HomeMy WebLinkAboutBuilding Permit #606-2017 - 23 CONCORD STREET 12/5/2016SC_pwtj eD
BUILDING PERMIT IAORTH
E!
NORTH ANDOVER nl/=D
J� � V'I 1� TOWN %J
APPLICATION FOR PLAN EXAMINATION
Permit No#:
?6Date Received
(0 4 17
Date Issued: (
EWORTANT: Applicant must complete all items on this page
LOCATION.
PROPERTY' OWNER, -
MAP _q I , PARCEL:_
5(
'i A-0
h
p t /1-66 Year r Sfruciijre Yes 0
ZONING DISTRIGT:. Historic- District yes no
Mae,hine ShopVillageve5.6
TYPE OF IMPROVEMENT
PROPOSED USE
Residential
Non- Residential
0 New Building
El One family
0 Addition
X -Two or more family
0 Industrial
D Alteration
No. of units:
0 Commercial
0 Repair, replacement
Ei Assessory Bldg
0 Others:
0 Demolition
El Other
El Septic a Well
0 Floodplain El Wetla"n"d
M Watershed District
0 Water/Sewer.
DESCRIPTION OF WOKK I�t�
entif
leation Please Type or Print Clearly'
OWNER: Name: NeeAjC Phone:
Address:
Contractor Name:Nk�/;v
Address:
Supervisor's Construction Lkc nselC,5 _Exp. Date,
Home Improvement License: XP7 Date'.
ARCHITECT/ENGINEER &P -t5, Phone:
Address: 4�n- �g�eg. 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.: 17 77 %Receipt No,.
NOTE: Persons contracting witli unregistered contractors do not have: access_ to the guar ldlin
my fu
-6f Ag Signature of con
Location (),/v
No. Date
TOWN OF NORTH ANDOVER
Certificate of Occupancy $
Building/Frame Permit Fee $
Foundation Permit Fee
Other Permit Fee
TOTAL $
n,
Check#
Building Inspector
r� !
Plans Submitted ❑
Plans Waived 0 Certified Plot Plan ❑ Stamped Plans ❑
IYPE-OF SEWERAGE DISPOSAL
Public Sewer ❑
Tanning/MassageBody Art ❑
Swinuning 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
PLANNING & DEVELOPMENT Reviewed On
COMMENTS
CONSERVATION
COMMENTS
HEALTH
COMMENTS
Reviewed o
Signature,
ianature
Reviewed on Signature
Zoning Board of Appeals: Variance, Petition No: Zoning Decision/receipt submitted yes
Planning Board Decision:
Comme
Conservation Decision: Comments
Water & Sewer Connection/Signature & Date Driveway Permit
DPW Town Engineer: Signature:
FIRE DEPARTMENT - Temp Dumpster on site yes
Located at 124 Main Street
Fire Department signature/date
COMMENTS
Located 384 Osgood Street
no—
COMMENTS
o_
limension
Number of Stories: Total square feet of floor area, based on Exterior dimensions.
Total land area, sq. ft.: :..
ELECTRICAL: Movement of Meter location, mast or service drop.requires approval of
Electrical Inspector Yes No
DANGER ZONE LITERATURE: Yes No
MGL Chapter 166 Section 21A—F and G min.$100-$1000 fine
Doc.Building Permit Revised 2014
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
❑ Photo Copy of H.I.C. And C.S.L. Licenses
❑ Copy Of Contract
❑ Floor/Cross Section/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 o CContract
❑ Mass check Energy Compliance Report
❑ Engineering Affidavits for Engineered products
40TE: 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
ti
Doc: Building Permit Revised 2014
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S T IMA T1 LE
M&N C-pt4d:
FULLY A� I
I1.t �iR ,197 -?R03 • FAX:47K-25& t33t1
M&N Construction Enterprise Inc.
525 Essex St. Unit 1107
Lawrence, Ma 01841
Phone: (978) 397-9803
Email: penafranklin@yahoo.com
Fax: (978) 258-8311
Elba n morency
23 concord st norte andover
North Andover, Ma 01845
Estimate #
Date
Business / Tax #
000089
12/02/2016
License #CS -108367
Description Total
New roof construction $3,000.00
- built a roof ever the existing porch 22x8 with 2x8 rafters and beans.
- installing 6x6 post.
-installing dripped,top paper
-installing 2 square of shingles.
