HomeMy WebLinkAbout2015-01444 - addn/remodel i�
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CITY OF ORONO * Z 0 1 5 - 0 1 4 4 4 *
2750 KELLEY PARKWAY DATE ISSUED: 12/30/2015
ORONO, MN 55356-
. (952) 249-4600 FAX: (952) 249-4616
ADDRESS : 1025 SPRING HILL RD
PIN : 26-118-23-43-0005
LEGAL DESC : UNPLAT'I'ED 26 118 23
: LOT 000 BLOCK 000
PERMIT TYPE : �i— l�y�c� I
PROPERTY TYPE : RESIDENTIAL
CONSTRUCTION TYPE : J4C�1f' / �;'Yr� �
ACTNITY : ��`� - �a'�-��'h��-�
VALUATION : $ 490,000.00
NOTE: SEPARATE PERMITS REQUIRED:PLUMBING,MECHANICAL,FIREPLACE,POOL, ELECTRICAL(STATE)
NOTE:PLEASE SEE AND INITIAL NEW BUILDER ACKNOWLEDGEMENT FORM
NOTE: SEE ENGINEER'S COMMENTS IN 12/29/15 EMAIL REGARDING POOL PERM[T. INIT[AL:�__
APPLICANT PERMIT FEE SCHEDULE 3,566.92
STATE SURCHARGE(VALUATION) 245.00
KUHL DESIGN& BUILD,LLC TOTAL 3,811.92
1515 5TH STREET SOUTH
HOPKINS,MN 55343- Payment(s)
(952)935-9469 CHECK 21204 3,811.92
Minnesota State License#: BUIL-BC390161
OWNER
BOWLSBY,JOHN&CYNDY
1025 SPRING HILL ROAD
WAYZATA, MN 55391-
AGREEMENT AND SWORN STATEMENT
The work for which Ihis permit is issued shall be performed according to
the approved plans and specifications,applicable City approvals,and the
State Building Code. This permit is for only the work described and does
not grant permission for additional or related work which requires separate
permits. All provisions of laws and ordinances governing this type of work
shall be compied with whether or not specified herein.This permit will
expire and become null and void if construction authorized is not
commenced within 180 days of the date of issuance,or if conshuction is
suspended for a period of 180 days at any time after work has commenced.
The applicant is responsible for assuring all required inspections are
reques m c formance with the State Building Code.This permit may be
rev a t e for due cause.
�2 ��� �s� }��5=� ✓ �� �� ��5
Ap icant P itee Signature ate Issued By ignature Date
v 1
CITY OF ORONO ->j g`l� ��
BUILDING PERMIT APPLICATION
FOR NEW STRUCTURES OR ADDITIONS
�O • Mailing Address: Permit number: S�- U� �
��O PO Box 66
Crystal Bay, MN 55323-0066 Date received: �'/� �
StreetAddress:' Received by: c...,
� � 2750 Kelle Parkwa
ti�, G� Y Y Plan review fee: •�O`S'�l
Orono, MN 55356
�� � a 3�� a�
�kFSHo Total Fee: '
Main: 952-249-4600 Fax: 952-249-4616 www ci.orono mn.us
This application form must be completed in full and all required information must be submitted.
Incomplete applications will be returned. (Please print)
GENERAL INFORMATION: , J
Job Site Address: OZs !J �b► �1� � �A
Will this be a Parade of Homes, Remo elers Showcase Home or other Display Home? ❑ Yes �f No
If yes,a special event permit is required with Police Department and City Council approval 60 days prior to the event. Shuttle bus service will be
required unless applicant demonstrates sufficient on-site parking is available. Non-permitted events will not be allowed.
CONTRACTOR/APPLIC��T I OFjMAT N�
Name: ( CS 1
State License# Expiration Date: 3�3 •
Phone: cell . � Z. office $�•
Mailing Address: �s� . � Cit : �l ZIP: S$3
Contact Person: Ap lica is: on / Homeowner (Circle One)
Email and/or Fax: � l � ����•�11M
PROPERTY OWNER INFO MATION: . /� 1 ,�
Name: S��K f C M� IJOW1��
Phone(day): •
Address: �d=� h • Cit : ZIP: s$3Sr
Email and/or Fax ' .
