load as specified in
Sections 780CMR 1 0 a J4.4.
Builder/Desig r. Date
MAScheck INSPECTION CHECKLIST
Massachusetts Energy Code
MAScheck Software Version 2.01 Release 3
DATE: 5-23-2001
Bldg. l
Dept. 1
Use 1
CEILINGS:
[ ] I 1• R-30
Comments/Location
1 WALLS:
[ ] 1 1. Wood Frame, 16" O.C., R-13
Comments/Location �.
WINDOWS AND GLASS DOORS:
[ } I 1. U-value: 0.3
I For windows without labeled U-values, describe features:
I # Panes Frame Type Thermal Break? [ ] Yes [ ] No
1 Comments/Location
[ ] I 2. U-value: 0.32
1 For windows without labeled U-values, describe features:
I # Panes Frame Type Thermal Break? [ ] Yes [ ] No
1 Comments/Location
[ ) I 3. U-value: 0.33
For windows without labeled U-values, describe features:
I ,# Panes Frame Type Thermal Break? [ ] Yes [ ] No
I Comments/Location
SKYLIGHTS:
[ ] I 1. U-value: 0.41 "
1 For skylights without labeled U-values, describe features:
I # Panes Frame Type . Thermal Break? [ ] Yes [ ] No
Comments/Location
1 DOORS:
[ ] I 1. U-value: 0.35
Comments/Location
1 FLOORS:
[ ] I 1. Over Unconditioned Space, R-19
Comments/Location
[ ] I 2. Over Unconditioned Space, R-30
Comments/Location
I HVAC EQUIPMENT:
[ ] I 1. Furnace, 84.0 AFUE or higher
Make and Model Number
I ..
1 AIR LEAKAGE:
[ ] I Joints, penetrations, and all other such openings in the building
I envelope that are sources of air leakage must be sealed. When
I installed in the building envelope; recessed lighting fixtures
1 shall meet one of the following requirements:
1. Type IC rated, manufactured with no penetrations between the
1 inside of the recessed fixture and ceiling cavity and sealed or
gasketed to prevent air leakage into the unconditioned space. _ »
i 2. Type IC rated, in accordance with Standard ASTM E 263, with no
more than 2.0 cfm (0.944 L/s) air movement from the the
1 conditioned space to the ceiling cavity. The lighting fixture
I shall have been tested at 75 PA or 1.57 lbs/ft2 pressure
1 difference and shall be labeled.
VAPOR RETARDER:
[ ] I Required on the warm-in-winter sidWof 'all non-vented framed f r
<l
I ceilings,..walls, and floors.
MATERIALS IDENTIFICATION;
[ ] I Materials and equipment must be identified so that compliance can
I be determined. Manufacturer manuals for all installed heating
I and cooling equipment and service water heating equipment must be
I provided. Insulation R-values, glazing U-values, and heating
I equipment efficiency must be clearly marked on the building plans
I or specifications.
I DUCT INSULATION:
[ ] I Ducts shall be insulated per Table J4.4.7. 1.
DUCT CONSTRUCTION:
[ ] I All accessible joints, seams, and connections of supply and return
I ductwork located outside conditioned space, including stud bays or
I joist cavities/spaces used to transport air, shall be sealed
I using mastic and fibrous backing tape installed according to the
I manufacturer's installation instructions. Mesh tape may be
I omitted where gaps are less than 1/8 inch. Duct tape is not
I permitted. The HVAC system must provide a means for balancing
I air and water systems.
TEMPERATURE CONTROLS:
[ ] I Thermostats are required for each separate HVAC system. A manual
I or automatic means to partially restrict or shut off the heating
I and/or cooling input to each zone or floor shall be provided.
I HVAC EQUIPMENT SIZING:
[ ] I Rated output capacity of the heating/cooling system is
I not greater than 125% of the design load as specified
i in Sections 780CMR 1310 and J4.4.
I 'SWIMMING POOLS:
[ J I All heated swimming pools must have an on/off heater switch and
I require a cover unless over 20/. of the heating energy is from
I non-depletable sources. Pool pumps require a time clock.
I HVAC PIPING INSULATION:
[ ] I HVAC piping conveying fluids above 120 F or chilled fluids
I below 55 F must be insulated to the following, levels (in.) :
I PIPE SIZES (in.)
HEATING SYSTEMS: TEMP (F) 2" RUNOUTS 0-1" 1.25-2" 2.5=4"
Low pressure/temp. 201-250 1.0 1.5 1.5 2.0
Low temperature 120-200 0.5 1.0 1.0 1.5
Steam condensate any 1.0 1.0 1.5 2.0•
COOLING SYSTEMS:
Chilled water or 40-55 0.5 0.5 0.75 1.0
I refrigerant below 40 1.0 1.0 1.5 1.5
CIRCULATING HOT WATER SYSTEMS:
[ ] i Insulate circulating hot water pipes to the following levels (in.) :
PIPE SIZES (in.)
I NON-CIRCULATING I CIRCULATING MAINS & RUNOUTS
HEATED WATER TEMP (F) : RUNOUTS 0-1" I 0-1.25" 1.5-2.0 2.0+
I 170-180 0.5 • I 1.0- 1.5 2.0
140-160 0.5 I 0.5. 1.0 1.5
1.0
100-130 0.5 I 0.5 0.5
I .
----NOTES TO FIELD (Building.Department Use Only)------------- ----------
The Town of Barnstable
eAn�STAeie Department of Health Safety and Environmental Services
T MASS 0
�p s679• �e .. .. _
>fo►Ap�° Building Division
367 Main Street,Hyannis,MA 02601
rice: 508-862-4038
K: 508-790-6230
PLAN REV Ew
Owner: 21N1k vA Qy-
I _ r Map/Parcel: _ �)
Project Address: ���2 k� O U,2 t�nlrYv� Builder: L.• Soo 1 n p,�r ,
Q4,
The following items were noted on reviewing:
'�
—Q C4 eJ g c)Yi
IS 0
II--
aVy� C)\) ��. �� (. 1 a i.0 Q a 4, 1
tI 13 YYx S(DG)A na �Q
19
Reviewed by: '
Date:
,� 2 ^�
Daniel L Braman,PE
189 Harbor Point Road
Cummaquid,MA 02637-0361
Phone(508)362-6016
May 25, 2004
Project: 14404
Meadow Farm Road
Centerville, MA
For: Lou Seminara
To: Building Inspector
Town of Barnstable
Qn this date I made a site visit to the above residence to evaluate the rear
cantilevered deck.
The second floor deck is approxinately 5'x10' braced with 6x6 pressure
treated lumber. The main deck is approximately 19'xl6' (including a 2' overhang)
on 4x6 columns, on sonotubes.
From my structural engineering experience, I find that these decks are
structurally sound.
Daniel E. Braman, DANIEL E.
6RAMAN
® Q STRUCTURAL
A N0.36595 `^
®� Ql T
fs�'ONAL E
q
Ba 'TM BC CALL®2002 DESIGN REPORT - US Tuesday,November 04,200310:13
File
Triple 1 3/4" x 9 1/2" VERSA-LAMS 2900 SP Name - Meadow Farm lot 8.BCC:RB03
Job Name - Description - 120611 slider header
Address - Specifier - Jay Malaspino
City,State,Zip - DENNIS,Ma. Designer - Jay Malaspino
Customer - Company - CAD Designs
Code reports - ICBO 5512,BOCA 98-52,SBCCI 9852 Misc - (508) 39&9055
�0
12
Standard Load.-25 PSF 115 PSF TribuW 11-OMO
BO 61
1650 Ibs LL 1650 Ibs LL
1074 lbs DL 1074 Ibs DL
Total Horizontal Length-12-00-00
General Data Load Summary
Version: US Imperial ID Description Load Type Ref. Start End Live Dead Trib. Dur.