-guaranteed on are labor is 5 years
Subtotal $3,000.00
Total $3,000.00
Franklin Pena Elba n morency
Page 1 of 1
M
LMDJ Incorporated, Engineering & Construction
CCi s RUCTIO�NCALCLC
ProBeam
V5.01
Important: Top and bottom must be laterally supported at supports and at 4 -ft max intervals. No wane in laminations nor curved Glulams. Dynamic loading not considered. Compliant with 2009 - 2003 IBC. AJI designs should be
checked by a competent professional. Al users shall comply with State Engineering Law. Injury and I or death can result from improper use of this product
Job Name: 23 Concord St Load and Span Diagram (Not To Scale. Pitch, IF any, not shown)
Beam I. D.: Porch Beam 100
B0.
Other info.: Hard wood Plate ..60
Main Span, L = 1 8.00 ft %40
-.._....__......_.----....__.._.___, '020
Main Span Max. Allowed Live Dell: L / 360 - 0.27 in ] 0
Main Span Max. Allowed Total Dell: L / 240 = 0.40 in20 1 2 - -3 4' -5- - -- -6- 7 g
Cantilever (Overhang) Exists? j No • 410
-60
Piteh, if Sloped:. 0.0 :12—� span (ft)
Enpinee Load Duration Uve; 1.00
Loads From Continuous Member? (No
Add Self Wt.? F*,- Ono For Wood and Press Treated? Wet Cond? Temp Cond.
Sawn Member Repetitive Use? No V Glulams Only: Not press treated • Dry . I too deg f & less , •
Uniform Loads Over Full Length of Member
Tributary
Uniform Live
Reduced Live Uniform Dead
Allow Live Load Red'n? ;Yes •
Live, psf
Dead, sf
Width, ft
Load, pit
Load, pit. Load, pit.
Roof Loads (not including snow)
Roof Snow (only)
0.00 ft
Floor 3 Loads
Floor 2 Loads
�55f
_
Floor Loads
10 psf
1.33 ft
73.2 Ib/ft
73.2 Ib/ft 13.3 Ib/ft
Wall Dead Load
Other psf load and trib. width
_
Additional'pif Unif. Live Loads.:Descrip'n,opt.L•
..................
Additional 'plf Unit. Dead Loads. ........................
Descrip,n, opt::,
.
Roof pitch for LL Red'n Beam type for LL
Load Subtotals
73.2 lb/ft
73.2 Ib/ft 13.3 Ib/ft
Red'n _
Total Adjusted Uniform Loads
WL =
73.2 Ib/ft
WD = 13.3lb/ft
0.0:12 Interior floor Beam •
Combined Total Uniform Load
WU =
86.5 Wit
Uniform Loads On Cantilever Only
Live Load. osf Dead Load. psf
Tributary width.
Live Load. plf
Dead Load. olf
Comb'd Load. plf
ASSA
ft
Cant Load Al I
G
Cant. Load B iDescri ^ :opri:
Cant. Load C..................._Descrip n, opt L
33¢A
Concentrated (Point) Loads
Trib. Length.
`�,
Live 190, M Dead Load. gLf
JUL. Zxta.
ft.
Live. {bs
Dead, ibs
p90^ c
Point Load A
Point Load B
_
_
xa =
Point Load C Descrip'n, oprl:
......................................................
xc =
Point Load D Descrip'n, oprl:
......................................................
xo =
Point Load E Descrip'n, oprl:
.....................................................
xE =
Point Load F Descrip'n, opt'I:
.....................................................
xF =
Point Load G Descrip'n, opt'I:
................_.........._...........
xG _
,..
Point Load H Descrip'n, o I:
xH =
Note: Location
Measured From Left Support
Partial Uniform Loads On Main Span Only
Live Load. psf Dead Load. psf
Tributary width.
ft
Live Load, ptF
Dead Load, plf
Comb'd Load. plf
Start Point. ft. End Point, ft.
Partial Load A
Partial Load B
Partial Load C
Partial Load D..................._DescriP..:.n..:°P..!'!:.
Partial Load EDescrip;n.0 1:
Note: Start and End Points
Measured From Left Support
Wedge Loads On Main Span Only (Max at Left End, Zero
at Right End)
Live Load. psf Dead Load. psf
Tributary width.
