CC-0753-2020 Office Use Only
ADDITION/ALTERATION PERMIT Permit#: 2Q
APPLICATION Permit Fee:$ 1 5 • 1,()p
Town of0%censbury
742 Bay Road,Queensbury,NY 12804 Invoice##: cbrZ94—
P.518-761-8256 www.gueensbury.net
Project Location: 10 Dunham's Bay Road.Lake George,NY 12M
� E Eo.
Tax Map ID#: 239.20-1-4 Subdivision Nam
J� DEC 01 2020 1
CONTACT INFORMATION:
TOWN OF t. UEENSBl. RY
• Applicant: BUILDING&(,'0DE3_
Name(s): BBL Construction Services/Jam1 Russell
Mailing Address,C/S/Z: 302 Washington Ave. Ext.Albany,NY 12203
Cell Phone: ( -)518-847-6899 Land Line: �_)518-452-8200
Email:irusseli@bbline.com
• Primary Owner(s):
Name(s): 10.Dunham's Bay Rd.LLC
Mailing Address, C/S/Z: 4 Primrose Circle Saratoga Springs,NY 12866
Cell Phone:,�_) Land Line: 518-693 2577
Email:fbclakegeorge@gmali.com
❑ Check if all work will be performed by homeowner only
• Contractor(s): Workers' Comp documentation must be submitted.with this application
Contact Name(s): BBL Construction Services
Contractor Trade: General contractor
Mailing Address, C/S/Z: 302 Washington Ave.Ext.Albany,NY 12203
Cell Phone:__,)518-447-9564 Land Line: �_)518-452-8200
Email:jrussell@bblinc.com
"List all additional contractors on the back of this form
• Architect(sl/Enaineer(s):
Business Name: Phinney Design Group
Contact Name(s): Ed Anker
Mailing Address, C/S/Z: 291 River St.Troy,NY 12180
Cell Phone:_L_)518-432-1605 Land Line: 618-687-7120
Email:Banker@phinneydesign.com
Contact Person for Building& Code Compliance:Ed Anker
Cell Phone:_L _)518 432-1605 Land Line: �_)518-587-7120
Email:eanker@phinneydesign.com
Addition/Alteration Application Revised February2019
s
PROJECT INFORMATION:
TYPE: X Commercial Residential
WORK CLASS:
Single-Family Two-Family _Multi-Family(#of units )
Townhouse _Business Office ,�Retail
X Industrial/Warehouse X Garage(#of cars ) _Other(describe }
ADDITION SQUARE FOOTAGE: ALTERATION SQUARE FOOTAGE:
1st floor: 1st floor: 1312
2nd floor: 2nd floor: 2844
31d floor: 3rd floor:
Basement(habitable space): Basement(habitable space):
Total square feet: Total square feet: 4156
ADDITIONAL PROJECT INFORMATION:
1. Estimated Cost of Construction:$830,000
2. If Commercial project,what is the proposed use: Existing Boat Repair and Club Sales
3. Source of Heat(circle one): Gas Oil Propane Solar Other NIA
Fireplaces need a separate Fuel Burning Appliances&Chimney Application
4. Are there any structures not shown on the plot plan? YES E
xplaln:
5. Are there any easements on the property? YES NO
6. SITE INFORMATION:
a. What is the dimensions or acreage of t cel? .46 Acres
b. Is this a corner lot? YES NO
c. Will the grade be changed as a result o e co YES NO
d. What is the water source? ' PUBLIC P t T WELL
e. is the parcel on SEWER or a PRIVATE SEPTIC system? Private
Addition/Alteration Application Revised February 2019
DI-CL,ARATION:
1. 1 acknowledge that no construction shall be commenced prior to issuance of a valid permit and will be
completed within a 12 month period.
2. Ifthework is not completed by the 1 year expiration date the permit may be renewed, subject to
fees and department approval.
3. 1 certify that the application, plans and supporting materials are a true and complete statement and/,or
description of the work proposed, that all work will be performed in accordance with the NYS Building
Codes, local building laws and ordinances, and in conformance with-local zoning regulations.
4. 1 acknowledge that prior to occupying the facilities proposed 1, or my agents, will obtain a certificate
of occupancy.
5. 1 also understand that I/we are required to provide an as-built survey by a licensed land surveyor of all
newly constructed facilities prior to issuance of certificate of occupancy.
I have read and agree to the above:
PRINT NAME: Jami Russell - BBL Construction
SIGNATURE: DATE: _ I O _2_0
Addition/Alteration Application Revised February 2019
Matt O'Hara FiL� C®t'Y
President
10 Dunhams Bay Rd LLC
10 Dunhams Bay Rd
Lake George,NY 12845
April 7,2021
John O'Brien
Code Enforcement Officer
Town of Queensbury,Building and Codes
742 Bay Rd
Queensbury,NY 12804
Dear Mr.O'Brien,
After conferring with Phinney Design Group and our engineers, we have been advised that the deck can
support at least 100 individuals.Further,we understand that the posted maximum occupancy of the patio
deck must be 100 people.
Sincerely,
LPL
Matt O'Hara
D
10 Dunhams Bay Rd LLC 10 Dunhams Bay Rd Lake George, NY 12845
EMAIL:fbclakegeorge@gmail.com TEL:(518) 685-3259
FIRE MARSHAL'S OFFICE
Town of Queensbunj
742 Say Road, Queensbury, NY 12804
"Honce of Natural Beauty ... A Good Place to Live "
CLAN RE►�UI�Ei:
Freedom Boat Company
10 Dunham's Bay Road
CC-0753-2020
12/10/2020
I have reviewed the submitted drawings for the above project; and offer the
following comments:
1) Fire extinguisher locations to be discussed.
2) Locks / latches shall comply with 2020 NYSFC.
3) Provide Exit & Emergency light plan, including exterior.
4) Provide Knox Box- model 3200.
5) Provide specs for wheel chair lift.
6) Provide Fire Alarm plans including specs for all devices prior to install.
7) If 2°d egress from deck not provided, submit sprinkler plans& calculations.
8) Provide truss ID signage.
C41/i �
Deputy Fire Marshal
Gary K. Stillman
742 Bay Road
Queensbury NY 12804
518 761 8205
garys@queensbury.net
Fire Marshal 's Office - Phone: 518-761-8206 Fax: 518-745-4437
iremarslial@queensbunf.net • wzvTu.queensbun/net
4
.CONlcheck Software Ver!51' 4:1.5.1
•
: Interior :Lighting C ificate
FT-0
E0VE
NE
Project Information ��°��'.Energy Code: 2018.IECC
ectTiue Freedom Boat.ClubF C2UEENSURY.Project-Type: Alteration BUILDING&.00�iE�
�g 94 q0
Construction:Site: . : OwneNAgent: Designer/Contractor:
10 Dunhams Bay.Road. Paul Martin
Lake George,NY 12845 5igrha Psi Consulting
4 Collamer Road
Malta; NY 12020.
-
b18-581.9428
FILE COPY Paulm@slgmapsi.com
.Allowed Interior Lighting Power • •- .
p B C D. : .
Area Category- Ftoor.Are.a -Allowed Allowed:Watts.
Watts a ft2.. (B X C)
1-Retail 745 1,06: :
Total All' Watts- J90
:Proposed Interior Lighting Power.
A B. C D. E • . .
Fixture.ID.:Description/.Lamp/.Wattage Per Lamp'I Ballast Lamps/ #of, Fixture .(C,X D)
. . Fix
ture Fixtures Watt.
.Retail.(745 sa.ft.l
LED 1:•PD1,DECORATIVE PENDANT:LED Other Fixture Unit 60W: 1 2 60 120 .
LED 2:F2EM,-8TAIR FIXTURE:LED Lineer*,: 1 1 50 58-
LED 3:F1:'SURFACE_LIGHT:.LED PAR 16W: 1: 10 16 160.
LED.4:F3s VANITY:LED.Linear 20W:. 1 .: 2 .65 130 .
-Total Proposed Watts= 46.8
rior Lighting PASSES
.Interior Lighting Compliance.Statement.
ComAliance Statement: The proposed interior lighting alteration.project,represented.in this document is consistent with the
"building plans,specificaticns,.and'other,calculations.submitted with.this-permit_appiicabon,The proposed Interior lighting
systems have been designed_to:meetahe:2018 IECC requirements.in:CO.Mche&.Version 4.1.5.1 and to comply with.any
applicable.mandatory requirements:listed'in the Inspection Checklist.
Paul Martin;PE 3/31121
Name=Title :. Signature Date. :
BEVIEWE® F.OR
ENERGY.O E.COMPLIANCE
Project Title: Freedom Boat Club Report date: 03/31/21
Data filename: G:\Sigma_P'i\21102-BBL-Freedom Boat C16b\21102-COMCHECK.cck Page 1 of '7
C0Mcheck ,Software_Version 4.1.5.1
Exterior Lighting Compliance Certificate
Project Information
NEgr�,
: . Energy Coder 2018 IECC
Project Title: Freedom.Soat.Clufi
Project Type: Alteration Exterior Lighting Zone 2(Residential mixed use area)-.
06y4Ap
Construction Site: Owner/Agent:. Designer/Contractor.; .
10 Dunharns Bay Road • Paul Martin.- •
Lake.George; NY12845. : : _. . Sigma Psi.'Consulting
4 Collamer Road
._. Malta,NY 12020
518-581-9428
J .- paulm@sigmapsi.com
Allowed Exterior Lighting Power
A B C - D. E:
ArealSurface:Category -:. _ Quantity . Allowed• Tradable .'.Allowed Watts.
Watts?Unit Wattage .. (B X C)
;illuminated area of facade wall or surface - 4006 ft2 0.07 No. • 368 '
Total Tradable Watts(a)_ 0.
Total Allowed Watts 368-
. _ - Total Allowed-Supplemental Watts(ti) .. 400
(a)Wattage tradeoffs,are only allowed between tradable areas/surfaces.. '
.(b)A supplemental allowance equal to 400 watts maybe applied toward-compliance of both'rion-tradable and tradable areas/surfaces. :.
Proposed Exterior Lighting Power
A. B C. D. E ,.
Fixture ID.:Description I Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X.D)
fixture. Fixtures Watt.
Illuminated area-of facade Wall or surface(4905 f12):-Noh-tradable Wattage
LED 1 F5.-WALL MOUNT:LED PAR:181N: 1 ; $ 18 90 .
LED 2:.174:LED PAR 13W: 1:' 11 13 143:.,
:LED 3:F6:LED PAR 18W:. .. 1 1:. .18 :'.'18
- Total Tradable Proposed Watts:-: 0
Exterior Lighting:Compliance Statement
Compliance St'ateinent: Tile-proposed exterior.lighting alteration project represented in this document is consistent with'the .
bullding'plans,specifications,and other calculations submitted with this permit application.The proposed exterior lighting
systems have been designed to meet the 2018 IECC requirements In COMcheck Version 4.1.5.1 and o.'comply with any
applicable rnandatory requirements listed`in the Inspection Checklist..
Paul Martin,PE
/ 3!3'1121..
Name.'-Title Signature
Project Title: Freedom Boat Club Report•date: 03/31/21
Data filename:: G�Sigma Psi1211027BBL-Freedom Boat Club121102-COMCHECK.cck Page 2 of 7
s
CC1Mch.eck Software..Version �4`1 5A, .
Inspection Ch" cklist
Energy Code::2018 IEC:C .
�Re'quirerhents:.0:0%were:addressed directly.in.the'COMcheck:software
Text in the "CoMtnentstAssumptlons".column"Is provided,by the user:in'the.COMcheck'Requirements-screen. For each. * .
requirement,:the user certifies.that af code'requirement will be.:met.and'trow.that:isdocumented;or-that'ari-exception: .
is being claimed; Where compliance is:itemized in.a separate table;.a reference to that-tatile•is provided.; -
..Sectlon
#: Plan.Review: Complies?': Comments/Assumptions_:
- & Re
C103:2, . Mlans,'speclficatlons,and/oe +❑Compiles
[PR4J1 *calculations provide all.information: ❑Does Not.
with-which.com 'hancia-e n be : " ��
U Not Observable 1.