S -Standard Unf.Area Load Left 00-00-00 12-00-00 25 PSF 15 PSF 11-00-00 115
Member Type: - Roof Beam
Number of Spans - 1 Controls Summary
Left Cantilever - No Control Type Value %Allowable Duration Loadcase Span Location
Right Cantilever - No Moment 8172 ft-Ibs 36.3% @ 115% 2 1-Internal
End Shear 2365 Ibs 21.3% @ 115% 2 1 -Left
Slope 0/12 Total Deflection U509(0.282") 35.3% 2 1
Tributary. 11-00-00 Live Deflection U841 (0.1711 28.5% 2 1
Repetitive n/a Max.Dell. 0.282"(Limit:1.51 18.8% 2 1
Construction Type n/a Span/Depth 152 1
Live Load 25 PSF
Dead Load 15 PSF NOTES:
Part Load 0 PSF Design meets Code minimum(U180)Total load deflection criteria.
Duration 115 Design meets Code minimum(U240)Live load deflection criteria.
Design meets arbitrary(1.5")Maximum load deflection criteria.
Disclosure Minimum bearing length for BO is 1-1/2".
The completeness and accuracy of Minimum bearing length for Bi is 1-10.
the input must be verified by anyone Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min,end bearing+1/2 intermediate bearing
who would rely on the output as Member Slope=0,consider drainage.
evidence of suitability for a particular
application. The output above is
based upon building code-accepted
design properties and analysis
methods. Installation of BOISE
engineered wood products must be
in accordance with the current
Installation Guide and the applicable
building codes. To obtain an
Installation Guide or if you have any
questions,please call
(800)232-0788 before beginning
product installation.
BC CALCO,BC FRAMER®,.SCIS,
BC RIM BOARD1m,BC OSB RIM
BOARD-,BOISE GLULAMTAA,
VERSA-LAMS,VERSA-RIND,
VERSA-RIM PLUS®,
VERSA-STRANDTm,
VERSA-STUDS,ALLJOISTS and
AJSiAd are registered trademarks of
Boise Cascade Corporation.
Page 1 of 2
� TM BC CALC@ 2002 DESIGN REPORT- US Tuesday,November 04,2003 09:45
File
Single 91/2" AJSTM 10 APG - BS Name - Meadow Farm lot 8.BCC:J01
Job Name - Description -
Address - Specifier - Jay Malaspino
City,State,Zip - DENNIS,Ma. Designer - Jay Malaspino
Customer - Company - CAD Designs
Code reports - BOCA 21-70,SBCCI 9707B,ICBO PFC-5504 Misc - (508) 398-9055
1
Standard Load-40 PSF 110 PSF OC Spacing 17
a r
OB-00-00 1346,00 14-00-00
BO,1-3/4" 131,3-1/2`' - 82,3-1/2" B3,1-3/4"
165 Ibs LL 651 Ibs LL 1299 Ibs LL 244 Ibs LL
18 Ibs DL 144 Ibs DL 321 Ibs DL 47 Ibs DL
Total Horizontal Length-35-06-00
General Data Load Summary
Version: US Imperial ID Description Load Type Ref. Start End Live Dead OCS Dur.
S Standard UnfArea Load Left 00-00-00 35-06-00 40 PSF 10 PSF 12" 100
Member Type: - Joist 1 bearing wall 2nd floor to Conc.Lin.Load Left 19-06-00 194)6-00 700 PLF 175 PLF 12" 100
Number of Spans - 3
Left Cantilever - No Controls Summary
Right Cantilever - No Control Type Value %Allowable Duration Loadcase Span Location
Moment 1675 ft-Ibs 61.50/0 @ 100% 7 2-Right
Slope 0/12 End Reaction 290 Ibs 25.4% @ 100% 4 3-Right
OC Spacing 12" Int Reaction 1620 Ibs 55.3% @ 100% 7 2-Right
Repetitive Yes Cont.Shear 1151 Ibs 99.2% @ 100% 7 2-Right
Construction Type Glued Uplift -76 Ibs 5 1-Left
Uplift -11 Ibs 5 3-Right
Live Load 40 PSF Total Deflection L/1129(0.143") 21.2°% 5 2
Dead Load 10 PSF Live Deflection U1342(0.121") 35.8% 5 2
Part Load 0 PSF Total Neg.Defl. -0.075" 15.0% 5 3
Duration 100 Max.Defl. 0.143"(Limit:1") 14.3% 5 2
Span/Depth 17.7 3
Disclosure
The completeness and accuracy of CAUTIONS:
the input must be verified by anyone Uplift of-76 Ibs found at span 1.-Left.
who would rely on the output as Uplift of-11 Ibs found at span 3-Right.
evidence of suitability for a particular
application. The output above is
based upon building code-accepted NOTES:
design properties and analysis Design meets Code minimum(L/240)Total load deflection criteria.
methods. Installation of BOISE Design meets User specified(U480)Live load deflection criteria.
engineered wood products must be
in accordance with the current Design meets arbitrary(I I Ma)amum load deflection criteria.
Installation Guide and the applicable Minimum bearing length for 80 is 1-3/4".
building codes. To obtain an Minimum bearing length for B1 is 3-1/2".
Installation Guide or if you have any Minimum bearing length for 82 is 3-1/2".
questions,please call Minimum bearing length for B3 is 1-3/4".
(800)232-0788 before beginning Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing
product installation.
BC CALC®,BC FRAMER®, BCI®,
BC RIM BOARD m,BC OSB RIM
BOARD-,BOISE GLULAMI-,
VERSA LAM®,VERSA-RIM®,
VERSA-RIM PLUS®,
VERSA-STRAND-,
VERSA-STUD®,ALLJOISTO and
AJSTm are registered trademarks of
Boise Cascade Corporation.
Page 1 of 2
f
HU1ry BC CALC®2002 DESIGN REPORT - US Tuesday,November 04,2003 09:45
=� File
Double 1 3/4" x 9 1/2" VERSA-L.AM® 2900 SP Name - Meadow Farm lot 8.BCC:RB01
Job Name - Description -
Address - Specifier - Jay Malaspino
City,State,Zip - DENNIS,Ma. Designer - Jay Malaspino
Customer - Company - CAD Designs
Code reports - ICBO 5512,BOCA 98-52,SBCCI 9852 Misc - (508) 398-9055
�0
12
Standard Load-25 PSF 115 PSF Tribute OMO-00
gr
BO B1
1325 lbs LL 1325 Ibs LL
857 Ibs DL _ 857 Ibs DL
Total Horizontal Length-13-03-00
General Data Load Summary
Version: US Imperial ID Description Load Type Ref. Start End Live Dead Trib. Dur.
S Standard Unf.Area Load Left 00-00-00 13-03-00 25 PSF 15 PSF 08-00-00 115
Member Type: - Roof Beam
Number of Spans - 1 Controls Summary
Left Cantilever - No Control Type Value %Allowable Duration Loadcase Span Location
Right Cantilever - No Moment 7228 ft-Ibs 48.1% @ 115% 2 1-Internal
End Shear 1921 Ibs 26.0% @ 115% 2 1-Left
Slope 0/12 Total Deflection U348(0.457') 51.7% 2 1
Tributary 08-00-00 Live Deflection U573(0.277') 41.9%. 2 1
Repetitive n/a Max.Defl. 0.457"(limit:1.51 30.4% 2 1
Construction Type n/a Span/Depth 16.7 1
Live Load 25 PSF
Dead Load 15 PSF NOTES:
Part toad 0 PSF Design meets Code minimum(U180)Total load deflection criteria.