Live Load. plf
Dead Load, DI f
Comb'd Load. pi f
Total Wedge
Load, Ib
Wedye Load Al A
22 Concord St Porch Rafters 11
4x And Smaller (Lumber)
5x And Larger (Timbers)
Lumber Material Douglas Fir-Larch •
Timber Material
. Douglas Fir - Larch
.r
Lumber Grade No, 2 •
Timber Grade
WWPA - Seted $Wxwral
Acceotable Solutions
Acceptable Solutions
2x6 (a) 2 x 4
'
(2)2x5 3x5
List properties for what (3) 2 x 4 4 x 5
size lumber? . An asterisk'
xE=1600000
indicates anon-
List properties for
Stf Wt=25.41
Fb-1350 Fv--180 Fc -6252
p- Slf Wt=2.88 acceptable sol'n.
what size?
8x 14 •, Fb=1583 Fv=170 Fcp=625 E=1600000
Glued Laminated Members
2.0E Parallam PSL
Glulam Grade 24F-V4 (DF/DF)
5-1/4" x 9-1/4"
Acceutabie Solutions
2e11118" x 9.114"
7" x 8.114"
2.5" x 6" 5.125" x 6"
3-1/2" x 9-1/4"
Slf Wt= 18.5
List properties for
-
3" x 6" 6.75" x 7.5"
List glu lam properties for
what size?
5-1/4'x 11-1/4• • Fb=2929 Fv=290 Fcp=750
E=2000000
what size glulam? 3.125" x 6" 8.75" x 9"
I-Level, -TJJ
3.12S*)c 1e5" g" x 6"
Web
11-7/8" TJI / 1-65
9-1/2" TJI 110
Fb=2400 Fv=240 Fcp=650 E=1800000 Fbt=1850 Self Wt=12.85
Stiffeners?
°,
NO v
16" TJI / L65
16" TJI / L90
9-1/2" TJI 210
9-1/2" TJI 230
1.9E Microllam LVL
List properties for what 1314" x 5-1/2" 1 (3) 13/4" x 5-1/2"
14" TJI H90
11-7/8" TJI 360
size LVL? I (2)1-3/4"x6-I/2-'j
(2) 1-3/4x 16^ Fb=2631 Fv=285 Fcp=750 E=1900000 Sif Wt=16.4
1.3E Timberstraitd LSL An asterisk
1.55E Timberstrand LSL
List properties for what 3-1/2" x 43/8" indicates a non-
List properties for
13/4" x 9-114"
(3) 13/4" x 9-114"
size LSL? acceptable sol'n.
what size?
(2) 1314" x 9-1/4"
Slf Wt= 19.3
i 3dl2" x 7-ih• ! , ftr171-4 fv_400.. F psa80. f=_130.000.0. Stf Wt=_7.1
(z)1.3PI[" x 1d"
T; fv_31{) fcp=_800. f=_15SOO.DO
22 Conoord St Porch Rafters 11
Custom Member Custom Member Results
Type: Single member, wre or rectangular and solid
Single Member
7.5 -in x 11 -in,
Single Member Material: ! [input Your own) IVSingle Member Material:
Width, b=1 7,50 in Bending Strerigth, Fb= Bending Overdesign: #DIV/OI
Height, d= 11,00 in Shear Strength, F„= Shear Overdesign: #DIV/0!
Area, A= 82.50 inn2 Comp Perp to Grain Fcp = Deflection Overdesign: #DIV/o!
Section Modulus, S= 151_.25 inA3 Modulus of Elasticity, € _ #DIV/0l #DIV/0!
Mom. of Inertia, 1= 831.88 inA3 Self Weight =
Mufti-Plv. Side-Bv-Side Member
Reduce Strength i --- '–'—'--------�—
------ --- ---
17% - Sman bolts or lags
Mem. 1. Material [ice Your Own)-
wn) V For Bolt Holes: Bearing only Mem t Bears
Mem 1, No. of Plies Multi -Ply Member 1 Multi -Ply Member 2
Mem 1, Ply Width,b= Material: IMaterial:
Mem 1, Ply Height, d= Bending Strength, Fb= Bending Strength, F6=
Mem. 2. Material '[input Your Own) Shear Strength, F„= Shear Strength, F„=
Mem 2, No. of Plies Comp Perp to Grain Fcp = Comp Perp to Grain Fcp =
Mem 2, Pty Width, b= Modulus of Elasticity, E = Mod of Elas., psi, E _
Mem 2, Ply Height, d= Self Weight = Self Weight =
Final Member Sawn wood Final Member Results
Final Member: 2 x-8, l mMlaS Bending Overdesign: 65.7%
Material 6ibrar 6hoose rrom Ali Sizec of seam type .rShear Overdesign: 330.7%
X - — Larch, No-_2
�(l—tom
Final SiZe: 2x8 �~ ♦ l J Deflection Overdesign: 201.5%
Min. Bearing Lengths : = 1.50 in. (Left) = 1.50 in. (Right) Use Condition Selected: Bearing / Buckling Overdsgn: NIA
Ven Dtff (approx): 0.00 ft True Len (approx): Final member IDK by: 65.7%
Actual Member size: 1.50" x 7.25" 8.00 ft on o ling critena is: nding
Reactions Final Member Additional Information Location Live Case Bracing Redd For
Maximums R, - Left Rz - Right Max. Positive Moment. `714 ft -Ib 4.00 ft Main Span Full Strength:
__..................
...._.._..._._.........