1 determined-for the interior lighting ;
land'electricaisystems'and equipment ;ElNotApplic able
.
and.document where.exceptions to . :.;
' the standard are claimed:Information
provided:should include:interior:
- ' jlighting power caiclilations;wattage"of{ ;
bulbs.and ballasts;•transformers"and I :
,I control devices.
C103:2 Tlans;_s ecif*ions;and/or; : . ,❑Com lies ; . _
p p
[PRSJl (calculations provide allinfoemation OD:oes:Not
with which,compliance can be I
;.determined-for the exterior-lighting: ;(]Not Observable i : _
. - I and electrical systems and equipment i❑N0 t Applicable';and document-Where exceptions to". .
;the,standard:are claimed.1hfotmation
�prhvide should Mclude.exterior f . . -
g ting ower calculations; o wattage•
bulbs and ballasts.transformers and I:
I control devices.
C406 Plans;•specifications;and/or.: f Complies. r
f PRO]" . ;-calculations'provide all.information:. ";❑Does Not
with which compliance can be
..determined'"for the additional'energy .;allot Observable '
f efficiency"package options: Not Applicable. ;
Addll ional:Cammehts/Assumptions:. '
1 Nigh Impact.(Tier 1): 1 2 Medium Impact(Ter 2): 3 Low Impact•(Tier,3)
Project"Titiec ' Freedom Boat Club : . Report- 03/31/21 `-. . date.:
Data filename: G:\Sigma_Psi\21102-6BL-Freedom Boat Club\21102-COMCHECK.cck Page 3 of 7
Section
'#•• Rough Comments/Assumptions: Complles2. ;
RegAD, : .
C405'.2.2. ;Spaces required to.have'light= ;❑Complies
2 I reduction controls have.a. manual []Does Not
[EL22.]?' ;control that'allo%4s the.,occupant to
reduce the connected lighting load In ❑Not.Observable t
4reasonably uniform illumination ;❑Not Applicable
;pattern>=.50 percent... -
C405•.2.1, ;Occupancy.sensors installed:in: ;❑Complies ;
C405;2.1. �classro6rbs/lecture/tiaining rooms;_ . : l❑Does Not
1 ;conference/meeting/multipurpose IDNot Observable;
[EL18]1 ;rooms,copy/print rooms; ';[]Not Applicable"
lounges/breakrooms',enclosed offices; I r
;open plan bffice.arezis,restrooms;
;storage.rooms;locker rooms,.-
'warehouse storage areas,and other- ;
Ispaces-_=:.300 sgft that'are:enclosed
:by floor-to-ceiling height partitions ;
;Refe�ence.section language
I
C4051 1.2 for control function in
pwarehouses and section C405:.2.1.3
I
for open plan office spaces...
C405e2;1. !Occupancy sensors control function 16 ll Complies
2.- �warehouses:In-warehouses;ahe Does Not.
Not.'
[ELIO]' ;lighting in.aisleways.and open.areas is
;Controlled with oceu pant.sensors-that
;❑Not.Observable;
;automaticallyfeduce lighting power - ;❑NotApplicable..;
by 50%or more when the.areas are _
1
unoccupied.The occupant sensors ;
;control,lighting in each aisleway a
Independently and do.not control. . :
;lighting beyond t e WsIeWay being.
;controlled'by:the sensor..
C405:2:1'. ;Occupant sensor control:function in (❑Complies ;
3:. open plan office areas:Occupant - ;❑Does:Not
[El. 0! ;sensorcontrols in'oped office.spaces
>=300 sq.ft; have controls 1). - ❑Not Observable
configured so that general Iighting.can,�Not Applicable
be controlled.separatelyin control. ;
;zones with floor.areas_<=600'sq:ft:.:
'within'the-space; 2)automatically.tu�n;-
;off beneral lighting in all.:control zones
within 20 minutes after all occupants ;
1have'1eft the sp . e,:3)are configured }
;so-that;general lighting power:in each
acontrol.zone Is reduced by>=80%.of ;
(the full zone:general lighting power.: '
1 within 20 minutes of all occupants
;leaving-that control zone,and 4)are ;
,configured such that any daylight
responsive control.wiIVactivate space
;general lighting or control.zone. ;
igeneral.lighting only when occupancy
for the same area.is detected. ;
C405.2.2, i Each'area.not served by occupancy- ;❑Complies '
C405.2.2. 1 sensors(per C405'2:1).have time=_ - 1❑Does Not
1, ;switch controls and functions detailed
C405.2.2. ;in sections C405.2.2.1:and C405.2.2.2.;❑NoE Observable;
2 ;❑Not Applicable. ;
[EL21]2
; I .
I I I
1 High Impact(Tier 1) 2 Medium Impact(.Tier 2) = 3 Low Impact(Tier 3) ..-
ProjectTitie: Freedom Bdat-Club Report date: 03/,31/21
Data filename:. G:\Sigma2si\21102-BBL-Freedom Boat Club\21102-00MCHECK.cck' Page 4 of 7
r
Section
Rough-In Ele'ctrical.lnspectlon Compiles?. Comments/Assumptions
C405.2.3, i,Daylight zones provided:with : !❑Complies
C405.2.3. I individual controls that control the ❑Does.Not
11 IigFits•independent of general area
C405.2.3. ;lighting,See,-code section C405:2.3 ;❑Not Observable A . . .
2 Daylight-responsive controls for .' ; Not Applicable
[EL23]2 applicable spaces,C405.2,3:1 Daylight;'
responsive control function'and
I se ction•C405.2:3,2 Sidelit zone: : : - i. -
C405.2:4 Separate lighting control devices for-- €❑Complies
[EL26]" ' Ispecific-uses-installed-pet approved ��DoesNot ;
= ;lighting.plans:
❑Not Observable::.
❑Not.Appiicable;.'
C405.2, ;Additional interior liglit'ing:power : . [ Complies-
[EL27]1 ,.allowed for-special functions per-the Uppes.Not.
;approved.lighfing plans and It.'' ;. ,
';automatically controlled and- ❑Not Observable:. .
:• .separated from general.lighting. ;�Not:Applicable
C405.2,5 .,Automatic.lightirig controls for.exteriorl Complies'-
(EL281no1 .:l10.iting.installed.;Controls will.b'e ;!]Does Not ;
}daylight controlled,,set based.on
- tbusiness operation•time-of:day,or ; Not Observable 1 -
o of Applicable.
1reduce-connected lighting>30%. : .
C405.3.. ;Exit signs do:notexceed 5 watts per' ;❑Complies.' .
[EL61. .!face, ;�D'oes.Nbt I.
( ;❑Not.Observable,
Not Applicabl
C405.6 Low-vo.tage.dryAype distribution.. ILIC6niplles. .
[EL2612 ;e[eetric transformers meet.the . !Does Not.
minimum efficiency requirements of ; : .
l'able.C405:6.: []Not Observable
.• . ;❑Not Applicabled.
C405.7 ;Electric motors meet the minimum -: ;❑Complies r -
[EL27]2 Eefficiency regplrements of Tables:: ., ❑Does:Not -
1 C405.7(1)through.C405.7(4)., + '
SEfficiency_verified through certification;❑Not Observable;
i und&an approved certification ;❑Not Applicable ;:
program:or,the equipment efficiency.
tatingsshall be provided by:motor'. ;
fimanufacturer(where certification. 1.
programs do not exist). . :
C405.8.2, E Escalators and moving walks comply . Elcoomplies ;
C405.8.2. iwith-ASME-A37.1/CSA'B44-and,-have ; '11)oesNot
1 automatic controls conflgured to ;�
[EL28]2 ireduci'speed.tothe.minlm6m. NotObsi rvable,. ,
.permifted speed.,in-accordance'with- Not App icabie
ASME-A17.1/CSA B44 or.applicable
l local.code.When not conveying
passengers.
C405.9 ;Total iroltage_dropms acr the - CompjleS
[EL29]2 ;combination of feeders and branch ,❑
,Does Not. •:- . ,
I circuits.<.'-5%•
[]Not Observable;
❑Not Applicable.
. Add,itional-Comments/Assumptions::
1 High Impact(Tier 1):- 2, Medium Impact(.Tier 2): 3 Low•Impact(Tier 3) ..
Project-Title: Freedom Boat Club :._ Report date: 03/31/21
Data filename:: G:\Si.gma_Psi\21102-BBL-Freedom Boat Club\21.102-COMCHECK.cck Page- 5 of 7.
• Section
# Finallnspection Compiles? Comments/Assumptions
&Re :ID '
C303.3, Furnished O&M instructions for ;❑Complies
C408.2.5.'y systems and'equipment_to the ;[]Does Not
2 �.build'Ing owner or designated
[FI1713 representative:. UNot.Observabie
-;❑Not"Applicable
C405.4c1 ;Interior installed larng.and fixture ;[]Complies- ;See_the lnterlorUjhting fixture schedule for values.
[FI1811. lighting power•is consistent with what ,Does Not
Ils-shown'on the approved lighting
;plans,.demonstrating proposed watts ,❑Not Observable,.
;are less than ar equal to.allowed ; Not Applicable.
,.watts:
C405:5A. Exterior lighting power is.consistent. ❑Complies ;See the Exterior Lighting rixture schedule for values.-
[FI19]1-. with what-is shown on.the approved ;❑Does:Not
lighting:plans,demonstrating. - 1 .
proposed,wattt are less than or:equal ❑Not Obseryatile;
to allowed.watts.:
Applicable❑Not
C408.1.1 Building operations arid.maintenance- ;❑Complies
[FI57j1, ,documents will be provided to the I Does Not'- - ;
owner.;Documents will cover
;pNot Observable;
manufacturers Information,
;❑NO e
Ispecifications;'programming - : . t .
Applicabl
procedures and means of illustrating ;
Ito.ownerhow building;equiprhent.6nd
systems are intended to be Installed,.
;.maintained,and.operated.
C408.2.5. Furnished as=built drawings for - ;[]Complies
1 electric powersystems withM.90 days,❑Does Not
IF12 of system acceptance.
❑Not•Observable
1
ONot.Applicable ;. .
C408:3 ;Lighting systems have been tested.to ;❑Complies
(FI3311. ensUre proper calibration,;adjustment,'❑Does:Not .
programming,and operation-'. []Not Observable; .
i. IONot Applicable
Additional Comments/Assumptions:
1 High impact(Tier 1) 2 Medium Impact(Tier 2) •3 1 Low Impact-(Tier 3)
Project Title: Freedom Boat Club Report date: 03/31/2.1
. : Data filename:: G:\Sigma Psi\21102-BBL-Freedom Boat Club\21102-COMCHECK.cck Page 6 of 7-
zw=
Project Title: Freedom,BoatClUb : Report date: 03/31/2.1
Data filename:. G:1Sigma_Psi121102-BBL-Freedom Boat C1ub121102-COMCHECK.cck- Page 7 of :7
Rescue/Refuge Assistance 4800
FILE COPY
So
Area of Rescue / Refuge As d - & E
Digital Emergency APR 0 2 2L'2)�'
Communication Sys t B UI OFC?U&CI�ISRS
BUILDII`;G t:OiEAESMp
ASSISTANCE '
COMMUNICATIONS
• c
` - CALL RECOVED 0000
m•rucnr 0000
••••
1-8 Stations-Per Panel' ""
HELP ' '
AREAOF � t _
�• ' ® RESCUE ,,'+ :;'" EMERGENCY
'. Ass}stANCE. .;a; ,,! COMMUNICATIONS
`+ •. .L f •x_% .f"_ ..CALL RKWCD ••••
•• •,Ty NNEN LIGHT
000•
00
�` PUSH FOR
Expandable up to
255 Stations
� •'�n �'' LL - - ;CORNEA
5
. � � ' -.:3'/a yam•:.
� ^ Yam'?A . F•. _
Connection now available for Main Control Panel shown.
2 way voice communication from Add up to four remote panels and up
the station to an to 35 expansion switches.
Emergency Call Center.
CORNELL COMMUNICATIONS,INC.
Milwaukee,Wisconsin USA— 800-558-8957—414-351-4660— Fax 414-351-4657
www.cornell.com — sales@cornell.com D4800
Rev 200406
Component Descri tions
Component .. - Dpscription Size
A-4800M -:Main Panel-Mandatory.