ARCHITECT I ENGINEER INFORMATION:
Name:
Phone (day):
Address: City: ZIP:
Email and/or Fax:
PROJECT INFORMATION: Description of ro�ect:
1.Type of Project 2.Proposed Use 3.Structure Type 4.Sewage Disposal 8
Water Supply
❑ New Construction �'Single Family with �'�tesidence
ddition attached garage ❑Garage/Accessory Bldg. ❑Public Sewer
❑Accessory Building ❑ Single Family with ❑ Deck
❑Relocation detached garage ❑Office/Commercial 87rivate Sewer
❑Other: (specify) ❑ Multiple Family/Condo ❑Warehouse
❑ Public ❑Storage ❑ Public Water
**Any earth movement may also require ❑Commercial ❑Other(specify)
MCWD review 8 permits. ❑ Industrial ❑ Private Well
Minnehaha Creek Watershed District(MCWD) ❑Othef: (speCify)
18202 Minnetonka Blvd
Deephaven,MN 55391
Phone: 952-471-0590
Fax: 952�71-0682
www.minnehahacreek.or
Estimated Construction Valuation (excluding land) $ ��� wV
RECEIVED
NOV 2 0 2015
CITY OF ORONO
t� �
STRUCTURE INFORMATION:
1.Structure Dimensions 1.Structure Dimensions(continued) 2.Type of Construction
a. Length(ft.)= �� Number of bedrooms= ♦
�Wood/Frame
b.Width(ft.)= O Z Number of garage stalls: ❑Masonry
Areas in sauare feet Attached= � ❑Metal
c. Basement= �$��+ Detached=� ❑ Pole Bldg.
❑ ICF �
d. 15�Story = 00 MI' � r
� �� �'On-site Prefab • ��' ,'♦� �
e. 2nd Story = ❑Off-site Prefab
f. '/z Story =
❑Other(please specify):
g.Total Area=
*
REQUIRED SUBMITTALS: �t 5e�1�A'�r�� l4 y�tY►NMI{
All of the information must be subm ed in order for your application to be processed:
Not
Enclosed A licable
�' ❑ Permit A lication
❑ Pro osed Buildin Plans
❑ ❑ MN State Ener Code Calculations and Mechan�cal Code Re uirements Form
❑ ❑ Surve meetin all re uirements r �
❑ Ja Stormwater Pollution Prevention Plan �
❑ ❑ Hardcover Calculation s L
❑ ❑ Se tic S stem Site Evaluation Re ort
❑ Access Permit
❑ Wetland Buffer Im rovement Plan
❑ � En ineered Plans for Retainin Walls 4 feet or above
❑ Minnehaha Creek Watershed District Permit s
❑ ❑ Plan Review Fee �
❑ ❑ Application Escrow&Agreement � �
❑ ❑ Other: "
APPLICANT/OWNER ACKNOWLEDGEMENT:
• Agrees to provide all information required or requested by the Building Department;
• Agrees to pay the City of Orono for engineering consultant review costs in excess of$500;
• Certifies that the information supplied is true and correct to the best of his/her knowledge. The applicant recognizes that they
are solely responsible for submitting a complete application being aware that upon failure to do so, the staff has no alternative
but to reject it until it is complete;
• Acknowledges the Escrow Agreement is completed and signed;
• Understands some or all of the information that you are asked to provide on this application is classified by State law as either
private or confidential. Private data is information which generally cannot be given to the public but can be given to the subject
of the data. Confidential data is information which generally cannot be given to either the public or the subject of the data. Our
purpose and intended use of this information is to annually update our records and records of other governmental agencies
required by law. If you refuse to supply the information,the application may not be issued.
• Agrees that in the event that weather or other conditions prevent the completion of an as-built survey at the time the
Certificate of Occupancy is requestedf�temporary Certificate of Occupancy may be issued upon receipt of a$10,000
escrow to ensure completion of e a�-built survey and all site improvements.