................... _..._................... _......... ... .... ......... ............................................. .... _.... _........
Live Load: 293 lb 2931b .Max: Negative Moment:?0 ft -Ib ..................... .0.00 ft......................Main Span Lateral bracing
Dead Load: 641b 641b Max Design Shear:; 303 Ib ft
g 0.00 Main S n required only at
......................... _......................................................,..................................................................................................................._�......... supports
Total Load: 357 lb 3671b Main Span Max. Downward
Live Case Causing Max N/A NIA Deflection (Live / Total): 0.088" / 0.108" 4.00' ! 4.00 Main !Main
......... ....................................................................................................._.........................................................................................................
Main Span Max. Upward Deflection. 0.000" 00
/ 0.0" 0.00' / 0.017 Main / Main
Minimums R, -Left R., - Right (Live / Total)
...................... ...............................................................a............................................................................................................................... ....
Live Load: 0 Ib 0Ib Cant. Down. .. _
(Live.. Tot)N/A NIA
N/A.........................................._...........................................
........._,- ,-.............. W/O Mid -Bracing:
0.6 or 1.0 Dead : 391b 391b Cant. U� Deli; (Live / Toth; i N/A N/A N/A Sending Red'n:
...._..:....._._......-...................................................................._.........................._............... 9
Net Reaction 321b 321b Req'd EI, Not Incl. Self Wt.: '2.528E+07 Actual El: 7.62E+07 0%
Live Case Causing Min N/A N/A Approx. Self Weight: '2.78 pit Approx. Tot. Wt.: 22 ib Allowed Moment
Min. Calc'd
_Be arin Lengths: = 0.38 in (Left) = 0.38 in (Right) 1.183 ft -ib
22 Concord St Porch Rafters 11
Structural Steel Tubes
Structural Steel W -Shapes (I-Beamsl
HSS3x2x1/8
HSS3x2x1/4
Web
Stiffeners?
Steel Type?
IA36-FY=36W
W4X13 W14X22
W5X16 WISX26 -
HSS3x3x1/8 HSS3x3x1/4 HSS3x3x3/8 HSS5x3x1/2
HSS4x4x1/8 HSS4x4x1/4 HSS4x4x3/8 HSS4x4x1/2
HSS5x5x1/8 HSS5x5xl/4 HSS5x5x3/8 HSS5x5x1/2
HSS6x6x1/8 HSS6x6x1/4 HSS6x6x3/8 HSS6x6x1/2
Welded End HSS7x7x3/8 HSS7x7x1/2
Plate Caps?
No `V
WSX8.5
:No •
W8X10
W10X12
W12X14
Custom Member Custom Member Results
Type: Single member, wre or rectangular and solid
Single Member
7.5 -in x 11 -in,
Single Member Material: ! [input Your own) IVSingle Member Material:
Width, b=1 7,50 in Bending Strerigth, Fb= Bending Overdesign: #DIV/OI
Height, d= 11,00 in Shear Strength, F„= Shear Overdesign: #DIV/0!
Area, A= 82.50 inn2 Comp Perp to Grain Fcp = Deflection Overdesign: #DIV/o!
Section Modulus, S= 151_.25 inA3 Modulus of Elasticity, € _ #DIV/0l #DIV/0!