Control Panels 20"H is 20`'W
A4800R Remote Panel' ' Four.O tional
Ez passion Switches -ES-4808. Switch -35 Optional :20"H.x 20!W
Call Station _ 4800V Call Stations-255 Max :. 4"H x 4"W x 3.5"D .
BB-48 One Each'forA-4
. .. . . . 800M & 18:'H x 18"VV x 3:25."D
Back Boxes A4800R Control Panels
'BB49 For ES4808 Expansion.Switch 18"H.x 15"W k 4"D .
Battery Back-Up/PowerSupply
Power Su 24VDC 3.3 Am
pplies B-5243B p Supplied With: 9.50"H:x 14.25"W x 4.50"D-
pp
2 12Volt/7 Ah Batteriies .
(Select one, or Battery Back-Up/Power Supply.
multiple). 8-5248A 24VDC 10 Amp Supplied with 11:.25"H x 15.75"VII x:4,50"D
2 .42Volt/7.Ah Batteries .:. .
Customer
Call Factory for Mandatory
Signago. . Si cif c &Optional Signage Required; Varies
pe
for
Area of Rescue/Refuge.
Specifications: : . Wiring.and Power-Requirements
The 4800 Digital'Emergency Communication-Systdin.its The 4800 : Digital Emergency Communication System
designed to provide fully supervised,two;-way=voice utilizes the following.three types of wiring..
communication,between each'Call Siatiori'and the Main
Control Panel.' Optionally,up to(4)Remote.'Control Panels . Pair.#16,AWG, stranded,.non-shielded cable, from the
can also be:installed.throughout the building to allow Power Supply to-the.Control Panels and Field"Switches ..
alternate locations to respond'to a call for ass .A istance. n'. at a maximum distance of 478 feet.
internal.modem;operating at the Main Control Panel,
:
connected to'a Analog"POTS"dedicated telephone-line . . :Pair .#22 AWG, stranded, non-shielde_d- cable,
provides an. automated-timed dial-out.*capability to a. circulating .from all of the Powe�.Supply%to the Power
monitoring' location. The 4800 .Digital Emergency connections on the Control Panels.
Communication Systerii shall' poll .(supervise) all the Call
Stations; Control Panels and Expansion Switches:on a_ , Cat5e cable,Standard straight-.through;TIA/EIA 568A
continuous' basis, .to identify line, faults. and defective or TIA/EIA 568B, from the Control Panel and Field
equipment. Activated Call Station_'locations..and fault . Switclies,.to the Call Station's and to the phone line.
information will.be alerted-and displayed at the 40.character,,
LCD four.line display; at each Control Panel location. Each
4800. V call.station is, equipped with an'auxiliary set of • Cornell tested 2 lir UL Cable:'
momentary form ."C".contacts that.can.be:Used:to activate The Power.Supply operates at 24 VD.0 with an :
external.devices,such as.a camera,strobe,or tone device. :. amperage of either 3:3 or�10.
Princiiples.of:Operation.:
ACTIVITY CONTROLPANEL CALL STATION
StandbyMode ._ LED light signals power on Intermittent 10 second flash
Alarm:sent from:call,station �^ LED light flashes, intermittent tone.& Steady LED light and one time
the display shows.where. tone .
the call originated.from' ". _
-Alarm acknowledged/activated Steady red LED light: Button flashes with
at the control panel. one time tone.signal
Intercom on. Us. the up/down button,to remove the Hands.free.voice communication
call to:the top line;then press the right to the control panel
arrow to call using the handset to talk. ;and the calling station.
Phone call to an offsite' : Dials to an outside location Hands free voice communication
_emergency center. _ from.the calling
Intercorn off In-standby.mode, LCD display Standby mode
shows the calls answered
System faulty The LCD displays system fault Button light will be.off. ;
locations with a.flashing red.LED
and.intermittent tone
CORNELL COMMUNICATIONS,INC.-
Milwaukee,Wisconsin USA— 800=558-8957—414-351-4660— Fax 414-351-4657
www.cornell.com +.sales.ocornell.com
IWESTSHORE .
DESIGN ENGINEERS, P.C.
'•100 GREAT OAKS BLVD. I SUITE 115:
A.LBANY .I.. E.W Y.ORK 12203.
STRUCTURAL CALCULATIONS
PHINNEY . DESIG-N GR-0U.P: .
F.REEDOIVI..BOAT CLUB
C.ALCUL'ATIONS .: :..
10: DUNHAWS-BAY ROAD,: LAKE GEOR:GE,: NY 12845
2020. •NEYV-YORK.STA.TE -BUILDING :CO.DE .
P ROJ ECT 'NO: 2.0080855
�/ 0. � �'
FILE:-CO� i _ 04.01:.1 6
D
APR 2 2aZ1 . .
T HI N TO EE (EJECT. : TOWN OF QUEENSSURY
SITE-AT ES FOR THE. : f3uiLDt�tG CODES
'DURATI ®E C RUCTION
�pSA, O. � ..
* .
C'
W.
Z
cyJE0 -091373
�ROFES S 10 ..
WestShore Design Engineers B.100:Great Oaks Blvd. I Suite 115 V Albany,NY 12203 15181.3131.7153
SNOW LOADING ANALYSIS
Per ASCE 7-10 Code for Buildings with Flat or Low Slope Roofs(<=5 deg.or 1 in./ft.)
for Balanced Snow,Drift,and Rain-on-Snow Surcharge Loadings
Job Name: . FREEDOM BOAT.CLUB. - Subject;
Job No`. 120080855 - - Originator' IRE',. I Checker. TNN
Input Data:
Building Risk Category= II Table 1.5-1,page 2
Ground Snow Load,.pg'= 60.00 psf. Figure 7-1,pages.34-35 and Table 7-1;page 30
Length of High Roof;Lu-= 5.00..' -ft. Length of Roof Upwind of-the Snow Drift
Length of.Low Roof,L.L= 20:00 ft.— Length of Roof Downwind of the Snow Drift
ii.Dist.from.Eave10 Ridge,W= 17.50 ft. Horizontal Distance from EaVe to Ridge
Type of Roof= Monoslope, Type of Roof=Monoslope,Gable,or Hip
-Obstruction Height,ho= 23.00 ft.. High Roof-Low Roof Elevations
Roof Slope;.S= 1.05 in.& S=Rise per foot of Run
Exposure.Factor,Ce= 1.00 Table 7-2,page 30
Thermal-Factor,Ct= 1.20 Table 7-3,page 30
Results
Roof Angle,9= 5.0006. deg: 9.=ATAN(S/12).
Importance Factor,Is.= 1.00 Table 1.5-2,page 5
Snow Density;y= 21.80 _ pcf 7 0:13*p9+14<=30 (Eqn:7.7-1,-page 33)-
Flat:Roof Snow Load,pf= 50.40. psf pf=0.7'Ce*Ct*is*pg (Eqn.7.3-1,page 29)
*Min.Roof Snow Load, pm= ..20.00 psf _ pm=,pg*:Is for pg<=20 pm=20*Is,for pg>.20
Balanced.Snow Load Ht.,hli= 2.31 : . ft:_. hb=pf(use)/y..(Section 7.1,page 29).
Clear Height,he,= 20.69,: .fi. he=ho'hb>=0 (Section 7.1,page 29)
Leeward.Drift Height;hdL= 2.14 :. ft: hdL 0.43*Lu"1/3*(0g+10)^1%4-1.5; with Lu>=25' (Figure 7-9)
Windward Drift Height,_hdw= .1:60 ft. hdw=0.75*.(0.43*LL^1/3*(pg+1o)^1/4-1.5), with LL>=25'
Mai.Drift Height,hd(max):= 2.14 . ft.. : hd(mm)=maximum of:(hdL or hdw)
Ratio,he/hb= .8495 If he/hb>=,0:2,then snow drifts"are required to-be'aoplied'. .
Drift_Length;_w= 8.55 ft. If hd(max)<=hc:w=4*hd(max), if hd(max)>hc:w=4*hd(mak)^2/hc
Design Drift Height,hd-'= .2.14 ft.- . If hd(max)<=-he: hd=hd(max), if hd(max)>Fic`. hd=he-
Drift.Length;w(max)= 165.50' ft. W(max)<=8*hc
Drift Length,w(use)= 8:55 ft. w(use)=minimum of: W or w(m*)
Wt.of Drift at High End,pd= 46.58 psf pd=hd*7 (rnaximum value)
Wt.of Drift at Low End,pde= 0.00 psf pde=0,as*,Low Roof Length(LL)>=w(rnax)
..Rain=on-Snow Surch.,prs= 0:00 psf Ors=,5:0 psf when 0'-<pg<=20 and A'<W/50) (Sect.7.10) .
Balanced SnoW Load,pf(bal)_ 50.40• . pst pf(bal)=pf+prs
**Total Snow.Load,p(totai) 96.98 psf p(total).=pf(bal)+pd .
*Note:Minimum flat roof snow
load,pin,:need not be used in
combination with.snow-drift.
Wind
Lu=5'
(Length of High,Roof)
Pd=46:58 psf.
Surcharge Load
he=20.6 ' -Due to Drifting
hd. 2.14'
ho= ' Rain-on-Snow Surch.
hb 2.31' pf=50.4.psf
Balanced Snow Load
**Note:Rain=on'snowswcharge w use=8.55' drift
need not be combined with LL=20'
snow drift for total.load. (Length of Low Roof)
Conficiuration.of Snow Drift on Lower Roof
Y
Title Block Line I Project Title: Freedom Boat Club
You can`change this area Engineer:
using the"Settngs"menu item Project ID:. -
and then using the"Printing Project Descr:
Title.Block"-selection.
.Title Block Line 6 Printed: 1 APR 2021, 5:12PM
WOOf� BeamFI e:Freedom oat C u .ec6
Software copyright ENERCALC,INC.1983-2020,6uild:12.20.824.
KW-06012910 WestShore Design Engineers,P.C.
DESCRIPTION: Existing'3x12(Max Loading Condition):-Off Season .-
CODE REFERENCES
Calculations per NDS 2012, IBC 2012,CBC 2013;ASCE 7-10
Load Combination.-Set: IBC 2018 -
.Material Properties` . .
Analysis Method: Allowable Stress Design Fb+. I;500.0 psi E:.Modulus of Elasticity .:
Load Combination IBC 2018 Fb 1-500..0 psi Ebend-.xx 1,600.04si
Fc.-Pril : -1,650:0.psi Eminbend=xx 580.0 ksi
Wood Species Southem.Pine- -Fc;Perp 565.0 psi
Wood Grade :N6.1: 2"-4"Thick:2' Wide Fv 175.0 psi
Ft T 000.0 psi Density 34.330 pcf. _
Beam Bracing : Beam is Fully Braced against.lateral-torsional buckling Repetitive Member Stress Increase
S(0.06251)
3.0.X 12.0
Span 22.56 k.
Applied Loads.. . a applied fo. Service loads entered.Load Factors_will b �r calculations.
Beam self weight calculated and added to oads
Uniform Load; D,=Ob20, L=Oko; S=0.05040 ksf,:Tributary Width=1.330 ft,(Patio..Deck(off season)) .
Uniform Load: S=0.0470 ksf, Tributary.Width=:1.330 ft,(Drift Load).
DESIGN.SUMMARY OR
Maximum Bending Stress Ratio. , = 0:876 1 Maximum Shear Stress Ratio _ 0.350 1
Section used for this span 3.0 X..12.0. .Section used for this span - 3.0 X 12.0
fb:Actual = 11737.33psi fv:Actual = 70.45 psi
Fb:Allowable _ 1,983.75psi . . Fv::Allowable . = 201.25 psi'
Load Combination +D+S - -. : Load Combination'. +D+S.
Locationof maximum on span = 11:250ft Location of maximum on span_ _ 21:515ft
Span#where'maximum occurs = Span 4-1 Span#where maximum occurs ..Span#1:
Maximum Deflection
Maz Downward Transient Deflection 1:087 in Ratio= 248>=236'
Max Upward Transient Deflection: . :0.000:In Ratio- ..0<236
Mai Downward:Total Deflection -_1:382 in Ratio=. 195>=180
Max'Upward Total Deflection 0.000 in. Ratio=' 0<180
Maximum Force s:&Stresses foc Load Combinations . ..Load Combi nation
- MaxMaxSGessRatios -Moment Values Shear Values..'