� �i
ApplicanYs Signature: Date: '•���'
Owner's Signature: Date:
l� i� '�
, �
PLAN REVIEW CHECKLIST FOR NEW STRUCTURES / ADDITIONS
Address: 0 Permit No.: �� -����
Description of work: 1 1"1 Date Rec'd• ��' �� 'rS
Septic review by: Date Approved:
Zoning review by: (.��� Date Approved: ��� �
Building review by: �. Date Approved: � �
Grading review by: Date Approved: ��1 D��.S -��� `�
(051 R t
Zoning District: �•�'�_ Zoning File#: � 'Jr •3�3� Reso#: 'rJ'4 Reso Date:
Zoning: Lot Area: ��� ✓ o
�� �( S /AC Width: Lot Covera e: SF /o
Survey Submitted: �Yes � No Date of Survey: �� ' �1 ' �� Revised date(?1:
Landscape plan submitted? � Yes � No Landscaper:
Pro osed Setbacks:
Frprf�(Lake)' ar(Stree� ( N S E � ( N S E � Other Buildings Wetland
� Si� Side _, ,.�.:�'p��
�. � `� : - � fi- ��• -r- ; - 1
; `
Defined Height: Peak Height: FFE: FFE minus 6 feet= (Existing Contour)
Perimeter(linear feet) = 50%= L.F. below grade
Basement? 0 Yes 0 No, Stories
FOR A BUILDING WITH A BASEMENT OR CRAWL SPACE: FOR A BUILDING ON A SLAB FOUNDATION:
The distance between the lowest proposed Slab at or above grade—
START WITH floor(of the basement or crawl space)and measure from hiahest existinca
the highest point of the roof. START W ITH 9��to the highest point of the
roof even if fill was brought in to
If you have a... elevate home.
SUBTRACTION • GABLE OR HIPPED ROOF(no Slab below grade—measure
(BASED ON windows): SubVact half the distance from highest existing grade to the
ROOF IYPE) between the highest point of the roof hi hest oint of the roof.
to the low point of the corresponding If you have a...
gable or hipped roof SUBTRACTION ' GABLE OR HIPPED ROOF
• GABLE OR HIPPED ROOF(with (BASED ON (no windows): Subtract half
windows): Subtract half the distance ROOF TYPE) �e distance between the
between the top of the highest highest point of the roof to
window and the highest point of the the low point of the
roof corcesponding gable or
hipped roof
• ALL OTHER ROOF TYPES(flat, . GABLE OR HIPPED ROOF
mansard,etc):No subtraction. (with windows): Subtract
SUBTRACTION SubVact the distance between the haff the distance between
(BASED ON basemenUcrawl space floor and the the top of the highest
EXISTING highest existing grade adjacent to the window and the highest
GRADES) foundation OR 90 feet(whichever is less). point of the roof
• ALL OTHER ROOF TYPES
(flat,mansard,etc):No
EQUALS Deflned building height subtraction.
Deftned building height
EQUALS
Updated: October 2015
z:\forms\plan review checklist 10-2015.docx
Shoreland District MCWD Permit Average Lakeshore Setback g�uff
Met?