Duration 115 Design meets Code minimum(U240)Live load deflection criteria.
Design meets arbitrary(1.5')Mabmum load deflection criteria.
Disclosure Minimum bearing length for BO is 1-12".
The completeness and accuracy of Minimum bearing length for B1 is 1-10.
the input must be verified by anyone Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min.end bearing+1/2 intermediate bearing
who would rely on the output as Member Slope=O,consider drainage.
evidence of suitability for a particular
application. The output above is
based upon building code-accepted
design properties and analysis
methods. Installation of BOISE
engineered wood products must be
in accordance with the current
Installation Guide and the applicable
building codes. To obtain an
Installation Guide or N you have any
questions,please call
(800)232-0788 before beginning
product installation.
BC CALC®,BC FRAMER®, BCI®,
BC RIM BOARD-,BC OSB RIM
BOARDTM,BOISE GLULAM"',
VERSA-LAM®,VERSA RIM®,
VERSA-RIM PLUS®,
VERSA-STRAND Tm,
VERSA-STUD®,ALLJOISTO and
AJST"are registered trademarks of
Boise Cascade Corporation.
Page 1 of 2
BC CALC®2002 DESIGN REPORT- US Tuesday,November 04,2003 09:44
' File
Double 1 3/4"x 11 7/8" VERSA-LAM® 2900 SP Name - Meadow Farm lot 8.BCC:RB02
Job Name - Description - ridge over family room
Address - Specifier - Jay Malaspino
City,State,Zip - DENNIS,Ma. Designer - Jay Malaspino
Customer - Company - CAD Designs
Code reports - ICBO 5512,BOCA 98-52,SBCCI 9852 Misc - (508) 398-9055
Standard Load-25 PSF 115 PSF Tributary 11 00 00
........�� _: r .; t x
p
AL
BO 61
2200 Ibs LL 2200 lbs LL
1414 Ibs DL 1414 Ibs DL
Total Horizontal Length-16-00-00
General Data Load Summary
Version: US Imperial ID Description Load Type Ref. Start End Live Dead Trib. Dur.
S Standard Unf.Area Load Left 00-00-00 16-00-00 25 PSF 15 PSF 11-00-00 115
Member Type: - Roof Beam
Number of Spans - 1 Controls Summary
Left Cantilever - No Control Type Value %Allowable Duration Loadcase Span Location
Right Cantilever - No Moment 14454 ft-Ibs 63.2% @ 115% 2 1 -internal
End Shear 3167 Ibs 34.3% @ 115% 2 1 -Left
Slope 0/12 Total Deflection L281 (0.682') 63.9% 2 1
Tributary 11-00-00 Live Deflection U462(0.4151 51.9% 2 1
Repetitive n/a Ma)L Defl. 0.682"(Limit 1.5') 45.5% 2 1
Construction Type n/a Span/Depth 16.2 1
Live Load 25 PSF
Dead Load 15 PSF NOTES:
Part Load 0 PSF Design meets Code minimum(L/180)Total load deflection criteria.
Duration 115 Design meets Code minimum(L/240)Live load deflection criteria.
Design meets arbitrary(1.5")Maximum load deflection criteria.
Disclosure Minimum bearing length for BO is 1-10.
The completeness and accuracy of Minimum bearing length for B1 is 1-1/7.
the input must be verified by anyone Entered/Displayed Horizontal Span Length(s)=Clear Span+12 min.end bearing+1/2 intermediate bearing
who would rely on the output as Member Slope=0,consider drainage.
evidence of suitability for a particular
application. The output above is
based upon building code-accepted
design properties and analysis
methods. Installation of BOISE
engineered wood products must be
in accordance with the current
Installation Guide and the applicable
building codes. To obtain an
Installation Guide or if you have any
questions,please call
(800)232-0788 before beginning
product installation.
BC CALC®,BC FRAMER®, BCI®,
BC RIM BOARD-,BC OSB RIM
BOARD-,BOISE GLULAM-,
VERSA-LAMS,VERSA-RIMS,
VERSA-RIM PLUS®,
VERSA-STRAND-,
VERSA-STUD®,ALLJOISTO and
AJSTm are registered trademarks of
Boise Cascade Corporation.
Page 1 of 2
- Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver 6.00.1
By:Jay Malaspino, CAD Designs on: 11-04-2003: 07:54:58 AM
Proiect: meafrm8- Location: basement girder rear
Summary:
A36 W 16x36 x 21.5 FT
Section Adequate By: 14.2% Controlling Factor. Moment
Center Span Deflections:
Dead Load: DLD-Center- 0.17 IN
Live Load: LLD-Center- 0.46 IN= U567
Total Load: TLD-Center- 0.63 IN=U411
Center Span Left End Reactions(Support A):
Live Load: LL-Rxn-A= 13222 LB
Dead Load: DL-Rxn-A= 5010 LB
Total Load: TL-Rxn-A= 18232 LB
Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.83 IN
Center Span Right End Reactions(Support B):
Live Load: LL-Rxn-B= 13222 LB
Dead Load: DL-Rxn-B= 5010 LB
Total Load: TL-Rxn-B= 18232 LB
Bearing Length Required(Beam only,'support capacity not checked): BL-B= 0.83 IN
Beam Data:
Center Span Length: L2= 21.5 FT
Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 21.5 FT
Live Load Deflect.Criteria: U 360
Total Load Deflect. Criteria: U 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 350 PLF
Dead Load: wD-2= 210 PLF
Beam Self Weight: BSW= 36' PLF
Total Load: wT-2= 596 PLF
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 600 PLF
Left Dead Load: TRD-Left-1-2= 150 PLF
Right Live Load: TRL-Right-1-2= 600 PLF
Right Dead Load: TRD-Right-1-2= 150 PLF
Load Start: A-1-2= 0.0 FT
Load End: B-1-2= 21.5 FT
Load Length: C-1-2= 21.5 FT
Trapezoidal Load 2
Left Live Load: TRL-Left-2-2= 280 PLF
Left Dead Load: TRD-Left-2-2= 70 PLF
Right Live Load: TRL-Right-2-2= 280 PLF
Right Dead Load: TRD-Right-2-2= 70 PLF
Load Start: A-2-2= 0.0 FT
Load End: B-2-2= 21.5 FT
Load Length: C-2-2= 21.5 FT
Properties for: W16x36/A36
Yield Stress: Fy= 36 KSI
Modulus of Elasticity: E= 29000 KSI
Depth: d= 15.86 IN
Web Thickness: tw= 0.30 IN
Flange Width: bf= 6.99 IN
Flange Thickness: tf= 0.43 IN
Distance to Web Toe of Fillet: k= 0.83 IN
Moment of Inertia About X-X Axis: Ix= 448.00 IN4
Section Modulus About X-X Axis: Sx= 56.50 IN3
Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.79 IN
Design Properties per AISC Steel Construction Manual:
Flange Buckling Ratio: FBR= 8.12
Allowable Flange Buckling Ratio: AFBR= 10.83
Web Bucklinel Ratio: WBR= 53.76
Allowable Web,Budding Ratio: AWBR= 106.67
Controlling Unbraced Length: Lb= 0.0 FT
Limiting Unbraced Length for Fb=.66*Fy: Lc-- 7.37 FT
Allowable Bending Stress: Fb= 23.76 KSI
Web Height to Thickness Ratio: h/tw= 50.85
Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33
Allowable Shear Stress: Fv= 14.4 KSI
Design Requirements Comparison:
Controlling Moment: M= 97997 FT-LB
10.75 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s)2