Mom. of Inertia, 1= 831.88 inA3 Self Weight =
Mufti-Plv. Side-Bv-Side Member
Reduce Strength i --- '–'—'--------�—
------ --- ---
17% - Sman bolts or lags
Mem. 1. Material [ice Your Own)-
wn) V For Bolt Holes: Bearing only Mem t Bears
Mem 1, No. of Plies Multi -Ply Member 1 Multi -Ply Member 2
Mem 1, Ply Width,b= Material: IMaterial:
Mem 1, Ply Height, d= Bending Strength, Fb= Bending Strength, F6=
Mem. 2. Material '[input Your Own) Shear Strength, F„= Shear Strength, F„=
Mem 2, No. of Plies Comp Perp to Grain Fcp = Comp Perp to Grain Fcp =
Mem 2, Pty Width, b= Modulus of Elasticity, E = Mod of Elas., psi, E _
Mem 2, Ply Height, d= Self Weight = Self Weight =
Final Member Sawn wood Final Member Results
Final Member: 2 x-8, l mMlaS Bending Overdesign: 65.7%
Material 6ibrar 6hoose rrom Ali Sizec of seam type .rShear Overdesign: 330.7%
X - — Larch, No-_2
�(l—tom
Final SiZe: 2x8 �~ ♦ l J Deflection Overdesign: 201.5%
Min. Bearing Lengths : = 1.50 in. (Left) = 1.50 in. (Right) Use Condition Selected: Bearing / Buckling Overdsgn: NIA
Ven Dtff (approx): 0.00 ft True Len (approx): Final member IDK by: 65.7%
Actual Member size: 1.50" x 7.25" 8.00 ft on o ling critena is: nding
Reactions Final Member Additional Information Location Live Case Bracing Redd For
Maximums R, - Left Rz - Right Max. Positive Moment. `714 ft -Ib 4.00 ft Main Span Full Strength:
__..................
...._.._..._._.........
................... _..._................... _......... ... .... ......... ............................................. .... _.... _........
Live Load: 293 lb 2931b .Max: Negative Moment:?0 ft -Ib ..................... .0.00 ft......................Main Span Lateral bracing
Dead Load: 641b 641b Max Design Shear:; 303 Ib ft
g 0.00 Main S n required only at
......................... _......................................................,..................................................................................................................._�......... supports
Total Load: 357 lb 3671b Main Span Max. Downward
Live Case Causing Max N/A NIA Deflection (Live / Total): 0.088" / 0.108" 4.00' ! 4.00 Main !Main
......... ....................................................................................................._.........................................................................................................
Main Span Max. Upward Deflection. 0.000" 00
/ 0.0" 0.00' / 0.017 Main / Main
Minimums R, -Left R., - Right (Live / Total)
...................... ...............................................................a............................................................................................................................... ....
Live Load: 0 Ib 0Ib Cant. Down. .. _
(Live.. Tot)N/A NIA
N/A.........................................._...........................................
........._,- ,-.............. W/O Mid -Bracing:
0.6 or 1.0 Dead : 391b 391b Cant. U� Deli; (Live / Toth; i N/A N/A N/A Sending Red'n:
...._..:....._._......-...................................................................._.........................._............... 9
Net Reaction 321b 321b Req'd EI, Not Incl. Self Wt.: '2.528E+07 Actual El: 7.62E+07 0%
Live Case Causing Min N/A N/A Approx. Self Weight: '2.78 pit Approx. Tot. Wt.: 22 ib Allowed Moment
Min. Calc'd
_Be arin Lengths: = 0.38 in (Left) = 0.38 in (Right) 1.183 ft -ib
22 Concord St Porch Rafters 11
MDJ Incorporated, Engineering & Construction
C014 T RUCTION C ALC
r
ProBeam
v5.01
IMPOrtant: Top and bottom must be laterally supported at supports and at 4-1t max. intervals. No wane in laminations nor curved Glulams. Dynamic loading not considered. Compliant with 2009 - 2003 IBC. All designs should be
checked by a competent professional. All users shall comply with State Engineering Law. Injury and / or death can result from improper use of this product.
Job Name: 23 Concord St North Andover Load and Span Diagram (Not To Scale. Pitch, lt any, not shown)
Beam I.D.: Porch roof beam 300
260
Other Info.: 2(2x8) Beam 200
Main Span, L = 8.00 ft :90
Main Span Max. Allowed Live Defl: L / i 360 = 0.2� in
s0
..................................._...., 0
Main Span Max. Allowed Total Defl: L / 240 = 0.40 in 30 1 z 3 a 6 6 y s
Cantilever (Overhang) Exists? I No V -100
150
Piteh, rf Sloes:. � 0.0 :12 span (tt)
Engine Load Duration Uve; IM •
Loads From Continuous Member? ( No
Add Self Wt.? Fe Yes ON. For Wood and Press Treated? Wet Cond? Temp Cond.
Sawn Member Repetitive Use? No • GluLams Only:. Not press treated • Dry • f 100 deg r & fess •
Uniform Loads Over Full Length of Member
Tributary
Uniform Live
Reduced Live Uniform Dead
Allow Live Load Red'n? Yes •
Live, psf
Dead, psf Width, ft
Load, plf
Load, plf. Load, plf.