Permit Number: Yes 0 No � N/A � Yes 0
�Yes 0 No No
N/A—see attached Setback:
Stormwater Quality Existing Proposed
Overlay District Tier Hardcover Hardcover Variance Required CUP Required
circle one %and sf % and sf
�IO.10�0 �Z.Q¢Qlp Yes � No � Yes No
1 2 3 4 5 21��T0�0�� c3�� �� ST� Y e(s): Type(s):
Fees to be Char ed YES NO
Permit
Plan Review (/�
State Surcharge V
Investigation Fee ✓�
SAC—Number of SAC Units 4l
Other(specify)
S uare Foota e $ per S uare Foota e
Basement X = $
1� Floor X = $
2"d Floo� X = $
Garage X = $
Estimated Construction Value: $ �'��T,d��
Orono Inspections Required Work Requiring Separate Permits
Footing 0 Site Plumbing 0 Grading/Filling
Poured Wall Silt Fence/Erosion Control Mechanical � Fire
Foundation Survey � Hardcover Removal 0 Septic � Water Connection
Foundation Waterproofing � Other(specify) ireplace 0 Sewer Connection
Framing � Masonry � Lawn Irrigation
Insulation Mfg. 0 Landscaping
As-Built Survey Other(specify)
Final ���L
Lathe Required State Permits
� Other(specify)
0 Well Electrical
REMARKS (in-house):
OF ICIAL REMARKS-TO BE NOTED ON PERMIT AND INITIALLED:
See Builder Acknowledgement Form
Prior to release of escrow money an as-built survey and hardcover calculations must be submitted and approved. �
�, �tit•.c�`S G6Y►��'►��,fiS t.� i ?-�I � IS �-1 p�l ( t�'� a c-��n01 Y�o�o���'J-P,vYbwl�--:
Updated: October 2015
�•\fnrmc\nlan rp�iiAw rhorklicf 1�1_9M.ri rinev
1 �
City of Orono
�oNo Hardcover Calculation Worksh��� ONO�
0
`yF��kES110Q-t` Property Address: /oZ 5 S.�.0�•c.-4` �r'��`�:� f� ,.'�t%� l�tie.:✓G s,�;`f �
Prepared by: Date: �,, „�
G,�c,�.,����� � ,�; ,��ci���'�'� ��.�t�. �_--�=- -�--��--rr
._..._...,_, ��-i�-�s
Stormwater Quality Ove�iay District Tier: (Circle one) � Tier ! Tier 2 Tier 3 Tier 4 Tier 5
Step 2:�OpOSED HARDC�CF�
in the following table, identify all items of proposed hardcover on the property, keyed by letter to
Ceriificate of Survey (survey must accompany this form). Include all existing hardcover items that are
intended to reniain, as well as all proposed hardcover items that will be added. Use as many lines as
necessary to accu�ately depict proposed hardcover status of the property. For Tier 1 properties, identify
any features by letter which are split at the 75' setback line and calculate hardcover square footage •
se aratef for each ortion.
Key to Hardcover Item (Describe) Length x Width Total
Surve (Square Feet
Exam le Gara e 24'x 30' 720 S.F.
A ,f-Mc✓- R GF 011 �- — p S.F.
B /ZF o d S 7 - � " — ZoI S.F.
C �.. �'/6y s.F.
D OPGI� i s�ccc � �� c,: ' o s.F.
E - � S.F.
F i= .tOOGlFO D�rE/.• � S.F.
G �Q S.F.
H G` S.F.
I S.F.
,1 S.F.
K S.F.
� S.F.
tv� S.F.
N k � crI - y2 - ^ °IS y S.F.
O d✓• —S S.F.
p S.F.
Q S.F.
R S.F.
S S.F.
T S.F.
U C'/1 r<� . ,�= �., .� S.F.
�/ S.F.
�/�/ S.F.
X S.F.
y S.F.
Z S.F.
1 Total Pro osed Hardcover ,�`T ,t/F 2' �d / 25 S.F.
Excludable Hardcover See Ci Code Sec 78-1684 :
� -T � ii '"fi :i-�.? - c. S.F.
S.F.
S.F.
S.F.
S.F.