Nominal Moment Strength: Mr= 111870 FT-LB
Controlling Shear. V= 18232 LB
.21.5 Ft from left support of span 3(Right Span)
Critical shear created by combining all dead loads and live loads on span(s)2
r„
Page:2
Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver:6.00.1
By: Jay Malaspino,CAD Designs on: 11-04-2003:07:54:58 AM
Project: meafrm8-Location: basement girder rear
Nominal Shear Strenqth: Vr- 67373 LB
Moment of Inertia(Deflection): Ireq= 284.48 IN4
I= 448.00 IN4
Multi-Loaded Beam[AISC 9th Ed ASD]Ver:6.00.1
By:Jay Malaspino,CAD Designs on: 11-04-2003
Project: meafrm8- Location: basement girder rear
Summary:
A36 W 16x36 x 21.5 FT
_ Section Adequate By: 14.2% Controlling Factor. Moment
LOADING DIAGRAM
1
A B
Center Span =21.5 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A 13222 Lb 5010 Lb 18232 Lb 3340 Lb
B 13222 Lb 5010 Lb 18232 Lb 3340 Lb
Center Span
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 350 Ptf 210 Plf 36 Plf 596 Plf
Trapezoidal Loading
Left,LL Left DL Right LL Right DL Load.Start Load End
TR1 600 Plf 150 Plf 600 Pif 150 Plf 0 ft 21.5 Ft
TR2 280 Plf 70 Plf 280 Plf 70 Plf 0 Ft 21.5 Ft
Multi-Loaded Beaml AISC 9th Ed ASD 1 Ver.6.00.1
By:Jay Malaspino, CAD Designs on: 11-03-2003: 2:31:09 PM
Protect: meafrm8-Location: flush beam over kitchen
Summary:
A36 W8x15 x 14.0 FT
Section Adequate By:65.8% Controlling Factor..Moment
Center Span Deflections:
Dead Load: DLD-Center- 0.14 IN
Live Load: LLD-Center- 0.22 IN=U773
Total Load: TLD-Center- 0.36 IN=U471
Center Span Left End Reactions(Support A):
Live Load: LL-Rxn-A= 2450 LB
Dead Load: DL-Rxn-A= 1575 LB
Total Load: TL-Rxn-A= 4025 LB
Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.62 IN
Center Span Right End Reactions(Support B):
Live Load: LL-Rxn-B= 2450 LB
Dead Load: DL-Rxn-B= 1575 LB
Total Load: TL-Rxn-B= 4025 LB
Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.62 . IN
Beam Data:
Center Span Length: L2= 14.0 FT
Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.0 FT
Live Load Deflect. Criteria: U 360
Total Load Deflect.Criteria: U 240
Center Span Loading:
Uniform Load:
Live Load: wL-2= 350 PLF
Dead Load: wD-2= 210 PLF
Beam Self Weight: BSW= 15 PLF
Total Load: wT-2= 575 PLF
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 240 PLF
Left Dead Load: TRD-Left-1-2= 60 PLF
Right Live Load: TRL-Right-1-2= 240 PLF
Right Dead Load: TRD-Right-1-2= 60 PLF
Load Start: A-1-2= 0.0 FT
Load End: B-1-2= 0.0 FT
Load Length: C-1-2= 0.0 FT
Properties for. W8x15/A36
Yield Stress: Fy= 36 KSI
Modulus of Elasticity: E= 29000 KSI
Depth: d= 8.11 IN
Web Thickness: tw= 0.25 IN
Flange Width: bf= 4.01 IN
Flange Thickness: tf= 0.32 IN
Distance to Web Toe of Fillet: k= 0.62 IN
Moment of Inertia About X-X Axis: Ix-- 48.00 IN4
Section Modulus About X-X Axis: Sx= 11.80 IN3
Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.03 IN
Design Properties per AISC Steel Construction Manual:
Flange Buckling Ratio: FBR= 6.37
Allowable Flange Buckling Ratio: AFBR= 10.83
Web Buckling Ratio: WBR= 33.10
Allowable Web Buckling Ratio: AWBR= 106.67
Controlling Unbraced Length: Lb= 0.0 FT
Limiting Unbraced Length for Fb=.66*Fy: LC___ 4.23 FT
Allowable Bending Stress: Fb= 23.76 KSI
Web Height to Thickness Ratio: h/tw= 30.53
Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw*Limit= 63.33
Allowable Shear Stress: Fv= 14.4 KSI
Design Requirements Comparison:
Controlling Moment: M= 14088 FT-LB
7.0 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on-span(s)2
Nominal Moment Strength: Mr- 23364 FT-LB
Controlling Shear: V= 4025 LB
14.0 Ft from left support of span 3(Right Span)
Critical shear created by combining all dead loads and live loads on span(s)2
Nominal Shear Strength: Vr- 28612 LB
Moment of Inertia(Deflection): Ireq= 24.48 IN4
1= 48.00 IN4
Multi-Loaded Beam[AISC 9th Ed ASD]Ver. 6.00.1
By:Jay Malaspino, CAD Designs on: 11-03-2003
Project: meafrm8-Location:flush beam over kitchen
Summary:
A36 W8x15 x 14.0 FT
Section Adequate By 65 8% Controlling Factor Moment
LOADING DIAGRAM
Im w k-
A B
Center Span = 14 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A 2450 Lb 1575 Lb 4025 Lb 1050 Lb
B 2450 Lb 1575 Lb 4025 Lb 1050 Lb
Center Span
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 350 Plf 210 Plf 15 Plf 575 Plf
Trapezoidal Loading
Left L Left DL Right LL Right DL Load Start Load End
TR1 240 Plf 60 Pif 240 Plf 60 Plf 0 Ft 0 Ft
f
Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver: 6.00.1
By:Jay Malaspino, CAD Designs on: 11-04-2003: 08:18:01 AM
Protect: MEAFRM8-Location: garage beam
Summary:
A36 W12x30 x 32.0 FT(12.5+ 19.5)
Section Adequate By:66.3% Controlling Factor. Moment
Left Span Deflections:
Dead Load: DLD-Left= 0.00 IN
Live Load: LLD-Left= -0.03 IN=U4298
Total Load: TLD-Left= -0.04 IN= U4032
Center span Deflections:
Dead Load: DLD-Center- 0.04 IN
Live Load: LLD-Center= 0.14 IN= U1620
Total Load: TLD-Center- 0.18 IN=U1279
Left End Reactions(Support A):
Live Load: LL-Rxn-A= 2707 LB
Dead Load: DL-Rxn-A= 498 LB
Total Load: TL-Rxn-A= 3205 LB
Design For Uplift Loads(includes Uplift Factor of Safety) Rxn-A-min= -780 LB
Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.74 IN
Center span Left End Reactions(Support B):
Live Load: LL-Rxn-B= 9986 LB
Dead Load: DL-Rxn-B= 3121 LB
Total Load: TL-Rxn-B= 13107 LB
Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.74 IN
Center span Right End Reactions(Support C):
Live Load: LL-Rxn-C= 3967 LB
Dead Load: DL-Rxn-C= 1181 LB
Total Load: TL-Rxn-C= 5148 LB
Bearing Length Required(Beam only, support capacity not checked): BL-C= 0.74 IN
Dead Load Uplift F.S.: FS= 1.5
Beam Data:
Left Span Length: L1= 12.5 FT
Left Span Unbraced Length-Top of Beam: Lul-Top= 0.0 FT
Left Span Unbraced Length-Bottom of Beam: Lul-Bottom= 12.5 FT
Center span Length: L2= 19.5 FT
Center span Uribraced Length-Top of Beam: Lu2-Top= 0.0 FT
Center span Unbraced Length-Bottom of Beam: Lu2-Bottom= 19.5 FT
Live Load Deflect.Criteria: U 360
Total Load Deflect. Criteria: U 240
Left Span Loading:
Uniform Load:
Live Load: wL-1= 480 PLF
Dead Load: wD-1= 120 PLF
Beam Self Weight: BSW= 30 PLF
Total Load: wT-1= 630 PLF
Center span Loading:
Uniform Load:
Live Load: wL-2= 480 PLF
Dead Load: wD-2= 120 PLF