�-
Segment Length- Span#. :M` V-'. - .C d C.FN C i .•Cr C m .C t C L M fb. Fb, V IV FV
D Only 6.60 0.00 0.60 0.00
Length=22.50 ft 1. -0.239 = 0.096 0:90 1.000 .1.00 ,1.15 1.00 . .1:00 . -1.00- 2.23 .371.07 :1552.50 0.36 .15.05 157.60
+D+L: :. 1.000 1.00 1.15 1.00 1:00 -1.00 0.00 0.00 0:00 - 0.00
Length:=22.50 ft -1 0,378 0,151 1:00 1.000 1,00'- 1.1.5 1.00 1:00 1..OQ -3:91 651,61 1725.00 0.63 26.42. 175.0.0 .
+D+S• - 1:000 .1.00 1.15 : :1.00 1.00 1.00. -0.00 0.00 0.00 0.00
Length=2.2.50 ft' 1- 0.876 0.350' 1.15 1.000. 1.00 1.1.5 1.00 1:00 1.00 10.42 1,737.33 1983.75 1.69 70.45 201.25
+D+6150L- : 1.000 1.00 1:15 1.00 1:00 1.011 0:00 0.00 0.00 0.00
Length=22.50 ft 1 . 0270 0.108 1.25 1.000 1,00 1.15 1.00 1.00' 1.60 . 3.49 581.48 2156.25 0.57 23.58 218:75
+D+0.750L+0.750S 1.000 1.00 1.15 :1.00 1.00 .1.00 - 0.00 0.00 0:00 0.00
Length=22.50 ft 1 0;810 0.324 1:15 .1.000 .. 1.00 1,15.- 1.00.. 1:00 1.00 9.64 106.17 1983.75 1.66 65.13 201.25
+0.60D 1.000 1.00- 1.15 1.00 1.00, 1.00_ 0.00 0.00 0.00 0.00
Length=22.50 ft 1 0.081 0.032 . 1:60 1:000 1.00 1.15 1.00 1:00. 1.00 1.34 ` 222.64 2760.00 . 6.22 9.03 280.00 .
Title Block Line 1 Project Title: Freedom Boat Club
You can change this aiea:. Engineer: `
using the"Settings"menu item Project ID:
and then using the"Printing& - . Project Descr:
Title Block"selection.
Title Block Line 6 Printed:A-aPR 20?1, 5:12PIvl
Wood Bea_llr..
Fie:Freedom oat C u .ec6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.824.
DESCRIPTION: Existing 3ic12(Max Loading Condition)=Qff-Season
Overall Maximum Deflections
Load Combination Span Max:='.Deft Location in'Span Load Combination Max."+"..Deft Location in Span'
+D#S 1 1.3823 11.332 0.0000 0.000
Vertical Reactlohs Support notation:Far left is#1 Values in KIPS
Load Combination •Support'l Support
Overall MAXimum 1.853 1:853 .
Overall MINimum_ 1.457 IA57
D_Only 0.396: 0.396
+D+L 0.695 0.695
+D+S 1.853 1.853
+0+0.7501- 0.620' 0.620
#D+0.750L+0.750S 1.713 1.713
#O.60D 0.23T 0:237
L Only 0.299 0.299
S Only I-AN 1.457
11
U.
i
L
E
MEMBER��x .. -
2,14 435 W 8,19. . 11.04 WI. .15.44 9,66 . 19,87 2,09
I_Holy.10+t I+D+51+6+ 8011114 756t+6.I565 14.66D
Title Block Line.1 Project Title:. Freedom Boat Club
You cari change this area. Engirieer:
using the"Settings"menu item Project ID:
and then using the"Printing&. Project Descr:
Title Block"selection.
Title Block Line 6 Printed:,1 APR 2021, 5:12PM.
Wood Beam
. . - : .
File:Freedom oat C u ec6
Sotlxiare'capyright ENERCALC,INC.1983-2020,BuiId:12.20.8.24,.
DESCRIPTION: Existing 3x12(Max Loading Condition)-Off Season
MEMBER...
L .
:2,14 4�35 6,91' : : 8.79 fin •1122: 1SA4 17* : IN : 09 ..
Di�karrie(�)
fl)Ocly 1+D+L 1+D+S 1+D+175DL 1.047S6L+DJSDS.1+6,66D
MEMBER- �
•114 .. "
-2.14 4135- 657 BJ9 11�00 13.K S.44: .17.9 '19.87 22.H
LD4sly.1+D+1'1+D+S 1.+D+17SH I+D+DJSDL+D.7SDS 1-466D 1 LOnly 1 S4n.ly
WestShore Design Engineers,P.CProject Title:
100 Great Oaks Blvd. Engineer:
Suite 115 Project ID:
Albany,NY12203 Project Descr:
Be WOOCI a n
Fie:Freedom oat C u .ec6
Software copyrigtit ENERCALC,INC.198340.20,Build:12.20.8.24:-
0.0 i WestShore Design
DESCRIPTION: Deck:Existing 3x12 during operating months(summer)
CODE REFERENCES
Calculations per NDS 2012, IBC.2012, CBC 20131-ASCE 7-10
Load Combination Set: IBC 2618
Material Properties
Analysis Method: Allowable Stress Design Fb+ 1,500.0 psi E.'Modulus of Elasticity
Load Combination!BC 2018 Fb 11500.0psi Ebend-xx 1,600.Oksi
Fc-Prll. 9,650.0 psi Eminbend-xx 580.o ksi
Wood Species : Southern Pine Fc-Perp .565.0 psi
Wood Grade :No.1: 2".4"Thick:21'=4"Wide Fv 175.0 psi
Ft 1,000.0.psi Density 34.330 pcf
Beam Bracing : Beam.is Fully Braced against lateral-torsional.buckiing Repetitive Member Stress Increase
3,0 X 12.0
Span=24.0 ft .
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and,added to loads:
Uniform Load: D=0.020, L=0.6750 ksf, Tributary Width=1-330 ft,(Patio Deck)
DESIGN SUMMARY •
Maximum.Bending Stress Ratio = 0.939 1 Maximum Shear Stress Ratio = 0.355 1
Section used for this span 3.0 X 12.0 Section used for this span 3.0 X 12.0
fb:Actual = 1,619:19psi N:Actual _ 62.05 psi . .
Fb:Allowable 1,725.000si FV:Allowable _ 175.00 psi
Load.Combination +D+L . Load Combination +D+L
Location of maximum on span. _ .12.000ft, Location of maximum on span . . - . _ 0.000 ft
Span#wher'e maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Maio Downward Transient Deflection. 1.084 in Ratio= 265>=240
Max Upward Transient Deflection 0:000 in Ratio= 0<240
Max Downward Total Deflection 1.466 in Ratio_=. 196>=180 .
Max Upward Total Deflection 0.000 In Ratio= 0<180
Maximum Forces &Stresses.for Load Combinations .
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length. Span# M V C d. C FAy . Cl Cr C m. C t C.L M fb- Pb V fv Fv
DOnly: 0.00 :0,00 0.00 0.00
Length=24.0 ft 1 0.272 0.103 0.90 1.000 1.00 1.15 1.00 1:00 1.00' 2.53 422.19 1552.50 0.39 16.18 157:50.
+D+L 1.000 1.00 1.15 1.00 1:00 1.00 0.00 6.00 0:06 ..0.60
Length=24.0 ft 1 0.939 0.35.5 1.00 1.000 1.00 1.15 1.00 1.00 1.06 9.72 1,619.19 1725.00 1.49 62.05 175.00
+D+0:750L 1.000 1.00 1.1.5 1.00 1:00 1.00 0.00 0:00 0.00 0.0.0
Length_=24.0 ft 1 ' 0.612 0.231 1.25 1.0-00 1.00 1.15 1.00 1.00 1.00 7.92 1,31.9.94 . 2156.25 1.21 50.58 218.75
+0.60D. 1.000 I'm 1.16 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length.=24.0 ft 1 0:092 0.035 1.60 1.000 1.00 1 A 5 1.00 1:00 1.00 1.62 253.31 2760.00 0.23 9.71 280.00
Overall Maximum Deflections .
Load Combination Span Max.'="Defl Location in Span Load Combination Max."+"Defl- Location in Span
+D+L 1 1 A658 12.088 0.0000 0.000
. WestShore Design Engineers,RC
Project Title: .
' 100,Great0aks;Blvd. Engiireer:.
Suite 115 Project:ID:
Albany,NY 12203 Project Descr:
Wood Beam
Fie:Freedom oat C u ec6
Sofiware*copyright ENERCALC,INC.1993-2020,Build:12.20.8.24
KW-06012910 WestShore Design Engineers,P.C.
DESCRIPTION: Deck:Existing 3x12 during operating months(summer).
Vertical Reactions . Suppbit notau Values io KIPS
bo:Far left is#1
Load Combination. : Support 1 . 'Support.2 '
Overall MAXimum 1.619 1.619
Overall MlNimum 1:.197' AN.
D Only 0.422 0.422
+D+L 1.619 1.619
+D40.7501:.: 1.320 • 1:320 "
+0.60D: 0.253 0.253
L Only" 1.197 1.197
'L ..
c_
.G
-7�8 4,64 1.01 93l 11J4 14;11) 16A7 18�83 t1a0
Ill Hill I+D+A+D#0,156L 1+02D
WestShore.Design Engineers,P.Cproject Title:
100 Great Oaks Blvd. Engineer: '
Suite 115 Project ID:
Albany,NY 12203 Project Descr`
Wood Beam - i e:Freedom Boat C u .ec6
Soflware.copoght.ENERCALC,INC.1983-2020,Build 12.20.8.24
KW-06012910 WestShore Design Engineers,P.C.
DESCRIPTION: Deck:Existing 3x12 during operating months(summer),
1J
MZ
0,$
r
~� MEMBER•��� . . . . .. . . . .
m
N
2128 4,64 7,01 937 11.74 1410 16,47 18,83 21.20 2319
Ntke(ft�
1 DOnly.1+D+1140.75 1.1+6.66D
MEMBER-*-�
•0,4 . Ore-f
OJ
,L
Iu
0
•1,1
1S
2,28 4,64 7,01 937 11,74 14,10 1647 18,83 21,20 B96
Ntaril!60)
1 DOoly 1+D+t 1 0475D11.+6.6661[Only
Title Block Line 1 Project Title: Freedom Boat Club
You can'.change this area. • Engineer:
using the"Settings".menu item Project ID:
and then using the"Printing&. Project Descr:
Title.Block"selection.
Title Block Line 6 . . Printed:.1 APR 2021,. 5:17PM
..
• . • '� File:Freedom oat u .e
WoodBeam
. . .. '. . '• � . . $ottware copyright ENERCALC,.INC.19e3-2020,BuiId;1220.8.24.
KW-0601291 0 WestShore Design Engineers,P;C.Existing 3x12 wl 2x12.Sister(Max Span Condition)'Conservative Design Loads
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013;ASCE 7-10
Load Combination..Set:-IBC 2018
Material.Properties
Analysis Methbd Allowable Stress Design =Fb+ 1:500.0 psi. E.Modulus of Elasticity
Load Combination iBC 2018 Fb-.. 1',500.0 psi Ebend-.xx: 1,600.Oksi
Fc.-.Pdl. 1,650:0 psi Eminbend=ix 58.0.0ksi
Wood Species :Southern-Pine. .. Fc=Perp 565.0 psi
.Wood Grade :No.1: 2"-4"Thick:2"-4"Wide 175.0 psi Fv
Ft 11000.0 psi Density . . 34.330.pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
S(0.06251)
4.50 X 12.0
Span=24.0 it
Applied LdadS - Service loads•entered.Load Factors will be applied.for calculations.