2 Total Excludable Hardcover -/O� S.F.
3 Net Pro osed Hardcover Subtract line 2 from line 1 31 /S/ S.F.
4 Total LotArea 2S S.F.
Proposed Hardcover Percentage [(3)+(4)] /,�, O y %
RECE1���6�
This is an rnformation packet regarding Hardcover. Every ef(oR has been made to insure the accuracy of the information contained
herein;however,if any information is not consistent with provisions o/the City Code,the Code provisions wil!prevail. � ,
�l���; 2 � �c��:�
Page 9 of 9
�mr oF oRorvo
J � 1
City of Orono
,. ;�o�,o, Hardcover Calculation Worksheet
�,<y• , ! Property Address ,
i'\ ,� �: /DZ S 3�P/t i�,.G .�✓r'.r` �`�::.t -u �b fi%r_.+._ :��=--,�
'•.`°^�"`�„_w�% Prepared bY� Date:
� � �'rR0.4/8��G �A T:O i iiJ7'C"}� �,=1: �-/- /y-/ 5
Stormwater Quality Overlay District Tier: {Circie one) Tier Tier 2 Tier 3 Tier 4 lier 5
Step 1:�XISIING HARDCOVER
In tlie following taii e iT-' ercTitify all itei�ns of existing hardcover on the property, keyed by letter to Certificate
of SUivey(sutvey�nust accompany this form). Use as many lines as necessary to accurately depict
existiny I�ardcover status of the propeity. For Tier 1 properties, identify any features by letter which are
split at the 75' setback line and calculate hardcover square footage separately for each portion.
� Key to Hardcover item {Describe} Length x Width Total
� Surve j s uare Feet
Exam 1=•` G�a e 24 x;30' Z20:S.F:
A SZ '" S.F.
B ���r�ro � e9R�rr< �'�.��,��:��,� > �.?�� S.F.
C �i1/l�! G 70/ S.F.
D G�r C u r �t f •r a c,s! S.F.
E GG �0 S.F.
F S.F.
G � v r i S.F.
H / � S S.F.
I /I! 27 S.F.
J � ,� G TG �� Z S.F.
K �7 S.F.
L J' G-�'.f�.C. 3 S.F.
h1 •, •, S.F.
N � �� i.T ? S.F.
� � T . ,S� S.F.
P � .J' o.��, f f�.t 0 3 � S.F.
Q /O� S.Fi,
R , S.F.
S �' �' G � 52 S.F. '
T , ,S' o,t/- � S.F.
U O E C S.F. I
V �_Lvc� - ; , �::- S.F.
�' � ivr ,d,� / S.F.
Y. Gc.,✓G��.' X'�`T_ ?.!/ 't._;'. Z I S.�.
Y r � /'.,ts- z i S.F.
Z / c�r ��`�.: ,.. ,�- S 8 S.F.
_�1� Total Existing Hardcover (S'�> F��-;f-� ,� ;; :� - S.F.
Excl�idable Harilcover(Se,e City C;ode',S:.ec 78 1;.G84):.
— ---
' � S.F:_
----..___.. __.-----_--.---._�_�__ ._____ _—._ _ �
___._ i
_. ___...___......_.._��_.__.�._ _� � S_F.�;
S.F. ;
____. ._._._ —� — � �S.F.
_v_�._� _____ -- - ---- 5.1=��
2 Total Excludable Hardcover � � i` S.F.
(3) fVet Existiny Hardcover Subtract line�2 from line 1 S.F.�
_(4� Total Lot Area ___..__.__.�.^..�__._—� .� . - - -- --S'o'
��� Existing Hardcover Percentage [(3)T(4} ] ����
" (Proposed Haracover next �age)
f•,v,.y,;'� . _
1a,�uary�ti;ZU13
c�r$��oNo.� P�E /
i �
� City of Orono
;-���oti�,., Hardcover Calculation Worksheet
�/; `' � Property Address: /p2,� S-P,q ��✓G ,y/G� F ✓�1D Boc.vGstl�•,
�
f`'r�;���`` Prepared bY� �;� , < Date: )
�i,�ty'F ' r,•.
f'-C t� I�.;���/('���"r"���rv'f. `'1—/`r'!,S
Stormwater Quality �verlay District Tier: {Circle one) Tier 1 lier 2 Tier 3 Tier 4 Tier 5
�.�,,..�.__.�__..M___.__._—_.
Step 1: �'XISl1NG HARDCOVER�j
��.... .
In tl�e foliowing ta e i entify all iteins of existing hardcover on the property, keyed by letter to Certificate
of�ivey(suivey i��ust accom�any this form). Use as many lines as necessary to accurately depict
exi�ting hardcover status of the propeity. For Tier 1 properties, identify any features by letter which are
split at the 75' setback line and calculate hardcover square footage separately for each portion.
Key to ; Hardcover Item (Describe} Length x Width Total
Surve S uare Feet
Exam le Gara e 24'x::30.': 720:S.F.