Beam Self Weight: BSW= 30 PLF
Total Load: wT-2= 630 PLF
Properties for: W12x30%A36
Yield Stress: Fv= 36 KSI
Modulus of Elasticity: E= 29000 KSI
Depth: d= 12.34 IN
Web Thickness: tw= 0.26 IN
Flange Width: bf= 6.52 IN
Flange Thickness: tf= 0.44 IN
Distance to Web Toe of Fillet: k= 0.74 IN
Moment of Inertia About X-X Axis: lx= 238.00 IN4
Section Modulus About X-X Axis: Sx= 38.60 IN3
Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.73 IN
Design Properties per AISC Steel Construction Manual:
Flange Buckling Ratio: FBR= 7.41
Allowable Flange Buckling Ratio: AFBR= 10.83
Web Buckling Ratio: WBR= 47.46
Allowable Web Buckling Ratio: AWBR= 106.67
Controlling Unbraced Length: Lb= 19.5 FT
Limiting Unbraced Length for Fb=.66*Fy: Lc-- 6.88 FT
Limiting Unbraced Length for Fb=.6*Fy w/Cb: Lu= 10.76 FT
Moment Gradient Bending Coefficient: Cb= 1.0
Allowable fb per ASD Eqn F1-6: F1-6= 6.5 KSI
Allowable fb per ASD Eqn F1-7: F1-7= 9.29 KSI
Allowable fb per ASD Eqn F1-8: F1-8= 11.92 KSI
Elastic Limit of ASD Eqn F1-6: EL1-6= 17.16 FT
Allowable Bending Stress: Fb= 11.92 KSI
Web Height to Thickness Ratio: h/tw= 44.08
� W
Page: 2
Multi-Loaded Beamf AISC 9th Ed ASD.I Ver.6.00.1
By:Jay Malaspino, CAD Designs on: 11-04-2003: 08:18:01 AM
Project: MEAFRM8-Location: garage beam
Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33
Allowable Shear Stress: Fv= 14.4 _ KS)
Design Requirements Comparison:
Controlling Moment: M= -23054 FT-LB
Over left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 1,2
Nominal Moment Strength: Mr- 38349 FT-LB
Controlling Shear. V= 7325 LB
At left support of span 3(Right Span)
Critical shear created by combining all dead loads and live loads on span(s) 1,2
Nominal.Shear Strength: Vr- 46201 LB
Moment of Inertia(Deflection): Ireq= 52.90 IN4
1= 238.00 IN4
Multi-Loaded Beam[AISC 9th Ed ASD]Ver:6.00.1
By:Jay Malaspino, CAD Designs on: 11-04-2003
Project: MEAFRM8-Location: garage beam
Summary:
A36 W12x30 x 32.0 FT(12.5+ 19.5)
Section Adequate By:66.3% Controlling Factor. Moment
LOADING DIAGRAM
A B C
Left Span = 12.5 ft Center span = 19.5 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A 2707 Lb 498 Lb 3205 Lb -780 Lb
B 9986 Lb 3121 Lb 13107 Lb 2080 Lb
C 3967 Lb 1181 Lb .5148 Lb 600 Lb
Left Span
Uniform Loading
Live Load Dead Load Self Weight Total Loa
W 480 Plf 120 Plf 30 Plf 630 Plf
Centerspan
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 480 Plf 120 Plf 30 Plf 630 Plf
M
f � �
Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver:6.00.1
By:Jay Malaspino, CAD Designs on: 11-04-2003:08:10:34 AM
Proiect: MEAFRM8-Location: basement girder left side
Summary:
A36 W 12x26 x 30.33 FT 0 8+ 12.3)
Section Adequate By:25.5% Controlling Factor. Moment
Left Span Deflections:
Dead Load DLD-Left= 0.02. IN
Live Load: LLD-Left= 0.11 IN= U1898
Total Load: TLD-Left= 0.14 IN=U1595
Center span Deflections:
Dead Load: DLD-Center- 0.01 IN
Live Load: LLD-Center= 0.07 IN=U1984
Total Load: TLD-Center- 0.09 IN=U1719
Left End Reactions(Support A):
Live Load: LL-Rxn-A= 3372 LB
Dead Load: DL-Rxn-A= 911 LB
Total Load: TL-Rxn-A= 4284 LB
Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.68 IN
Center span Left End Reactions(Support B):
Live Load: LL-Rxn-B= 13493 LB
Dead Load: DL-Rxn-B= 3880 LB
Total Load: TL-Rxn-B= 17373 LB
Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.68 IN
Center span Right End Reactions(Support C):
Live Load: _ LL-Rxn-C= 6203 LB
Dead Load: DL-Rxn-C= 1430 LB
Total Load: TL-Rxn-C= 7633 LB
Bearing Length Required(Beam only,support capacity not checked): BL-C= 0.68 IN
Dead Load Uplift F.S.: FS= 1.5
Beam Data:
Left Span Length: L1= 18.0 FT
Left Span Unbraced Length-Top of Beam: Lu1-Top= 0.0 FT
Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 18.0 FT
Center span Length: L2= 12.33 FT
Center span Unbraced length-Top of Beam: Lu2-Top= 0.0 FT
Center span Unbraced Length-Bottom of Beam:- Lu2-Bottom= 12.33 FT
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Left Span Loading:
Uniform Load:
Live Load: wL-1= 0 PLF
Dead Load: wD-1= 0 PLF
Beam Self Weight: BSW= _26 PLF
Total Load: wT-1= 26 PLF
Trapezoidal Load 1
Left Live Load: TRL-Left-1-1= 440 PLF
Left Dead Load: TRD-Left-1-1= 110 PLF
Right Live Load: TRL-Right-1-1= 440 PLF
Right Dead Load: TRD-Right-1-1= 110 PLF
Load Start: A-1-1= 0.0 FT
Load End: B-1-1= 18.0 FT
Load Length: C-1-1= 18.0 FT
Center span Loading:
Uniform Load:
Live Load: wL-2= 0 PLF
Dead Load: wD-2= 0 PLF
Beam Self Weight: BSW= 26 PLF
Total Load: wT-2= 26 PLF
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 560 PLF
Left Dead Load: TRD-Left-1-2= 140 PLF
Right Live Load: TRL-Right-1-2= 560 PLF
Right Dead Load: TRD-Right-1-2= 140 PLF
Load Start: A-1-2= 0.0 FT
Load End: B-1-2= 12.33 FT
Load Length: C-1-2= 12.33 FT
Trapezoidal Load 2
Left Live Load: TRL-Left-2-2= 560 PLF
Left Dead Load: TRD-Left-2.2= 140 PLF
Right Live.Load: TRL-Right-2-2= 560 PLF
Right Dead Load: TRD-Right-2-2= 140 PLF
Load Start: A-2-2= 0.0 FT
Load End: B-2-2= 12.33 FT
Load Length: C-2-2= 12.33 FT
Properties for. W12x26/A36
Yield Stress: Fy= 36 KSI
Modulus of Elasticity:, E= 29000 KSI
e i
Page: 2
Multi-Loaded Beam(AISC 9th Ed ASD)Ver.6.00.1
By:Jay Malaspino ,CAD Designs on: 11-04-2003: 08:10:34 AM
Project: MEAFRM8-Location: basement girder left side
Depth: d= 12.22 IN
Web Thickness: tw= 0.23 IN
Flange Width: bf= 6.49 IN
Flange Thickness: tf= 0.38 IN
Distance to Web Toe of Fillet: k= 0.68 IN
Moment of Inertia About X-X Axis: Ix-- 204.00 IN4
Section Modulus About X-X Axis: Sx= 33.40 IN3
Radius of Gyration.of Compression Flange+1/3 of Web: rt= 1.72 IN
Design Properties per AISC Steel Construction Manual:
Flange Buckling Ratio: FBR= 8.54
Allowable Flange Buckling Ratio: AFBR= 10.83
Web Buckling Ratio: WBR= 53.13
Allowable Web Buckling Ratio: AWBR= 106.67
Controlling Unbraced Length: Lb= 18.0 FT
Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.85 FT
Limiting Unbraced Length for Fb=.6*Fy w/Cb: Lu= 9.34 FT
Moment Gradient Bending Coefficient: Cb= 1.0
Allowable fb per ASD Eqn F1-6: F1-6= 10.64 KSI
Allowable fb per ASD Eqn F1-7: F1-7= 10.78 KSI
Allowable fb per ASD Eqn F1-8: F1-8= 11.21 KSI
Elastic Limit of ASD Eqn F1-6: EL1-6= 17.06 FT.