Roof Loads (not including snow)
Roof Snow (only)
0.00 ft
Floor 3 Loads
Floor 2 Loads
Floor Loads
55 psf
10 psf 4.00 ft
220.0 Ib/ft
220.0 Ib/ft 40.0 Ib/ft
Wall Dead Load
Other'psf` load and tr"ib. width
_
Additonal'pif Unif. Live Loads.:
Descrip'n:opfl:
Additional 'pif Unif. Dead Loads.
€ Descrip.n, opt'L
Roof pitch For LL Red'n Beam type for LL
Load Subtotals
220.0 Ib/ft
220.0 Ib/ft 40.0 Ib/ft
Red'n
Total Adjusted Uniform Loads WL =
220.0 Ib/ft
wo = 40.0 Ib/ft
0.0:12 Interior tkaor Beam •
Combined Total Uniform Load wu =
260.0 Ib/ft
Uniform Loads On Cantilever Only
Live Load. psf Dead Load. psf
Tnbutaft
Live Load. pif Dead Load. pif
Comb'd Load. pif
N Of Mggsq
Cant Load A
Cant. Load B
Cant. Load C€ ......_Descrip'n, opfL
l 3
Concentrated (Point) Loads
Trib. Length,
° FGISTE�
Live LOA Dead toad f
T 'b. Wift, ft.
ft Live, Ilos
Dead. lbs
FOSS
Point Load A
Point Load B
-
xe =
Point Load C Descrip'n, oprl:
L......................................................
xc
Point Load D Descrt..'n, o l:
:................... I .............. .I....._�...
XD =
Point Load E Descrip'n, opVl:
>, _
Point Load F j Descri 'n, o fl:
_
:............... ................ .P........P.....
xF =
Point Load G DescriP'n, oPf1:
:..............._.._.._ ....._........ ......
xC =
Point Load H Descri 'n, o L
P Pt'
_
Note: Location
Measured From Left Support
Partial Uniform Loads On Main Span Only
Live Load, psf Dead Load, psf
Tributary width.
Live Load, plf Dead Load. pif
Comb'd Load, plf
Start Point, ft. End Point, ft.
Partial Load A
Partial Load B
_
Partial Load C
Partial Load D _ Descrip":opt'!:.
Partial Load E .DescriP:"..r
Note: Start and End Points
Measured From Left Su rt
Wedge Loads On Main Span Only (Max at Left End, Zero
at Right End)
Live Load. psf Dead Load. psf
Tributary width.
Live Load. plf Dead Load. pif
Comb'd Load. plf
Total Wedge
Load, Ib
Wadga Load A
22 Concord St Porch Rafters
4x And Smaller (Lumber)
5x And Larger (Timbers)
Lumber Material DouyoasArAarcn ♦
Timber Material
.Douglas Fir - Larch •
Lumber Grade Na.2 •
Timber Grade
wwPA-SetWStruaural •
Acceptable Solutions
Acceptable Solutions
2x12 4 2 x 6
(2)2x8 3x10
List properties for what (3) 2 x 6 4 x 8
see lumber? An asterisk'
xE=1600000
- Indicates a non-
List properties for
_ _ Slf Wt
- -
- -
Fb-1350 Fv-180 Fc -6252 0 Slf Wt=2.88 acceptable sol'n.
what size?
-
8 x 14 • Fb-1583 Fv=170 Fcp=625 E=1600000
Glued Laminated Members
2.0E Parallam PSL
Glulam Grade 124E -v4 (DF/DF) ♦
5-1/4" x 9-1/4"
Acceptable Solutions
2.1111&" x 9_lw, 7" x 9.1IW'
2.5" x 6" 6.126'x 6"
3-1/2" x 9-1/4" Slf Wt= 18.5
List properties for
List glu lam properties for 3" x 6" 6.76" x 7.5"
what size?