A A vaD It fT��%�,,,, � tt,/�!�,C.. SO S.F.
B � ''` / S.F.
� S.F.
� S.F.
E S.F.
F S.F.
G S.F.
H S.F.
� S.F.
� S.F.
K S.F.
� S.F.
M S.F.
N S.F.
4 S.F.
P S.F.
Q_ S,�
R � S.F. '
S S.F.
T i S.F.
U —T S.F. !
U i S.F. �
VV —T— ' S F �
X S.F. �
Y S.F.
Z S.F.
(1) Tatal Existing Hardcover __ � ;�p S.F.
Excludab1e Hariicover See'Cit C:ode;S:e.'c 78 1�684;
--�-- -- �.=-- _c� < �_ �.�. U�rr1;,>c'� N °� �-?S' •,v 3� S.F
, . .
�.?ti;........._ �_.__._ �` _ �' __ Z ! S.F��I
_.._�i��___,—_.__._..__�''" �� SO��S.F '
__. -- �S.F. j
_ ^_� �— -- _ _ �� T__ —�-------S.F_J
2) Total Excludal�le Hardcover � / �.F. �
(3) Net Existiny Hardcover Subtract line (2)from line (1)] _ Z 7 7b 6 S.F.�,
��4 Total LetArea __� S b'��y�.F.
---�----�._ �
Existing Hardcover Percentage [(3}_(4) ] �y ;> . % !�
� J ;I
��'� oposed Hardcover next �a�e}
�,�1 i,', a, � c'!�!�'�'�
lanuary 8, 2Ui3
CITY OF ORONO ��� �
i �
Builder Acknowledgement Form
1025 Spring Hill Rd / Permit #2015-01444
Builder
Permit Conditions Initials
Schedule a minimum of one hour for the framing inspection. �
Erosion control mechanisms must be installed and inspected by the City
proper to any land disturbing activities. The contractor must provide a nM
minimum of a 24 hour notice prior to inspection.
Erosion control shall be installed and maintained throughout the entire
project and must remain until vegetation has been established. �
Protect septic sites with snow fencing or metal stakes and caution tape.
No underground sewer or plumbing within 20 feet of well. nM
Prior to the release of the permit escrow, an as-built survey and hardcover
calculations must be submitted and approved. I�
Advisory Comments
Any changes to the exterior/landscaping improvements, i.e. patios, grading,
sidewalks, retaining walls, etc. not currently shown on the approved survey ��
and landscaping plan will require a separate Zoning Permit application to be
submitted and approved prior to the work commencing.
Any retaining walls that are over 4-feet in height or tiered walls not
separated by twice of the height of the lower wall require engineered plans �'N'
and a building permit to be submitted and approved rp ior to construction.
A separate Swimming Pool Building Permit is required for the pool shown as
"Proposed Pool" on site plan.