Beam self weight calculated and added to loads
Uniform Load--..D`0.020, L=0.0750,.S=0.05040.ksf, Tributary Width=1.330 ft,(Patio Deck)
Uniform Load: S=0.0470 ksf, Tributary Width'"1.330 ft,(Drift Load)
DESIGN.SUMMARY •
Maximum Bending Stress Ratio = 0:853 1 Maximum Shear Stress Ratio = 0.322.: 1
Section used forthis span .4.50 X.12.0 Section used for this span_ 4.50 X 12.0 .
fb:Actual = 1,69'f.54psi fy:Actual = 64.82 psi
Fb-Allowable _ 1,983.75psi , Fy:.'Allowable . = 201.25 psi'
Load Combination +D+0.750L+0.750S Load Combination . +D+o.75oL+0.750S
Location of maximum on span = q 12.000ft Location of maximum on span _ 0:000 ft.
Span#where•maxii um occurs = Span#:1 Span#where maximum occurs ..Span#1.
Maximum Deflection -
IMak Downward Transient Deflection 0:938 in Ratio= 306>=240
Max Upward Transient Deflection 0.000 In Ratio= :0<240
Max Downward Total Deflection 1.531.In Ratio= 188>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Maximum Forces:&'Stresses for Load Combinations
Load Combination Max Suess Ratios Moment Values Shear Values..'
Segment Length Span# -:M. V. Cd C:FN . C i ..C r m C C t .C L M. lb. _. Pb. V. 1y. F;v
D Only " - 0.00 0.00 -0.60 0.00
-Length_=,24.0 ft. 1 0.203 0.077 0.90 1.000 1.00 1.15 . 1,.00 1 a 1.00, 2.84 315.79. 1-552.50 6.44 :12:10 157.5.0
+D+L 1.000- 1.00 1.15 1.00 1.00 1.00 0.00 .0.00 0:00 0.00
Length=24.0 ft 1 0.646 0.244 1:00 1.000 1.00 1.15 1.00 1:00 1.00. 10.02 1,113.79 1725.00 1:54 42.68. . 175.00
+D+S 11:000 1.00 1.15 1.00 1.00 1.00 0.00 0.00*'. 0:00 '0.00
Length=24.0 ft 1 0.682 6.257 1.15 1.000 1.00 1.15 1.00 1,00 1.00 12.17 1,352.13 1983.75 1.87 51.82 201.25
+D+6.750L 1.000 1.00 1:15• 1.00 1:00 1.00 0:00 0.00 0.00 0.00
Length'=24.0 ft. 1 0424 0.160 1.25 1,000 1.00 1.15 1.00 1.00 1.00 8.23 914.29 2156.25 1.26. 35.04 218:75
+D+0.750L+0.750S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0:00. 0.00
..Length=24.0 ft 1 03M 0.322 1:15 .1.000 1.00. 1,15. 1.00 1:00 1.00 15.22 1,6R1.54 1983.75 2.33 64.92 201.25
0D
+0.6 1.000 1.00 1.15 1.00 1.00 1.00 6.00 0.00 0.00 0.00
Length=24.0 ft 1 0.069 0.026 1.60. 1:000 1.00 1.15 1.00 1.00 1.00 1.71 189.47 2760.66 0.26 7:26 280.00
Title Block Line 1 Project Title: Freedom Boat Club
You.can change this,area Engineer:
using the"Settings".menu item Project ID:
and then using ttie"Printing& Project Descr`
Title.Biock"selection.
Title Block Line'6 : Printed: 1 APR 2021, 5:170M
Fie:Freedom,Boat Club.ec6
Wood Beam'
:..
. . _• Sofhvare.copyright ENERCALC,INC.1983-2020,Bui1d:12.20.8.24.
0.0
DESCRIPTION: Existing Ul2 w/2x12 Sister(Max Span Condition)_Conservative Design Loads
Overall.Maximum Deflections .
Load Combination Span Max:="Detl Location in Span . Load Combination Max."+"Dett _ Location in.Span
+D+0.750L4-0.750S 1 1.5313 12.088 0.0000- 0.000
Vertical ReactlOhs Support notation:Far left is#1 Values in KIPS
Load Combination Support l Support
Overall MAXimum 2.537 .2.537"
Overall MlNimum 1.555 1.555 „
D:Only 0.474 0.474
+D+L 1.671 1.671
+D+S 2.028 2.028
+1)+0. 50L 1'.371 1.371
+D+0.750L+0.750,S 2.537 2.537.
+0.66D 0.284. '0.284
L Only 1.197-- 1.197
S Only. 1.555 1.555
12 :.
U.
C
4i
0 .
� 4
MEMBERw .
...
228 464 7,Ili 9.37 1174 14,111 16.,47 18,83 71,24 23,56
distance(ft)
Holy 14D+1 l N5.1 0+01S6l 1441S01.4,7565 146,66D
Title Block Line 1 Project Title: Freedom Boat Club
You can'change this area; Engineer:.
using the"Settings"menu item Project'ID:
and then using the"Printing& Project.Descr:
Title.l3lock selection.
Title Block Line 6 Printed:,1 APR 2021, 5.:17PM
WoodBeam -Ile
: ree om Boat Club
Software copyright ENERCALC,.INC.1983-2020,Build:12.20.824
KW-06012910 WestShore'Design Engineers,P.C.
DESCRIPTION: Existing 3x12 w/2x12 Sister(Max Span Condition)._Conservative Design Loads
2,6
MEMER-> .
VI -
2a8 A.64 ),01 937 1174 1440 16.41. ... 18183 2120 : 23.9
'
Nkarlte(ft)
I DOnly 1+6+114M I+D+6.I5DL I+D+d,ISOL4.70S.I+D;66D
MEMBER;->�
4.4
U.' .
.1t
2,28 4,64 7,01 937 1114 14,10 16,47 18.83 214 356
I.DOdy III+D+L'1+D+S t0d.7561.I'+D+0,ISDL+6,7SOS I+D,6DD 1[Only 1 SOnly
WestShore.Design Engineers,P.4project Title:. Freedom Boat Club
100 Great Oaks Blvd. Engineer:
Suite 115 Project ID:
Albany',NY 12203 Project Descr:
Wood Bealm =
File:Freedom oat Club.ec6
Software.copyright.ENERCALC,INC.1983 2020,BuiId:12.20.824
i.i Design Engineers,P.C.
DESCRIPTION: Attic Header(above'-toilet rooms)line 4.5.
CODE REFERENCES
Calculations per NDS 2012,_IBC 2012,CBC 2013;ASCE 7-10
Load Combination Set:ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design" Fb+ 875.0 psi E:Modulus of Elasticit)i
toad Combination ASCE 7-16 Fb; . 875.0 psi Rend-xx' - `1,400.0 ksi .
F-c-PrII -11150.0 psi Eininbend=xx 510.0 ksi
Wood Species : Spruce-Pine-Fir. Fc-Perp 425.0 psi
Wood Grade :No.'1/No:2 Fv. 135.0 psi
Ft 4500.psi Density 26.2 20pcf:
Beam Bracing Beam.is Fully Braced"against lateral-torsional'buckling
D(o.12)L(0:4)
3-2x12
Span 9.250 ft
Applied_Loads. Service loads entered.Load Factors,will be applied for calculations:
Beam self weight calculated and added to loads
Uniform Load D=0.0150; L=0.050 ksf, Tributary.Width=8.0 ft,(Attic).
DESIGN.SUMMARY •
Maximum.Bending Stress Ratio = .0:818 1 Maximum Shear Stress Ratio. = 0.431.:: 1
Section used,for this span 34x12 Section used for this span 3-2x12
fb:Actual 715.550si, -fV:Actual 58.23 psi . .
Fb:Allowable 875.00psi Fv:Allowable _ 135.00 psi
Load Combination .' 41)+L Load Combination +D+L -
Loc ii.on of maximum on span. _ 4.625ft Location of Maximum on span . _ 8.339 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs _ Span#1
Maximum Deflection-
Max.Downward Transient Deflection - 0.089 in-Ratio=. 1252>=360. '
Max Upward Transient Deflection 0:000 in Ratio 0 Q60
Max Downward Total Deflection; 0.117 in Ratio= 946>=240
Max Upward Total Deflection. . 0.000,in Ratio= 0<240
Maximum Forces &Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values.
Segment Length Span# - M.. V Cd C FN . C i Cr- C-m. C t .0 L M th F'b V fir. F'v- .
D Only 0.00 0.00 0.00; 0.00.
Length=9:250 ft 1 0:222 0.117 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.38 174.72 787.50 0.48 14.22- 121:50.
+D+L. 1.000 .1.00 1.00 1.00 .1.00 .1.00 0.00 0.00 0:00 0.00
Length=9.256It 1 0.818 0.43.1 1.00 1.000 1.00 1.00 1.00 1:00 1.00 5:66 715.55 875.00 1.97 58:23 135.00
+D4750L 1.000 1.00 1.00 1.00 .1:00 1.00, 0.00 0:00 0.00 0.00
Length=9.250 ft. 1 0.531 . 0..280 1.25 1:000 i m i m 1.00 1:00 1.004.5 580.35' 1093.75 1.59 47:23 168.75
+6.60D; 1.000 11.00 1.00• 1.00 1.00 1.00 0.00 0.00 ''0.00 -0.00
'Length=9.250 ft 1� 0.075 0.039 1.60 1.000 1.00 1.00 1.00' 1,00 1.00 0.83 104.8.3. 1400.00 0.29 8.53 216.00
Overall Maximum Deflections
Load Combination Span Max:""Defi location in Span Load Combination Max."+.^Dell Location in.Span
+D#L 1- 0.1173 4.659 0.0000 0.000-
• r
WestShore,Design Engineers,.P:Q7roject Title:: Freedom Boat Club
100 Great Oaks BIVd. Engineer: -
Suite 115 Project;ID:
F j
Albany,NY 12203 ro ect Descr:
. -
- - File:Freedom Boat Clu .ec6
Wood Beam
- •. : , - .• ' •'-. .�•`-Software copyright ENERCALC,:INC.1983-2020,BuiId;12.20.8.24
KW-06012910 WestShore Design Engineers,P.C.
DESCRIPTION: Attic Hoader(above'toilet rooms)line 4:5;
-
Wetical Reactions : support notation:Far left is#1 . Values in KIPS
Load Combination : Support 1: 'Support 2
Overall MAXimum 2.448. .2.448
Overall-MINimum 't850 1,.850.
D Only 0.598 0.598:"..
2.448' 2.448 '
*5+0J50C : :.1.985- ". 1:985
+0:60D:. 0.359:. 0.359..
L Only, 1.850 1.650
43.'.
Flo
U.
c
0. .
..
4,88 1J9. 2J0 . . 3,61. • . 452 - - - 5,44 _635 • � .� :. •)fib 8,17 10=
1 DNy 1+D+L 11114 .)S01 I+6RD
WestShore'Design Engineers,P.47roject Title:. Freedom Boat Club
100 Great Oaks Blvd. Engineer:. - '
Suite 116. Protect ID: .
Albany,NY 12203 Project Descr. -
Wood-Bea_ m
Fie: reedom Boat Club.ec6
Software:copyright,ENERCALC,INC.1983-2020,Build_12.20.8.24
KW-06012910 WestShore Design Engineers,P.C.
DESCRIPTION: Attic Header.(above toiletYtioms)line 4.5
.23
12
MEMBER��>
0,88 1J9. 2J0 3,61 452 5.44 635 Is 8.0 9,08
Di�karfie(fk)
1 D4aly 1+D+L I+D+6
. . •1.SDI 1+6:666
MRER� >
c 006
Y.
�0,09
0.88 1,71 2,70 3.61 452 5.44 635 7,26 8,11 9.08
1 D4�ly 1+D+I 1+D+D,)5611+6;iiD61 l4flly
Title Block Line 1 Project Title: Freedom Boat Club
You can'change this ate'; Engineer:
using the"Settings"menu item Project ID: .
and then using the"Printing& Project Descr:
Title.Block"selection.