S-1/4" x u-1/4" ♦' Fb=2929 Fv=290 Fcp=750 E=2000000
1
what size glulam? 3.125" x 6" 8.75" x 9"
1 -Level, TJI
3.125" x 16S" 5" x 6"
Web
11-7/8" TJI / L65
Fb=2400 Fv=240 Fr -p=650 E=1800000 Fbt=1850 Self Wt=12.85
Stiffeners?
r
16" TJI / L65
16" TJI / L90
1.9E Microllam LVL
List properties for what r 13/4" x 7-1/4"71(3) 1-3/4" x 5-1/2"
14" TJI H90 11-7/8" TJ1380
size LVL? (2) 13/4" x 5-1/2"
11-7/8" TJI 560
(2)1.3/4' x 16^ Fb=2631 Fv=285 Fcp=750 E=1900000 Sif Wt=16.4
1.3E Timberstrand LSL An asterisk •
1.55E Timberstrand LSL
List properties for what 3-1/2" x 7-1/4" indicates a non-
List properties for
13/4" x 9-1/4" (3) 13/4" x 9-1/4"
size LSL? acceptable sol'n.
what size?
(2) 13/4" x 9-1/4" Slf Wt= 19.3
Fb-=1714 Fv=_90A Fcp.=_88.0. f _130,WM.. -S1f Wt=_7.-4
(2).OM" x 19^
Ir' Ffr-23.44 Fv=_3.1U. Fcp=_800. E=_1550.000.
22 Concord St Porch Rafters
r 4.
t:ustom Member
l ._.._.. ___-_..... _
Member Type: Single meember, spare or rectangular and solid V Custom Member Results
Single Member
Single Member Material i(tnputYourOwn) 7.5 -in -in,
9 Single Member Material:
Width, b=1 7.50 in Bending Strength, Fb= Bending Overdesign: #DIV/0!
Height, d=1 11.00 in Shear Strength, F„= Shear Overdesign: #DIV/01
Area, A= 82.50 in^2 Comp Perp to Grain Fcp = Deflection Overdesign: #DN/01
Section Modulus, S= 151_:5 in^3 Modulus of Elasticity, € = #DIV/0! #DIV/01
Mom. of Inertia, 1= 831,88 !n43 Self Welaht =
Multi -Ply, Side -BY -Side Member
Mem. 1. Material I unm your Own)
Mem 1, No. of Plies
Mem 1, Py Width,b=
Mem 1, Py Height, d=
Mem. 2. Material (Input your Own) r
Mem 2, No. of Plies
Mem 2, Ply Width, b=
Mem 2, Ply Height, d=
Final Member Saw„wooa
Material 6ibrary choose From WI 54es of aeam Tye, • <
Final Size: (2) 2 x a
Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right)
Vert Din (approxy o.00 ft True Len (approx):
Actual Member Size: 3.00" x 7.25" 8.00 ft
Reduce Strength f 7%- Sman bolts or tags V
For Bolt Holes:
Multi -Ply Member 1
Material:
Bending Strength, Fb=
Shear Strength, F„=
Comp Perp to Grain Fcp =
Modulus of Elasticity, E =
Self Weight =
Final Member: (2) 2 x 8, Dou
Larch, No.
Use Conditions Select
Bearing I only Mem i Bean V
Multi -Ply Member 2
Material:
Bending Strength, Fb=
Shear Strength, F„=
Comp Perp to Grain Fcp =
Mod of Elas., psi, E =
Self Weight =
Final Member Results
Bending Overdesign: 11.3%
Shear Overdesign: 189.4%
Deflection Overdesign: 100.5%
Bearing / Buckling Overdsgn: WA
Final member OK by: 11.3%--)
Maximums
Reactions
R, -Left
R, - Right
Structural Steel Tubes
Location
4.00 it
Live Case
Main Span
Bracing Recd For
Structural Steel W -Shapes (I -Beams)
HSS4x2x118
HSS4x2x1/4
Max. Negative Moment: 0 ft -Ib 0.00 ft Main Span
.......................................................................................................................................................1
Dead Load:
Web
Stiffeners?
Steel Type?
( A16. Fy_36 W
W4X13 W14X22
W5X16 W16X26
HSS4x3x1/8 HSS3x3x1/4 HSS3x3x3/8 HSS5x3x1/2
HSS4x4x1/8 HSS4x4x1/4 HSS4x4x3/8 HSS4x4x1/2
HSS5x5x1/8 HSS5x5x1/4 HSS5x5x3/8 HSS5x5x1/2
HSS6x6x1/8 HSS6x6x1/4 HSS6x6x318 HSS6x6xl/2
Welded End HSS7x7x3/8 HSS7x7x1/2
Plate Caps?
1,062 Ib
..........................................-.........................................................................
Main Span Max. Downward
-
tb V `
W6X8.5
Ilo :V.1
N/A
N/A
0.13V'10.161"
Deflection (Live / Total)',
............. _........................................................................ ;..............................
4.00' / 4.00'
W8X10 -
-
_...................