w:\street files\spring hill road\1025\builder acknowledgement form 2015-01444.docx
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'� UNIVERSITY �
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�F �VIINNESOTA �STP Soil Observation Lo� project ID: v03.19.15 -- "�--��
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Client/ Address: �.�y� �•� . Legal Description! GPS:
Outwash [� Lacustrine ❑ �oess ❑ TIH ❑ Aliw�um ❑ Bedrock ❑ Organlc Matter
Soit parent material(s); (Check all that apply) 0 —
Landscape Position: (check one) ❑ summ�t ❑ 5houlder ❑ Back/5ide Slope Foot s�ope O roe s�ope Slope shape
� 5oil survey map units SLope% Elevation:
� Vegetation g�� iySS
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°' 1 Date �2�-�—�L7�5
N _ 1�'y
°D Weather Gonditions/Time of Day: U �,�
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� h � ' Observation Type:
^ Observation#/Location;
I-----•--Structure------•----I
Rock Matrix Color(s) Mottle Color(5) Redox Kind(s) Indicator(5)
Depth (in} Texture Frag.% 5hape Grade Consistence
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Q Comments �e.� ��
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� �hereby certiiy th2t I have cot7lpleted khis work in accordance wlkh all applicable ordinances, rules and aws. `_ #REF! �
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5 Project ID: #REF! :•�:",-��, , ` � -,����
"��" Client/ Address: ��� � ���� �, Legal Description/ GPS,
• '::
Soil parenk material(s): (Check all that apply) ❑ outwash ❑ �acu�t��ne ❑ �oess ❑ ru 0 aiiwt�m CJ 6edrock ❑ Organic Mattar
Landscape Position: (check one) p summit ❑ shoulder ❑ Back/Side Slope Foot Slope ❑ Toe s�ope5lope shape
Vegetation 5oil survey map units Slope% Elevation:
� Weather ConditionslTime of Day: C�v�� Date I�_�—aC�� �
N ,l
°O Observation#/Location: -R Observation Type:
N ��
�
� Rock I-------- Structure-----------
� Depth (in) Texture Frag. % Macrix Colar(s) Mottle Color(s} Redox Kind(s) 1ndlcator(s) Shape Grade Consistence
D_=�-�-,--- ___�_ __ : 7��s.a;(__�u,-+�$��� ��K 10�� --- ---- –--- ._—. ----
«;
larr_�� -- -�ro�►� /oc w�_ �o �3 -- .—_. ---- - —.___ : —� _— —
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(- sl'� — -------- -- — ------+_ ----�
; � ---- _-- -
�
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Comments
Observation#/Location: �{�i Observation Type:
Rock I---•---- Structure----------•I
� Depth (in) Texture Fra % Matrix Color(s) Mottle Color(s) Redox Kind(s) Indicator(s} Sha e Grade Consistence
°' / �`( �.(,�--,�'�v�'`�n ---n`'�C - --_
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--- -- -- --- ---� — _____--
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� Comments �,
a�
0
� �
Melanie Curtis
From: Adam Edwards
Sent: Tuesday, December 29, 2015 4:20 PM
To: Christine Mattson 0R01yp C
Cc: Melanie Curtis O��
Subject: RE: 1025 Spring Hill Road /#2015-01444
Chris,
i've reviewed the subject grading plan. i°ve starriped it approved f�r the additi�r�s only. A rev€sed site plan conforming
to the Site Pian and Survey requirements wili be requir�d for the paol arad assaciated patia changes.
��2�m� PEl�au i r �,
Comments: when the site/grading pban fc�r the poo! �r�d assoc�ated pa�io �hanges is s�bmitted 6t must ra�2et City
Standards. The one submitted this tirr�e is rnissin�#s 3, 6, 7, 10, 13, 15, 21, & 24 from the survey and Site Plan
Requirements Sheet. In particular:
1. Sheet A02 lists new reta�ning vvall as requAs'�d, The plar� d�p�cts retaining v,ralls.�he City Survey standards
retaining wafls require a top of waN6 and bottam mf wall elevatior�s to be call�c� r��t (Survey requirement
#23). V�Oa61s 4' or greater in height must be des�gned by a licens�d professior�a9, and plans must be submitted to
the City for review prior ta the approval of the perrr��t. Tiered v�aals ar� considered one wall unless they ar�
separated by at least twice the height�f the high�r wall are cansidered c�€��wadl.
?., The erosion co�trol p4an is not depicted. Plans should incl�ade the iacatians a��rosinn control measures such as
silt fence, bio rolls, canstructpon entr�ance and any other �MPs apprcapria�e t�the site. {Suruey requirement
#24) The erosion controi me�sures must be �r�sta�ied and inspected by a city insp�ctar before any earthti+ork
commences.The applicant rna�st prouide a rninrmum 2.4 hnur notice pric�r ta inspec�ia€�.
Adam
From: Christine Mattson
Sent: Monday, December 28, 2015 3:43 PM
To:Adam Edwards<aedwards@ci.orono.mn.us>
Cc: Melanie Curtis<MCurtis@ci.orono.mn.us>
Subject: 1025 Spring Hill Road/#2015-01444
Adam,
We received a survey and building plans for construction of an addition to the existing home. Please review and provide
comments.
Thank you.