Title Block Line 6 . . Printed::1-APR 2021, 6:08PM
Wood Colu mn' ; " File:Freedom Beat C u .ec6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24_
rr-
DESCRIPTION: Elevator Lift
Code References
Calculations per 2012 NDS,:IBC 2012,CBC.201.a,_ASCE 7-10
Load'Combinations,Used :ASCE 7-1.6
General Information-.:
Analysis Method:' . 'Allowable Stress'Design. -Wood Section Name 2-2x4
End Fixities Top.•&Bottom Pinned Wood Gra.di.nol fiuf. Graded Lumber
Overall Column Height. 1,3 ft Wood Member Type -Sawn
(Used for nori-slender calculetioris.) Exact Width 3.0 in Allow SOeSS Modification Factors
Wood Species Spruce-Pine=Fir Exact Depth 50 in Cf orCv.for Bending 1.50_
Wood Grade No: :1/No.2
• . Area 0:50 inn2 CforCv for Comore ssion 1.150
135Fb •875 psi- Fv psi
I g.in^.4• Cf or Cv for Tension- 1.50
Fb- '.- : 875 psi Ft 450..psi 5 ic�q Cm:Wet Use Factor 1:0
x 10.71
Fc-.PHI 1150 si D'ensi 26.22 P of
p P Ct:Temperature Factor 1:0
Fc-Pe
ly.. 7:87.
rP 425 psi' Cfu:Flat Use Factor 1.0
E-.Modulus of Elasticity_.:: - ;x-x Bending :y-y Bending' : Axial Kf:Built up columns -1.0.NPS 15.3.2
Basic_ . - 1400 1400. 1400 ksi Use:Cr:.Repetitive?- No
Minimum'- 510 510 .
Brace condition fof deflection(buckling)along columns
X X,(Width)axis! -Lu for truckling ABOUT Y-Y Axis t 4 ft,8 ft,K 1.0
Y-Y'(depth)axis Fully braced against buckling ABOUT X=X Axis.
Applied Loads Service loads entered.Load Factors.will be applied for calculations:
Column self weight included.:24.854 Ibs_ Dead Factor
AXIAL LOADS.,;.
Floor.Ledger:Axial Load at.13.0 ft,D=.0,0650,L=0.1580 k'.
.BENDING LOADS-..'. ;
Lat..Point Load at 6.50:ft creating Mx4,L=0.1050 k _
.DkW N.'SUMMARY'
:Bending.&Shear:Cheick Resuits
PASS Max.Axial+Bending Stress Ratio = 0.5085:.1 Maximum SERVICE Lateral Load Reactions
Load Combination , +p+L Top along Y-Y 0:05250 k. Bottorri along Y Y: . 0.05250 k
Governing NDS Fonimlal 1 Comp-+MmY NDS.Eq:3:9-3 Top along XA 0:0 k Bottom along X-X 6;0 k
Location of max.above:fiase 6:456 ft -
:.. _
Maximum;SERVICE Load Lateral Deflections;...
At maximum location values are
Along Y Y 0.5590:in ' at 6.544.it above base .
Applied Axial : 0.2479 k for load combination::+D+L.
Applied Mx : ' . : 0.3390 k=ft
Applied My. . 0.0 k=ft
Along X-X. 0 0 in at 0'0 ft above'base
Fc:Allowable 1,004.14 psi
for load.combination:"nla
Other Factors used to calculate allowable stresses.'..
PASS Maximum Shear Stress Ratio=. 0A5556.:1 Bendin 'Compression . Tension
Load Combination
Location of max:above base_- . 6:456 ft
Applied Design'Shear: . 7.50 psi
Allowable Shear 135.0 psi
Load Combination Results
. . Ma
ximum um..Axial+Bending Stress Ratios. Maximum Shear Ratios
Load'Combiratio.n. C
D. C p _ Stress Ratio Status Location Stress Ratio Status -Location.
D Only 0.900 0.645 0.01114 PASS 8.1,14ft OJO PASS -13.0 ft
+D+L 1.000 0:759_ 0.5085 PASS. 6:456 ft' 0.05556 PASS 6.456 ft
+p+0:750L 1.250 0.688 0.3064 PASS 6.456 ft 0.03333 PASS 13.0 ft
t0.60D` 1.600 0.430. 0:005639 PASS 8:114 ft 0.0 PASS 13.0 ft
Maximum Reactions Note:_Only non-zero reactions are listed.
X-X Axis Reaction- k Y-Y Axis Reaction "Axial Reaction My-End Moments k-ft Mx:End Moments
Load Combination @ Base @ Top @ Base .@ Top @ Base @Base @ Top @ Base @ Top
D Only 0.090.
Title Block Line 1 . Project Title: Freedom Boat Club
You can change this area Engineer:
using the"Settings"menu item Project ID:
and then using the"Printing 8r Project Descr`.
Title Block"selection.
Title Block Line 6 Printed: 1 APR 2021, 6:080M
File:Freedom Boat Club.ecI3
J.wo'-od-.Column: : .
Software copyrightENERCALC,INC 1983 2020,Bud 2 20.8 4
KW-0601291 1 WestShore Design Engineers,P.C.
DESCRIPTION: Elevator Lift
Maximum Reactions Note:Only non-zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction_ ;My-End'Moments k=ft - Mx-End Moments
Load Combination @ Base- @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
+D+L 0.053 -0.053 0.248
+D+0.750L' 0:_039 0.039 0.208
+0.60D 0.054
L Only 0.053 0.053 .6.158
Maximum Deflections for Load Combinations
Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection - Distance
D Only ' 0.0000 in 0.000 ft 0.0000 in 0.000 ft'
+D+L 0.0600 in 0.000 ft 0.5590 in .: 6.544 ft
+D+0:750L 0.0000 in 0.000 ft 0:4192 in 6.544 ft
+0.606- 0.0000 in 0.000• ft 0.0000 in 0.000 ft
L Only 0.0000 in 0.000 ft 0.5590 in 6.544'. ft
Sketches
. .. . . -. . .. . - .• •: Load 1 - - • . . .. . .
iYi.
0.11R-LZ
:. 3:0 in.
Tide Block Line 1 Project Title: Freedom Boat Club
You can change this area Engineer:
using'the."Settings"menu item Project ID:
and then using the"Printing-& Project Descr:
Title.Block selection.
Tlfle Block Line 6 Printed: 1 APR 2021, 521 PM.
Steed BeamINC.
i e:Freedom Boat C ub.ec6
Sofhvare copyright ENERCALC,INC.1963-2020,Build-.12.20.8.24
i.0
DESCRIPTION: Existing Steel Beam W12 w/W8x24 Low
CODE REFERENCES
Calculations per AISC 360-10,-IBC 2012,CBC 2013,ASCE 7-10
Load Combination.Set: IBC 2018
Material.Properties
Analysis Method': Allowable Strength Design Fy:Steel Yield: 36.0 ksi
Beam Bracing: Beam is Fully Braced.against lateral-torsional buckling E:Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
S 1.09651:0
4975)S(1.175832) D(0.47)L(2.35)S(0.987)
Exist W12x26 w/W8x24 Exist 12z26 w/W8x24
Span=17.625 ft Span=1.667�ft
Applied Loads Service loads entered.Load Factors will be applied for calculations:
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load: D=0.0.20, L=0.0750, S=0.05040 ksf, Tributary Width=23.330 ft,(Patio Deck)
Varying Uniform Load: S=0.0470->0,0 ksf,Extent=0.0->>8.650 ft, Trib Width=23.330 ft,(Snow Drift)
Load for Span Number 2
Uniform Load: D=0.020, L=0.10, S.=0.0420 ksf, Tributary Width=23.50 ft,(Patio Deck)-
DESIGN SUMMARY •
Maximum Bending Stress Ratio = 0.81.6: 1 Maximum Shear Stress Ratio= 0.452 1
Section used for this span Exist W12x26 w/W8x2 Section used for this span Exist W12x26 w/W8x2
Me:Applied 108.290 k-ft Va:Applied 26.598 k
Mn/Omega:Allowable 1.32.661 k;-ft Vn/Omega:Allowable 58.841 k
Load Combination. +D+0.750L+0.750S Load Combination +D+0.750L+0.750S
Location of maximum on span 8.531 ft Location of maximum on span 0.000 ft
$pan#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward Transient Deflection 0.196 in Ratio= 1,080>=360
Max Upward Transient Deflection -0.058 in Ratio'= 695 >=360
Max Downward Total Deflection 0.321 in Ratio= 659>=240.
Max Upward Total Deflection =0:094 in Ratio= 425>=240.
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx .Vnx/Omega
D Only
Dsgn.L= 17.63 ft 1 0.148 0.076 19.70 -0.72 19.70 221.54 132.66 1.00 1.00 4.59 98.26 58.84
Dsgn.L= 1.67 It 2 0.005 0.015 -0.72 0.72 221.54 132.66 1.00 1.00 0.87 98.26 58.84
+D+L
Dsgn.L= 17,63 ft 1 0.648 0.343 66.02 -3.99 86.02 221.54 132.66 1.00 1.00 20.20 98.26 5B.84
Dsgn.L= 1.67 ft 2 0:030 0.081 -3.99 3.99 221.54 13166 1.00 1.00 4.78 98.26 .58.84
+D+S
Dsgn.L= 17.63 ft 1 0.540 0.318 71.58 -2.09 71.58 221.54 132.66 1.00 1.00 18.73 98.26 58.84
Dsgn.L= 1.67 ft 2 0.016 6.043 -2.09 2.09 221.54 132.66 1.00 1.00 2.51 98.26 56.84
+D+0.750L
Dsgn.L=. 17.63 ft 1 0:523 0.277 69.44 -3.17 69.44 221.54 132.66 1.00 1.00 16.30 98.26 56.84
1s9n.L=. 1.67 ft 2 0.024 0:065 -3.17 3.17 221.54 132.66 1.00 1.00 3.80 98.26 58.84
+D+0.750LtO.750S
Dsgn..L= 17.63ft 1 0,816 0.452 108.29 -4.20 108.29 221M 132.66 1.60 1.00 26.60 98.26 58.84
Dsgn.L= 1.67 ft 2 0.032 0.086 -4.26 4.20 221.54 132.66 1.00 1.00 5.04 98.26 58.64
+0.60D
Title Block Line 1 Project Title: Freedom Boat Club
You can change this area Engineer:
using the"Settings"menu item Project ID:
and then using the"Printing 4 Project Descr
Title.Block".selection.
Title Block Line 6 Printed: 1 APR 2021, 6:31 PM
Steel Beam
Tile:Freedom Boat C u ec6
'Softwarempyright ENERCALC;INC.1983-2020,Build:12.20.8.24.
KW-06012910 WestShore Design
DESCRIPTION: Existing Steel Beam W12 w/W8x24-Low
Load Combination Max Stress Ratios Summary of Moment Values Summary of Sh0r,Values
Segment Length Span# M V Mmax+ Mmax Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Dsgn.L= 17.63 ft 1, 0.089 0.047 11.82 -0.43 11.82 221.54 132:66 '1.00 1.00 2.76 98.26 58.84
Dsgn.L= 1.67 ft 2 0.003 6.009 - -0.43 0.43 221:54 132.66 1.60 1.00 0.52 98.26 58.84
Overall Maximum Deflections
Load Combination. Span Max:"-"Detl Location in Span Load Combination Max.."+"Defl Location in Span
+D+0.750L+0.750S 1 0.3211 8.742 0.0000 0.000.
2 0.0000 8.742 +D+0.750L+6.750S -0.6941 1.667
Vertical Reactions Support notation:Far left is.#.1 Values in KIPS
Load Combination. Support 1 Support 2 Support 3
Overall MAXimutn 26.598 ' 29.735.. .
Overall MINimum' 2.7b7 3.276"
D Only 4.512 5.460
+D+L 19.746 24.983
+D+S A8.725 18.304 .
+D+0.750L 15.937 20.102
+D+0.750L+0.750S 26.598 29.735
+0.60D 2.107 3.276
L Only 16.234 19.522
S Only 14.214 12.843
Steel Section,Properties :, -Exist W12x26 w/W8x24,
Depth 20,130 in I xx = 654.00 in"4 J = 0.346 inA4
Web Thick = 0.245 in S xx 60.06 in"3 Cw = 259.00 in"6
Flange Width = 6.500 in R xx = 6.694 in
Flange Thick = 0.406 in Zx = t.848 in"3
Area _ 14.697 102 1 yy: = 35.617. 1n"4
Weight 50.600.plf S yy = 10.959 in"3 Wno = 12.200 in"2
Kdesign _ 0.794 in R yy. = 1.562 in Sim = 7.950104:
K1 = 0.563 in Zy = 16.711 in"3 Qf = 4.710-inA3
its = 1.820 in Qw = 11.300 in"3
Ycg = 3.965 in
110
L
i
v 53 r.