Allowable Bending Stress: Fb= 11.21 KSI
Web Height to Thickness Ratio: h/tw= 49.83
Limiting.Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limiter 63.33
Allowable Shear Stress: Fv= 14.4 KSI
Design Requirements Comparison:
Controlling Moment: M= -24861 FT-LB
Over right support of span 1 (Left Span)
Critical moment created by combining all dead loads and live loads on span(s) 1, 2
Nominal Moment Strength: Mr- 31207 FT-LB
Controlling Shear. V= 10808 LB
At left support of span 3(Right Span)
Critical shear created by combining all dead loads and live loads on span(s) 1,2
Nominal Shear Strength: Vr- 40473 LB
Moment of Inertia(Deflection): Ireq= 38.69 IN4
1= 204.00 IN4
L
Multi-Loaded Beam[AISC 9th Ed ASD]Ver:6.00.1
By:day Malaspino, CAD Designs on: 11-04.2003
Project: MEAFRM8-Location: basement girder left side
Summary:
A36 W12x26 x 30.33 FT(18+ 1.2.3)
Section Adequate By:25.5% Controlling Factor: Moment
LOADING DIAGRAM
A B C
Left Span =18 ft Center span = 12.33 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A 3372 Lb 911 Lb 4284 Lb 127 Lb
8 13493 Lb 3880 Lb 17373 Lb 2587 Lb
C 6203 Lb 1430 Lb 7633 Lb 95 Lb
Left Span
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 0 Pif 0 Pif 26 Plf 26'Plf
Trapezoidal Loading
Left LL Left DL Right LL Right DL Load Start Load End
TR1 ; Plf 110 Plf 440 Plf 110 Plf 0 Ft 18 Ft
Center span
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 0 Plf 0 Plf 26 Plf 26 Plf
Trapezoidal Loading
Left LL Left DI, Ri ht LL Right DL Load Start Load End
TR1 560 Plf 140 Plf 560 Plf 140 Plf 0 Ft 12.3 Ft
TR2 560 Plf 140 Pif 560 Plf 140 Plf 0 Ft 12.3 Ft
RESIDENTIAL BUILDING PERMIT FEES
APPLICATION FEE
Dd
New Buildings,Additions $50.00U
Alterations/Renovations $25.00
Building Permit Amendment $25.00 2 S�
FEE VALUE WORKSHEET
NEW LIVING SPACE
��2Lsquare feet x$96/sq.foot=�.5�5 G� 460 x.0031=
plus from below(if applicable)
ALTERATIONS/RENOVATIONS OF EXISTING SPACE' '
square feet x$64/sq.foot x.0031=
plus from below(if applicable)
GARAGES(attached&detached) '
g square feet x$32/sq.ft. 5 x.0031= 76. L 9
ACCESSORY STRUCTURE>120 sq.ft.
>120 sf-500 sf $35.00
>500 sf-750 sf 50.00
>750 sf- 1000 sf 75.00
>1000 sf- 1500 sf 100.00
>1500 sf-Same as new building permit:
square feet x$96/sq.foot= x.0031=
STAND ALONE PERMITS
Open Porch x$30.00=
(number)
. .__. Deck _ x$30.00
(number)
Fireplace/Chimney x$25,00=
(number) {
Inground Swimming Pool $60.00
Above Ground Swimming Pool $25.00 -
Relocation/Moving
$150.00
(plus above if applicable)
Permit Fee
QUITCLAIM DEED
Property address: Lots 3, 4, 7 & 8 Meadow Farm Road, Centerville, MA
Plan Book 558, Page 78
I, LOUIS J. SEMINAR-A, Trustee of FULLER FARM REALTY TRUST under
declaration of trust dated as of May 16, 2000 and recorded Book 13189, Page 1 at Barnstable
County Registry of Deeds, for nominal consideration of less than One Hundred Dollars ($100.00)
paid,
hereby grant to LOUIS J. SEMINARA JR., of 93 Coles Pond Rd., South Dennis, MA.
with QUITCLAIM COVENANTS
The parcels of land situate in Barnstable (Centerville), Barnstable County, Massachusetts,
being described as follows:
The parcels of land shown and known as Lots 3, 4, 7 & 8 on a plan of land entitled "Fuller
Farms Subdivision 4777 Definitive Subdivision Plan of Land in Centerville (Barnstable), MA,
Prepared for Fuller Farm Realty Trust, Scale: 1" =40', Date: April 20, 2000, Revised Date: June 5,
2000 Add Parcel B, Notes" , said plan recorded in Plan Book 558, Page 78.
I further certify as follows:
1) I am the sole trustee;
2) The Declaration of Trust has not been altered,modified, amended or terminated since its
recording, except as may already appear of record at said Registry of Deeds;
3) No beneficiary is a.minor, incompetent, a corporation selling all or substantially all of its
assets, or a personal representative of an estate subject to tax liens;
4) The beneficiaries of the Trust have authorized and directed the Trustee to execute this
deed.
For Grantor's title reference see deed recorded at Barnstable County Registry of Deeds in
Book 13189, Pages 6 and 61.
WITNESS my hand and seal this 27th day of February, 2001
FULLER ASSOCIATES REALTY TRUST
LOLL SEMINARA, Trustee
COMMONWEALTH OF MASSACHUSETTS
Barnstable, ss February 27, 2001
Then personally appeared before me the above-named LOUIS J. SEMINARA, Trustee of
FULLER ASSOCIATES REALTY TRUST and acknowledged the foregoing instrument to be his
free act and deed as aforesaid, before me.