Main Span Max. Upward Deflection'
W10X12 -
Minimums
Rt Left
R2 - Right
W12X14
t:ustom Member
l ._.._.. ___-_..... _
Member Type: Single meember, spare or rectangular and solid V Custom Member Results
Single Member
Single Member Material i(tnputYourOwn) 7.5 -in -in,
9 Single Member Material:
Width, b=1 7.50 in Bending Strength, Fb= Bending Overdesign: #DIV/0!
Height, d=1 11.00 in Shear Strength, F„= Shear Overdesign: #DIV/01
Area, A= 82.50 in^2 Comp Perp to Grain Fcp = Deflection Overdesign: #DN/01
Section Modulus, S= 151_:5 in^3 Modulus of Elasticity, € = #DIV/0! #DIV/01
Mom. of Inertia, 1= 831,88 !n43 Self Welaht =
Multi -Ply, Side -BY -Side Member
Mem. 1. Material I unm your Own)
Mem 1, No. of Plies
Mem 1, Py Width,b=
Mem 1, Py Height, d=
Mem. 2. Material (Input your Own) r
Mem 2, No. of Plies
Mem 2, Ply Width, b=
Mem 2, Ply Height, d=
Final Member Saw„wooa
Material 6ibrary choose From WI 54es of aeam Tye, • <
Final Size: (2) 2 x a
Min. Bearing Lengths : = 1.50 in. (Left) : = 1.50 in. (Right)
Vert Din (approxy o.00 ft True Len (approx):
Actual Member Size: 3.00" x 7.25" 8.00 ft
Reduce Strength f 7%- Sman bolts or tags V
For Bolt Holes:
Multi -Ply Member 1
Material:
Bending Strength, Fb=
Shear Strength, F„=
Comp Perp to Grain Fcp =
Modulus of Elasticity, E =
Self Weight =
Final Member: (2) 2 x 8, Dou
Larch, No.
Use Conditions Select
Bearing I only Mem i Bean V
Multi -Ply Member 2
Material:
Bending Strength, Fb=
Shear Strength, F„=
Comp Perp to Grain Fcp =
Mod of Elas., psi, E =
Self Weight =
Final Member Results
Bending Overdesign: 11.3%
Shear Overdesign: 189.4%
Deflection Overdesign: 100.5%
Bearing / Buckling Overdsgn: WA
Final member OK by: 11.3%--)
Maximums
Reactions
R, -Left
R, - Right
Final Member Additional Information
Max. Positive Moment:; 2,124 ft -Ib
.................__.__..................._........_.........-._._._.....;................._..._.............__..._.__................_-_..................._...._........._.............
Location
4.00 it
Live Case
Main Span
Bracing Recd For
Full Strength:
Lateral bracing
Live Load: 880 Ib 880 Ib
Max. Negative Moment: 0 ft -Ib 0.00 ft Main Span
.......................................................................................................................................................1
Dead Load:
182 Ib
182 lb
Max Design Shear 902 Ib
0.00 ft
........... _.
Main Span
required o nly at
Total Load:
1,062 Ib
1,062 Ib
..........................................-.........................................................................
Main Span Max. Downward
..
supports
Live Case Causing Max
N/A
N/A
0.13V'10.161"
Deflection (Live / Total)',
............. _........................................................................ ;..............................
4.00' / 4.00'
Main / Main
_...................
Main Span Max. Upward Deflection'
_..............................................................................
Minimums
Rt Left
R2 - Right
0.000" / 0.000"
(Live / Total);
.........................................................................................................................................................................................................................
0.00'/ 0.00'
Main / Main
Live Load:
0 Ib
0 Ib
Cant Down. Deft: .
..._..........(Live.. Tot):; N/A.....................................................
_ N/A.............................._N/A
W/O Mid -Bracing
0.6 or 1.0 Dead:
109 Ib
109 IbCank..Rfl.:..�Live
/ Toth:N/A._...................... _............................
N/A... ..........................
. .............
..._N/A..............
Bending Red'n:
Net Reaction
96 Ib
96 Ib
Req'd EI, Not Incl. Self Wt.: 17.603E+07
Actual EI:
1.52E+08
0%
Live Case Causing Min
N/A
N/A
Approx. Self Weight: •,.5.56 pit
Approx. Tot. Wt.:
44 Ib
4/(owed Moment.
-
Min. Calc'd Bearing Lengths: € = 0.57 in (Left)
= 0.57 in (Right)
\ i Bar; e_ih
O
22 Concord St Porch Rafters
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