L .
C
E. I Az�_ _
0
24
MEMBER•-;s
4.
. 1,83 3,74 5.64 754 9,45. 1135 B 25 1516 VA 18,95
Dista (ft)
1 DOoly 1+D+11+D+S 1+D+DJSD[1+D+0,7S0L+0.7SDS 1 AM'
TO Block Line.1 Project Title: Freedom Boat Club
You can change ttiis area Engineer:
using the"Settings"menu item Project ID: . .
and then using ft"Printing& Project Descr:
Title.Block"selection.
Title Block Line 6 Printed::1 APR 2021,'5:31 PM
St@@l B@alll e:Freedom Boat C ub.ec6
. Software copyrigfit ENERCALC,INC.1983-2020,BuiId:12.20.8:24,.
i.0
DESCRIPTION: Existing-Steel Beam W12 uW/W8x24.Low -
14
MEMBER-�x .
•12
AR 3,14 5,64 : 754 9,45 . IDS 1325. MS.' VA 18.5
Narte(R)
Holy I+D:+L 1+D+S.1+D+D:7S6L I+D+D:JSDL+6JS651+6,661)
MEMBER.-
•033
1,83 3,74 5.64 7b4 9.45 1135 1125 15.16 17,06 19,16
. . • �starfi:e��)
1 NO I.+D+L 1+D+S:1+D+D,JSDL I+D+D,]SDL+DJSDS 1+6.661)1 LOnly I S4nly
Title Block Line 1 Project Title: .Freedom Boat Club
You can change this area Engineer:
using the"Settings"menu item Project ID:
and then using the"Printing& Project Descr`
Titie.Block"selection. . .
Title Block Line 6 . ?rimed: 1 APR 2021, 5:37PM
Steel Column File:Freedom oat C u .ec6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24
KW-06012910 WestShore Design Engineers,P.C.
DESCRIPTION: Exterior Deck Column
Code References
Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10
Load Combinations.Used IBC 2018
General Information
Steel Section Name: HSS6x6x3/8 Overall Column Height. - 15.ft
Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned.
Steel Stress Grade Brace condition for deflection(buckling)along columns:
X-X.width axis:
Fy:Steel veld 46.0 ksi (. ) .
E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=15 ft,K=.1.0
Y-Y(depth)axis
Unbraced Length for buckling ABOUT X-X Axis=15 ft,K=1.0
Applied.Loads Service loads entered.Load Factors will be applied for calculations.
Column self weight included:411.087 Ibs*Dead Load Factor
AXIAL LOADS...
Beam:Axial Load at 15.0 ft,D 5.460,L=19.522,S=14.214 k
BENDING LOADS...
Cat.,Uniform Load creating My-y,W_ _ 0.050'k/ft
DESIGN SUMMARY. .
Bending.&Shear Check Results
PASS' Max:Axial+Bending Stress Ratio._ .0.2426 :1 Maximum Load Reactions.. .
Load Combination +D+0.750L+0.750S+OA50W. Top along X-X . 0.3750 k
Location of max.above base 7.450 ft. Bottom along X-X 0.3750 k
At rhaximum location values are... Top:along Y-Y 0.0 k
Pa:Axial 31.173 k Bottom along Y-Y. _ 0:0 k
Pn/Omega:Allowable . 137.287 k
Ma-x:Applied 0.0 k-ft Maximum Load Deflections..'.
Mn-x/Omega:Allowable 36.267 k=ft Aiong Y-Y• 0.0 in at O.Oft above base
for load combination
Ma-y':Applied 0.6328 k-ft
Mn-y/Omega:Allowable 36.267 k-ft AI_ohg X=X o.b5026 in. at 7.550ft above.base
for load combination:W Only
PASS Maximum Shear Stress Ratio.= 0.003938 :1
Load Combination +D+0.601N
Location of max.above base 0.0 ft
At maximum location values:are.:.
W:Applied 0.2250 k
Vn/Omega:Allowable 57.137 k
Load.Combination Results .
Maximum Axial+Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio.'Status Location Cbx Cby. : KxLx/Rx KyLy/Ry Stress Ratio. Status . Location
D Only. O'.043 PASS 0.o0 ft 1.00 1.14 78.95 78.95 0.000 PASS 0.00 ft
+D+L 0.185 PASS 0.00 ft 1.00 1.14 78.95 78.95 0.000 PASS 0.00 ft
+D+S 0.146 PASS . 0.00 ft 1.00 1.14 78.95 78.95 0.000 PASS 0.00 ft
+D+0.750L 0.149 PASS 0.00 ft 1.00 1.14 78.95 78.95 0.000 PASS 0.00 ft
+D+0.750L+0.750S 0.227 PASS 0.00 ft 1.00 1.1.4 78.95 78.95 0.000. PASS 0.00 ft
+D+0.60W 0:045 PASS 7.55 ft 1.00 1.14 78.95 78.95 0.004 PASS O:OO ft
+D+0.750L+0.450W 0.149 PASS 0.00 ft 1.00 1.14 78.95 78.65 0:003 PASS- 0.00 ft
+D+0.750L+0.750S+0.450W 0.243 PASS 7.45 ft 1.00 1.14 78.95 78:95 0.003 PASS 0.00 ft
+0.60D+0.60W 0.036 PASS 7.55 ft 1.00 1.14' 78.95 78.95 0.004 PASS 0.00 ft
+0.60D 0.026 PASS 0.0o ft 1.00 1.14 78.95 78.95 O.0o0 PASS 0.00 ft
Maximum.Reactions Note:Only non-zero_eeactions are.listed.
Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mk-End Moments ' k-ft My-End Moments
Load Combination @ Base @ Base @ Top. @ Base @ Top @ Base @ Top . @ Base @ Top
D,Only 5.871
+D+L 25.393
+D+S 20.085
Title Block Line 1 Project Title:. Freedom Boat-Club
You can'change this area. Engineer:
using the"Settings"menu item Project ID: ,
and then using the"Printing 8 Project Descr:
Title.Block"selection.
.Title Block Line 6 .
Printed: 1 APR 2021, 5:37PM.
[Steel CO�U117t1 : File: ree om Boat Club.ec6
_ Software copyright ENERCALC,INC.1983-2020,Build:12.20.8 24:.
0.i
DESCRIPTION: Exterior Deck Column
Maximum ReAdtions. : Note:Only non-zero reactions are.listed.
Axial Reaction X-XAxis•Reaction" k Y-Y Axis Reaction.' Mx-End Moments�• k-ft' My-End Moments
.Load Combination @ Base @ Base @:Top @ Base @ Top @ Base @-Top: @ Base @ Top
+D+0.750L 20.513.
+D+0.750L+0.750S 31.173.
+D+0.60W :. . ..5.871 0.225 . 0.225
+D+0.750L+0A60W 20:513 -0.169 0169
+D+0.750L+0.750S+OA50.W 31.173'. -0.169 0,169
+O.60D+O.60W. 3.523 . : -0.225, 0.225
+0.60D 3.523
L Only 19:522
S Only 14.214
W.Only.. 0.375 0.375,
Extreme Reactions,..
Axial Reaction .'. :X=_X Azis Reaction k Y-Y Axis Reaction Mk-End Moments k-ft - -My-End Moments
Item . Ekireme Value : ,@ Bas'e . . @ Base- @ Top:. @ Base @Top @ Base @ Top'.- - @ Base. _@ Top'
'Axial @,Base. Maximum .31:173
" Minimum. -0.375 0.375
Reaction,.X-XAxis Base' • Maximum .- 5.871 .
Minimum =0.375 0.375
Reaction,-Y-Y Axis Bose Maximum - .-5.871,
Minimum 5.871. .
Reaction;,X-XAxis Top 'Maximum -0.375 0.375
Minimum. 5:871
Reaction; Y-Y Axis Top Maximum : 5.871
Minimum : 4.375 . 0.375:
Moment;X-X Aids Base Maximum 5.871-
" Minimum 5.871
Moment,'Y-Y Axis Base Maximum 5.871
Minimum, :. 5.871
Moment, X-X Axis Top Maximum 5.871
Minimum 5.871
Moment, Y-Y Axis Top Maximum 5.871
". Minimum 5.871.
Maximum Deflectioris.for Load Combinations'.
Load Combination: : Max.X-X Deflection: Distance. Max.Y-Y Deflection : Distance
D Only 0.000a • in 0.000 : ft 0.000 in. .0.000 ft ;
+D+L 0.0000 in _ - 0.000 ft 0000. in -0.000 ft
+D+S 0:0000 in - _ 0.000 ft- 0.000 in 0.000 ft
4p+0.750L 0:0000- in 6.000 , ft 0.000 in: 0.000- ft
+D+0.750L+0:750S 0.0000 in -. 0.000. ft 0400 -in - 0.000 ft
+D+0:60W 0;0302 in - -7;550 ft. .0.660, .in 0.000 ft
+'b4750L+0A50W 0.0226., ,iri - , . 7.550 ft ; 0.000 . .in 0.000 ,ft
+D+0.750L.+0.750S+0.450W 0.0226 iri 7.580 ft 0.000 ift 0.000 ft
+0.60D+0:60W .0.0302 in 7.550. ft 0:000 in 0.000 ft
+0.601) 0:0000 in : 0.000 ft 0.000 .. in 0.000 ft
L Only 0.0000. in., 0.000 ft 0.000 an. 0.000 ft
S Only 0.0000 . in 0.000 ft 0.000 in 0.000 ft
W Only 0.0503 in _ 7.550 ft 0.000 in. 0.000 ft
Steel Section Properties : HSS6x608
Title Block Line 1 Project Title: Freedom Boat Club
You can change this area Engineer:
u§iing the"Settings"menu item Project ID: .
and then using ttie"Printing 8� Project Descr:
Title.Block"selection.
Title Block Line 6 Printed: 1 APR 20?l,'S:37PM
Steel C _mn ;
Fie:Freedom oat Club.ec6
olu
' Sofivare.copyright.ENERCALC,INC.1983-2020,BuiId:12.20.824
r.i
DESCRIPTION: Exterior Deck Column
Steel Section Properties : HSS6x6k3/8
Depth = 6.000 in I got, = 39.50 in^4 J = 64.600 in^4.
Design Thick = 0.349 in S xx = 13.20 'in^3
Width - 6.000 in R to = 2280 in
Wall Thick = 0:375 in a = 15.800 in^3
Area = .7.580 in^2 I yy = .39.500 in"4 C = 22.100 in^3
Weight = 27.406 plf S yy 13.200 in"3
R yy. = 2.2.80 in
Ycg 7 0.000 in
Sketches .
+Y .
. .l81YBk ]".1B6k
.. -. .. ..
m r
6 OOin
WestShore Design Engineers,R(Project Title: Freedom Boat Club
100 Great Oaks Blvd. Engineer:
Suite 115 Project ID:
Albany,NY 12203 Project Descr:
Steel Beam : Fie:Free om Boat C u .ec6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24..
KW-06012910 WestShore Design Engineers,P.C.Steel Beam at Stair Landing
CODE REFERENCES
Calculations per AISC 360-10, IBC 2012,.CBC 2013,ASCE 7-10
Load Combination.Set:ASCE 7-16
Material.Properties
Analysis Method Allowable Strength Design Fy:Steel Yield: 50:0 ksi
Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
sro.o5s�sro-s� o
W10x15
span=5.0ft
Applied Loads Service,loads entered..Load Factors will be applied for calculations.
Beam-self weight calculated and added to loading
Uniform Load: D=0.020, L=0.0750, S=0.05040 ksf, Tributary Width=10.750 ft,(DECK)
Varying Uniform Load: S=0.0590->0.0 k/ft,Extent=0.0=>>5.0 ft, Trib Width=1.0 ft,(Drift)
DESIGN SUMMARY •
'Maximum Bending Stress Ratio = 0.099: 1 Maximum Shear Stress Ratio= 0.069 1
Section.used for this span W10x15. Section used for this span W10x15
Ma:Applied 3.947 k-ft Va;Applied 3.176 k
Mn/Omega:Allowable 39.920 k-ft Vn/Omega Allowable 46.0 k
Load Combination +D+0.750L+0:750S Load Combination +D+0.750L+0.750S .