2Nary Pu li nson Isq.
mission expires: 1 1/6/03
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PACE�,
ALL FLOOD J015f5 ON 15f 2NI9 FI,00�
t0 M 21/2" X 91/2" -ALLJ015T v n A
AJ5-10 I-J015t5 @ 16" O,C, - (FXCFPf
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ALL MOOt?J015T5 ON 15f& 2MV FLOOD', n
N 6E= 21/2 X.? 1/211 -PUJ0151"
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5CAE UMM
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2ND FLOOR FRAMING PLAN 1�4°
PAS u
P
LOCUS
UJ S yT�
Y��Q U
LOCUS MAP SCALE 1 2000'
FOR REGISTRY USE yo�f�,' gp - ASSESSORS MAP 189 PARCEL 118
'FLOOD ZONE C BREI =O
BARNSTABLE PANEL#250001 0015 C FNO.*- N% BRB mW.�•r rn ZONING: RD-1 43,5 ACE - MIN MIN.
AUGUST 19. 1985 1 03 _ENO. -
lY 5110 ' SETBACKS: FRONT - 30 fT
GROUNDWATER OVERLAY DISTRICT:AP ?52.82 - IO'E / .
(nf) S7p.� VLCC SIDE - 10 FT
MUNICIPAL WATER IS AVAILABLE }•48' 1g 10'E 21g• R ROAD
WAS / E. REAR - 10 FT
OWNER Of RECORD: 10i•?5• 8?' Ap CQJoll -
8
[VAR JOHNSON CO WIELRD4 <o 40 N 15%.99
REF:DEED BOOK PLAN BOOK 29B2PACEE5573 y NSERVgNCY AREA RcJOC, I12.3I' '
TOTAL AREA OF PARCEL - 525.770 SF 12.07 ACRES a ! I o. 0
AREA OF PROPOSEDAREA OF PROPOSED'RLOAD -2?5147 S SF(11.25 ACRES)3 F;k ^ °jo m / N IJ76 ,W m 0 00 15.5T
AREA Of PARCEL A-3,033 SFt059•` ^ .`
,c y h0 N 80'25'20'E
AREA OF PARCEL 8 - 14,547 SFt o
1 CERTIFY THAT THIS PLAN HAS BEEN PREPARED W $P s
IN CONFORMANCE WITH THE RULES AND REGULATIONS 2 COR / PARCEL A
pOQ of NOT A BUILDING LOT ry
OF THE REGISTRARS OF DEEDS EFFECTIVE JAN. 1, 1976 m J Gd'zo;_u 30}3 SO.FT q
AND AS AMEND JAN. 7. 1988
O
Y M•AANG1`ti Nh N / IO d •N• h N a,, h
'am
N h�N Im oD N' hJ �m O
LOT 1 n N � ¢U 3y q
43,561 S.F. ry
I°, = QOm hd
ARNE H. DATE c4 e. ,� -yi (1.00 ACRES) o_ Yy '¢
PxP%A-16.74 a
�4�
NOTE: u' S9 % `Fmk /vST4j,18 4Qp� QY I?
NOTE: aJ
BOUNDS WILL BE SET ON EACH LOT i O / °iW CIN6S•0 . �$� Q
TO DELINEATE THE WILD LIFE W y i °o'� b 1� q 9111y _ �W�`mco Ci a"
CONSERVANCY AREA O N72 07 J i'Ty m'R ?:0j`�BJ ?0 q 0 ry o� SY 34
N PIN 66.47' N71.19,4 y �.N6q`151 N8q,1s 3322Om
72- p N 0 73.95 6 UB B7? � /49.1J? O�j
o; If 2I8.50•W w M
V Q :7wc' N� O h�� a• ^� �m
a c,, Li IL y/ Nit Oti
v� a. `-,o._ _ lxf ° w LOT 2 If
,1 DRAINAGE 44,540 S.F.
ro y / o �. m,2�.00 EASEMENT (1.02 ACRES) / Ip o Y SQY
• - ¢�r / - m> N �$ PzP/A-21.89 � 2 �gryy
S ° Q
y ! �+ �m 4
oOW Of III O °Wi 1 O/•_ 4 W
LOT 3 iI1 $• O O it,, ?/^ W
h h!rv/y 44,610 S.F. ; Y "'•I N7 I h a^y f^ (1.02 ACRES); b ; ;9T04'Ty
% PxP/A-16,49 I, o
i 11 II u I 50. r 1. ¢° YJ
e / 10'WIDE LOT 4 (
1 m ( I 2J' .aJ ry Op
m a SLOPE \^
EASEMENT 3 43,612 S.F. - ; $• `r QmOW m'
W �T 20.J1 l0' WIDE
i�, ; (1.00 ACRES) W� 4f Qtim � / 285.78' i ry•� .{�SLOPE � o�
am -% N 74'43''04' EASEMENT
. "r3 vry l % W PxP/A-20.98If
nl:� g�vl ro
o
SLOPE EASEMENT N N i L-6.57'
{ n
R-40.00
rv/•• 20'WIDE I
O� yi LOT 5 L-25.09 358.72'
O / P R-40.00 N 78'JTlln
O6"W /
44,256 S.F.
•fl.':. / (1.02 ACRES) $°'• -20'WIDE -- i 106.99' -
i o SLOPE EASEMENT.
/ PxP/A=19.06If
LOT 6 /A; e
A p// S Ss\i 45.667 S.F. /hry/my
e7_i
/y/ro A-15.68' ?0p?/0 (1.05 ACRES) S 26•27'
Q � ol!� N89'S3'S0"W ?q' \
A Z ry
�? 3
JO6.aB' CSS 0 . 1:p�s' PzP/A@18.84 E oa^ 48 O, a' $� lop.
21.70j 25.59 -' J• •� O v1 / C0N wi�0 2Y
`0'. _S /'( __.r'II /. Sf�I/Ff
87 i °\, ("``._68•p Z ar;%, ,.N ,\O. 'vl'CY SO q 's 4' h'' I / 6 y
Li r; LOT 7 'u,".v:. 7J.9,_f,,�. 'h:DRAIN dlb yy'o y �fA 44�1w�I
�- ? --.i EASE. '� !y•hW C(
'gN / 93,713 S.F. 21.32'
ag�ct2 ./vhil 56.32'08" N6g•0p?9 6.8t0'
iry (2.15 ACRES) EXISTING ! �y�ry� rr ?9"N:_-_1?31.2a
by /N PxP/A-17.48 _ DWELL. LOT 8 -YrDRAINAGE / h^
%•• y /' I ry-
/jym TOTAL AREA- 54.497 S.F.t . EASEMENT,/ 09•77• -h
N /^ UPLAND AREA- 54.497 S.F.3 .4 ^�
TO BE REMOVED PzP/A-18.8 ON 52.430 S.F. AREA y;'•/' by/, w �O O '
/ j/ �ro'O°h eti°h11 `'bry/ h QJ
H m ,� �'�
s.19 7 7 3
o'g _ TO HERE
5243' 1l/, / �•hhC co3'
/' _1 .48 S �119 ''s Sao.00 .\q
5 + E/p
¢' _ 144.94 GARAGE SHAPE TO HERE ,pp�T�( �ti\9 ry S`Zo
N59-\ 1` d
/ TO BE REMOVED /\S6 .°'N69-4Jsl'W16`gJp o.