Location of maximum on span 2.486ft Location,of maximum on span 0.000 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1.:
Maximum Deflection
Max Downward.Transient Deflection 0.006 in Ratio= 10,525>=360
Max Upward Transient Deflection 0.000 In Ratio= 0 <360
Max Downward Total Deflection 0:009 in Ratio= 6718 >=240.
Max Upward Total Deflection 0.000 in Ratio= 0<240.0
Maximum Forces.&Stresses for. Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values-
Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx 'Mox/Omega Cb Rm Va Max Vnx Vnxtomega
D Only
.Dsgn.L= 5.00 It 1 0.018 0.013 0.72 0.72 66.67 39.92 1.00 1.00 0.58 69.00 46.00
+D+L
0sgn.L= .5.00 It 1 0.081 0.056 3.24 3.24. 66:67 39.92 1.00 1.00 2.59 69.00 46.00
+D+S
.Dsgn.L= 5.00 It 1 0.063 0.044 2.50 2.50 66.67 39.92 1.00 1.00 2.03 69.00 46.00
+D+0.750L
Dsgn.L= 5.00 ft 1 0.065 0.045 2.61 2.61 66.67 39.92 1.00 1.00 2.09 69.00 46.00
+D+0.750L+0.750S
Dsgn.L= 5.00 ft 1 0.099 0.069 3.95 3.95 66.67 39.92 1.00 1.00 3.18 69.60 46.00
+0.60D
Dsgn.L= 5,00 It 1 0:011 0.008 0.43 0.43 66.67 39.92 1.00 1.00 0.35 69.60 46.00
Overall Maximum Deflections
Load Combination Span Max."--"Defl Location in Span Load Combination Max."+"Defl Location in Span
+D+0.750L+0.750S 1 0,0089 2.500 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
-Overall MAXimum 3.176 3.139
WestShore Design Engineers,P-CPrcject Title: Freedom-Boat Club
100 Great Oaks Blvd. Engineer:
Suite 115 Project ID:
Albany,NY 12203 Project Descr:
Steed Beath File:Freedom Boat C u .ec6
Sotiware.copyright,ENERCALC,INC.1983-2020,Build:12.40.8.24.
KW-06012910 WestShore Design Engineers,P.C.
DESCRIPTION: Steel Beam at Stair Landing
Vertical Reactions Support notation:Far Idit is#.1 Values in KIPS
Wad Combination. Support.l Support 2.
Overall MINimum 0.345 0.345
D,Only - 0.57.5 0.575
+D+L 2.591 2.591
+D+S 2028 1.979-
+D+0.750L 2.087 2.087
+D+0.750L+0:750S 3.176: 3.139
+0.601) 0.345 0.345.
L Only _ 2.016 2.016
S Only 1..453 1.404
3,0
L
9?
E
0
1.0
OFF
MEMBER..:>
0.47 0.96 .1.44 1.93 2.41 1 9 3,87 43 4.84
Ntani:e t)
1 D4nly I+D+L 1+D+S I-+D+D.]SDL 1047SOL4709 1+010
WestShore Design Engineers,P.CProject Title: Freedom Boat Club
100 Great Oaks Blvd. Engineer:
Suite 115 Project ID:
Albany,NY 12203 Project Descr:
Steel Beam
Fie:Freedom Boat C u .ec6
Sottware:cdpyright ENERCALC,INC.1983-2020,Build:12.20.8:24
:KW-0601291 0 WestShore Design
DESCRIPTION: Steel.Beam at Stair'Landing
12
L
MEMBER..:>>
N
•1,6 .
0.47 0.36 1,44 133 2A1 2.30 3A 3,87 4A 4,84
Distance(ft)
.1 D4wly 1+D+L 1+D+S.1 0+0.7S6L 1047SgL+ ADS.1+0101)
.MEMBER•->�
•00023. . . . -. .
0,0046
m .
o.
•4,0068
•0,0091
0,47 01% 1,44 133 2.41 2190 339 3.87 436 4,04
Distance(ft)
1 D4ply 1+D+L 1+D+S 1 0+0.7SBL 1+D+BJSBL+0.7S0S 14601)1 L4oly 1 SOnly
Title Block Line 1 Project Title: Freedom Boat Club
You can change this area . Engineer:
using the"Settings"menu item Project ID: .
and then using the"Printing Project Descr:
Title.Biock"selection.
Title Block Line 6 Printed: 1 APR 2021,'5:06PM
Steel Beim. .. File:Freedom Boat C u .ec6. .
Software.copyriglit ENERCALC,INC.1983-&0,Build:12.20.8.24.
KW-06012910 WestShore Design Engineers,P.C.
DESCRIPTION: Steel beam 1-2&A.2(Stair Opening)
CODE REFERENCES ..
Calculations per AISC 360.10, IBC 201.2, CBC 201.3,ASCE 7-10
Load Combination Set: IBC 2616,
Material Properties
Analysis Method: Allowable Strength Design Fy:Steel Yield: 50:0 ksi
Beam Bracing: Beam is.Fully Braced against.lateral-torsional buckling E:Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
S 0.094
`D 0:04 L 0.1 -
W1 ox15
Span:=21.50 ft
I_ I
Applied.Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load:.D=0..020, L=0.0750 ksf,,Tributary_Width=2.0 ft,(Deck)
Point Load D=0.5750, L=2.016 k @ 13:250 ft,(W10z15 Beam)
Uniform Load: S=0.0470 ksf, Tributary.Width=2.01,(Drift)
DESIGN SUMMARY •
Maximum Bending Stress Ratio 0''610: 1 Maximum Shear Stress Ratio_ 0.084 1
Section used for-this span W10x16 Section used for this span W10x15
Ma;Applied 24.358 k-ft Va:Applied 3.845 k
Mn/Omega:Allowable 39.920 k-ft Vn/Omega:Allowable 46.0 k
Load,Combination . +D+L. .Load Combination +D+0.7500,0.750S
Location of maximum on span 13.207ft Location of maximum.on span 21.500 ft
Span#where maximum-occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection,
Max.Downward Transient Deflection 0.697 in.Ratio= 369>=360
Max Upward Transient Deflection 0.000 in Ratio= . 0 <360
Max Downward Total Deflection 0.928 in Ratio= 278>=240.
Max Upward Total Deflection 0:000 in Ratio= 0 <240.0
Maximum Forces &Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax Me Max Mrix. Mnx/Omega Cb ' .Rm Va Max Vnx VwdOmega
D Only
Dsgn.L= 21:50 ft 1 0.148 0.021 5.93: 5.93 66:67 39.92 1.06 1.00 0.95 69.00 46..00
+D+L
Dsgn.L= 21.50 ft 1 0.610 0.00 2436 24.36 66.61 39:92 1.00 1.00 3.80 69.00 46.00
+D+S
Dsgn.L 21.50 ft 1 0.279. 0.043 11.15 11.15 66.67 39.92 1.00. 1.00 1.96 69:00 46.00
+D+0.750L
Dsgn.L 21.50 ft 1 0:495 0.067 1.9.75 10.75 66.67 39.92 -1.00 1.00 3.09 69.0.0 46.60
+D+0.750L+0.750S .
Dsgn.L= 21.50 ft 1 0.591. 0.064 23.61 23.61 66.67 39.92 1.00 1.00 3.84 69.00 46.00
+0.60D '
Dsgn.L= 21.50 ft 1 0.089 0.012 3.56 3.56 66.61 39.92. 1.00 1.00 0.57 69.00 46.00
Overall.Maximum Deflections . .
Load Combination. Span Max.%"Defl. Location in Span Load Combination Max."+"Defl Location in Span.
+D+L 1 0.9277 11.119 0.0000 0.000
Title Block Line.1 Project Title: Freedom Boat Club
You can change.this area. Engineer:
using the"Settings"menu item Project ID:
- and then using the"Printing& Project Descr:
Title Block"selection.
Title BIOck Line 6 . . Printed:,1 APR 2021, 5:06PM
$teed Beam Software
Freedom Boat C u .ec6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24
KW-06012910 WestShore Design Engineers,P.C.Steel beam 1-2&A.2•(Stair Opening)
Vertical Reactions Support notation:Far left is 91 Values in KIPS.
Load Combination. Support 1 Support 2.
Overall MAXimum' 3.359 3.845
Overall MINimum OA87 0,567
D Only 0.812' 0.948
+D+L.. 3198. 3.801
+D+S 1.823 1.956
+D+0.750L 2.602 3.087
+D+0.750L+0.750S 3.359• 3.845:
+0.60D 0.487 0.667
L Only 2.386' 2.855.
s Only'_ 1.011 1.011
.Steel Section Properties W1.0x15
Depth, = 10.000 in J xx ' ' = ' 66.90. in"4 J _ .b.104•in^4
WebThick - = 0:230 in S xx 13:80 in"3 Cw = .68.30 in"6
Flange Width = 4.000 in R'xx _ 3.950 in.' .
Flange Thick- _ '0.270 in. Zx 16.000 in"3
Area. = 4.410 in^2 I yy _ 2.890:in 4
"
- . Weight _- 15.012 plf. . . S yy .1.4%io"3 Wno = . 9.730.in^2 .
Kdesign _ .0.570 in Ryy - = 0'810 in Sw. = 2.630 in"4
K1. _ .0.563 in • Zy _ 2.300 in"3 Qf- _ 2A80 103
rts = 1.010 in Qw = 7.830103
Ycg _ 5.000 in
U.
0
iO3 4,2 639. . $S� 10,69 12.64 14,99 1.714 192E 21,44
I Xnly 104.1+D-51 f f.1.7 1.1 Q-0.701.4 70S 1+6 M
Title Block Line 1 Project Title: Freedom Boat Club
You can change this area, Engineer: "
using the"Settings"menu item Project ID:
and then using the"Printing& _- Project Descr:
Title.BlocV selection.
Title Block Line 6 Printed: 1 APR 2021,'S:06PM
St@@I'B@8m . .� . - File:Freedom oat u .ec6
Software copyright.ENERCALC,INC.1983-2020,Build:12.20.8.24.-
0.0 Design
bESCRIPTION: Steel beam 1-2&A:2(Stair Opening)
3,4
LE ,
j
Z03 424 6139 851 10.61 1234 14.91 . 1711 19 2s 21.44
Diibnce(f:�
1)4nly 1+D-L 1+D-5.1+D+1JS,6L 1+D-D,tSDI+D 7SD5,1+6,6D)
MEMBER...x
•0,24
c 0,47
0 00/
0
•4,95
2.03 4.12 6,20 829 1038 12.47 14.56 16,65 1834 20,82 .
Ntance(fk)
1 DOnly 1+D+L 1+D+S 1+D+D,]SDL 1 47SDLOAD61+DRD 1 LOnly 1 S0nly
y
Westshore Design Engineers, P.C.
100 Great Oaks Blvd.
Wmym Suite 115
.Albany, NY 12203 '
Freedom Boat Club-Patio Deck Occupancy Load
Max Occupancy = 100 people
Deck Width = 18.5 ft
Deck Length = 85.5 ft
Deck Area = 1,582 ftz
Average Person Wt. = 250 lb
Loading Based on Max Occupancy
Total Occupancy Load = 250 lb x 100 people = 25,000 lb
Occ. Load/Area = 25,000 lb / 1,582 sf = 16 psf
Safety Factor = 3 x 16 psf
Max Occupancy Live Load = 47 psf < 75 psf OKI
Loading Based on ASCE7-16 Live Load
Actual Design Live Load = 75 psf
Design Occupancy Load = 75 psf x 1,582 sf = 118,631 lb
Design Occupancy Limit = 118,631 lb / 250 lb person = 475 people
Safety Factor = 3
Max Occupancy = 158 people > 100 people OKI
of NEip
o�NS A.1V1 yp
C
r- exr: 07n1 c
cc 091373
PR0FESS100
L