/ 6g'S5.10 i / ,01 44.90. �. \ Z2 Pyy lb-
If ,1 .
h 0�0 A'I• JO h0 n / N'�\
RUINS OF
44 /v7' LOT 9 2y / /' WELL HOUSE 2 j d•
7",/u? ! ...,1 0o'�O y0° N30'08'1 �,\O p ,�
TOTAL AREA. 61,218 SOFT. ,X Q. '1. SB j.\ \i '0 17.11'
d % AREA OF UPLAND- 61.218t.S. FT. /u /M1�O �.� 3Sg 52" �•, / y J '7
i PzP/A=16.68 ON 1.3 ACRE AJEA /, J/n // y1�6\5 i- Ql1• EN / 7� 00�R0 -
/ i�o �v° / `" 667"/ y� P°a`7ay4~
IRON PIPE yI�\ oy .h y'( 2 0'4-
FOUND •Z-PCPyy
/�^q
S8g•22'33"E ,� ,��/ary /\any h�O' I LAGGED WETLAND �i0•$ '� 2b ^�00 �y�o�yy° FULLER FARMS
L - ry ry i c3/ alt
C.B./DH 36.03 �.569\?5?" y /i\�E��a"1��1PT\ / 4r IRON PIPE LWETIAND ��n OPr'y SUBDIVISION 8777
FOUND 9p-4J,f_` .0;/.�6 ear,6 yA• / aa� FOUND - i a DEFINITIVE SUBDIVISION PLAN
h" `7�`SJ•Z\S0' j6 \9 T'° PARCEL B ( 7.21' OF LAND IN
WILDLIFE 8 2,zJE �LP/DO U y y j .4. P2CEL BF TDN T CB�EYED LOT)
CONSERVANCY AREA c`• �: o. CENTERVILLE (BARNSTABLE), MA
TO JAM A.JENKINS. T
APPROVAL IS REQUIRED
JAMES A.JENKINS TRS.
S76'50'28' SUBDIVISION"1 1 '.� JENKINS NOMINEE TRUST UNDER THE SUBDIVISION CONTROL LAW PREPARED FOR
N 8L82- sss•�.. 7 15' ` C� -0% DEED BK. 9994 Pc. III gARNSTA LE PLANNING OARD
o a y
" sy eBc = 9y�a AM188 PARCEL-45 DATE:---7 d01:_� __ FULLER FARM REALTY TRUST
FOUND -•-2 11h�O ALE: 1' 40'
DISPLACED ' \ 41�IRON PIPE DATE:APRIL 20, 2000
'�O.36'S.E. 'n Sg6.9g Jq f?9,6$, ) FOUND AREVISED DO PARCATE:EL JNNE 5 2000
CRANBERRY BOG \n \ l76?6 °
JAMES A JENKINS. TRS `
JENKINS NOMINEE TRUST \ ` �' Cp 3-96 2 O
O.S. 9994 P.1I1 �_E� o 40 0 40 80 120 Feet
Wy
n.\ 8• l.\ i
down cape engineering, Inc. nY°'\ A P OVAL OF THIS PLAN SUBJECT TO A COVENANT TO BE RECORDED HEREWITH.
NOTICEAOFUAP APPROVAL OFCLERK OF T IS PLANTHE TOWN OF ER CERTIFY
WAS RECEIVED AND RECORDED IN THIS OFFICE
CIVIL ENGINEERS \\nI AND THAT NO NOTICE OF APPEAL WAS RECEIVED DURING THE TWENTY DAYS NEXT
LAND SURVEYORS �\�.\ FOLLOWING THE
RECEIPT AND RECORDING F SAID NOTICE /
off 505-362-4541 I �'� ,jam
939 main St. yermouth, ma 02675 fox 508 362-9880 'Ii
DATE TOWN CLERK
I
'$ PROff I LE- NOT TO SCALE b TEST �VLE LOGS
V LAYER OF 3/5"PI'A.STONE
EL.= 44O FIRST PIPE LEN6Th OVER 3/4"-1 1/Z'G>•')I_i-E DATE:JU LY I l2000 P-9801
GONERS TO WITHIN TO M SET LEVEL
MEADOW MEAP(,
"� /� / LEL.�
UNDATION WA511EDSTONE TEST�Y: D.OJALA,GSE
/ y �/ 3P G OF FINISHED GRADE. FOR MIN. 2' WIFNE66: D.MORANDI,I>ARN.HEALTH DEPT.
IF...AA� FINISH GRADE PER(,RATE: <Z MIN./IN.
ff A R i''V i I EL= A20f
///\�� /� � Il. �� Ap = LOAMY SAND Af-1I �J P = LOAMY sAr�q"' P�/ •/•� .4". PVG TOP ® EL. 39.i 37.5 2.5YRh/2 6"" �3 2.5YR�/2 $„
Id'
SC.H .40
"f 0 �0.50 39.90 `g'e 1307raM t� EL. ,..r oo 15 = LOAMY SAND
I /�� EXISTING 4 .5 rINSN�TTEE 39ao sT YR7/G 15 LOAMY ANo 360 2.5YR7/6 36
/ DI T. SOX
-- TpM = EL. 4�.,�0 � WATER AT �'•:< . 3 Sao 4s" .
GATGH BASIN G'�;T ,� / 5" SEPARATION
LOCATION MAP ,
�\ / I500 GALLON
\\ / SEPTIC, TANK
/ \1 ` --- -- ` 6" STONE ASE p0T T`OM OF TEST HOLE: a F1. 270 G = MEDIUM SAND G = MEP LM SAND
`
' �� 2.5YR7/4 2.5YR7/A
• /c, 2701 Icy" 280 13z",
NO WATER ENOOLINTEREP
z
0 �
PD3ION DATA
!/ �` T DAILY FLOW: (5)13EDROOMS x 1 a OPP=550 OPP
SEPTr,TANK:550 OPP x200%= VO OPP
USE:1500 GALLON PRECAST SEPTL TANK
/ t� j / / / LEA(HINOffAGILFY:
23 USE (
GAPA(,ITYLINED W D 85 GAL. PREG�F� STONE ST DRYWELI_5
OUI3l-E
:
SI W 2 =
DE 110 x — I62.8 c�PD
A O 130rroM: 13 x 42 x 0.74 _ 404,0 OPP
TOTAL: 5610.5 OPP
;4el
/
GENERAL NOTES
GONT RAC l'OR TO 15E RESP01\615LE FOR THE LOGAT'. 'w �� tt _L UTL1rE5
A OVE�, s. r rile 7
0R TO ANY EX(,AVAT 0 I 0 R(,ONSTRU�.T bN.
�r -
SEPTL' S`�' i EM TO t5E NSTALLED N GOMPLI,,\NGE W II � I�AMR 1500:TIT LE'V
THIS PLAN NOT r N O PE USED FOR PROPERTY LIB DETERMNATbN
4. ALL DISTURMP AREAS TO 15E LOAMED AND SEEDED
5. GONTRAGTOR TO PROVDE Z4 HOUR NOTLE FOR AN R 40 Y EQURED NSPEGTIONS
X 1 /
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� IrE �ff-VVA&ff- FLAN
\ ZH OF
LO(,ATION: 50 MEADOW FARM LN. ENT V LL MA G ER I E,
STEVEN/
UM4
N PREPARED 1=oR: SEMINARA CONSOW RTI -
II//TION GORP
---
J ' SCALE: _ DRAWN Y:
�n �
/ 9No
SUR v�° = 20 TMW
I 1
JOp NUMBER: DATE: APRIL 7, 2003 SHEET:
00-I IZ REV.: 12-07--20o3 SP-i I
WELLER & A��00 I ATD5
l(o 5 FALMOUTH RP N SUITE 46, OENTERVILLE, MA 07-41o32
TEL.: (508) 775-0735 N FAX: (508) 775-0754
- PROFESSIONAL ENGINEERS & LAND 6LRVEYORS I!