Christine Mattson
Planning Assistant
City of Orono
2750 Kelley Parkway ! Orono E MN ' S5356(physical address)
PO Box 66 `.`: Crystal Bay ';„ MN ; 55323-0066 (mailing addressJ
� 952.249.4620 8 952.249.4616
� cmattson@ci.orono.mn.us `„ � www.ci.orono.mn.us
�
� a
Christine Mattson
From: Christine Mattson �
Sent: Wednesday, November 25, 2015 8:44 AM
To: 'dan@kuhldesignbuild.com'
Cc: 'jbowlsby@msn.com'; Roger Peitso; Melanie Curtis
Subject: 1025 Spring Hill Road/#2015-01444
Attachments: Survey Requirements-August 2015.pdf; Swimming Pool Building Permit Application-August
2015.pdf; Demolotion Permit-07-2015 New Surcharge Fee.pdf; escrow agreement.pdf
Dan,
We have performed a cursory review of the building permit application for 1025 Spring Hill Road. Please submit or
revise the following so we may continue our review:
1. Certificate of Survey. A survey dated 11-17-2015 was provided; however, it does not fully show current topography
around the proposed addition or any proposed grading for the additions or the pool. Please provide two copies of an
updated full-size certificate of survey which meets all of the City's survey standards(enclosed)indicating any proposed
grading. Please note our engineer has not reviewed the survey,so additional comments may be forthcoming.
2. Demolition Permit. We understand the octagon structure will be demolished after the building permit is issued and in
conjunction with the construction of the new addition. If the octagon is to be demolished prior to the building permit
being issued, please submit a demolition permit(copy attached).
3. Pool Permit.
a. Is the pool being constructed at this time? If so,please have the pool contractor submit a separate pool permit
(copy attached). If not,we will redline the pool with the building permit for the additions only.
b. If the pool is proposed to be constructed at a later date,have the pool contractor submit pool permit with two
copies of the survey showing the proposed pool location,existing and proposed topography at that time.
4. Resolutions. Please arrange for both John and Cyndy to sign the original resolutions at the City Offices. We are open
Monday through Friday 8 am to 4:30 pm. We will not issue the building permit until the resolutions have been signed.
5. Escrow&Escrow Agreement. Permits involving grading and/or review by the City's engineer require submittal of an
escrow and an escrow agreement. The purpose of the escrow is to guarantee reimbursement to the City for out-of-
pocket costs incurred during the review of your plans. Additionally this escrow will guarantee conformance with City
Code Chapter 79 relating to erosion control and stormwater. The required escrow amount for this project is
$2,500. We currently hold $2,500 in conjunction with the variance application. No additional escrow money is
required at this time. An updated escrow agreement is attached. The property owner must sign the updated escrow
agreement and return.
6. Minnehaha Creek Watershed District (MCWD). Your project may trigger the Minnehaha Creek Watershed District's
(MCWDs)permitting requirements;please contact the MCWD directly at 952-471-0590 regarding your project. Please
note,the City of Orono will not issue a building permit without a copy of the MCWD permit or documentation stating
the proposed project does not trigger any of their permitting requirements.
Please feel free to contact me at 952.249.4620 or by email at cmattson@ci.orono.mn.us if you have any questions on the above
requirements.
Christine Mattson
Planning Assistant
City of Orono
2750 Kelley Parkway I Orono I MN � 55356(physica/address)
PO Box 66 � Crystal Bay I MN I 55323-0066(mailing addressJ
'� 952.249.4620 � 8 952.249.4616
� cmattson@ci.orono.mn.us � � www.ci.orono.mn.us
i
, �
M.C��nio�
Christine Mattson ����� �Op�
From: Heidi Quinn <hquinn@minnehahacreek.org>
Sent: Wednesday, November 25, 2015 2:39 PM
To: Christine Mattson; Melanie Curtis
Cc: Dan Murphy
Subject: MCWD No Permit Required: 1025 Spring Hill road, Orono
Good Afternoon,
After review of the proposed additions and garage at 1025 Spring Hill Road, MCWD staff have determined that no
MCWD permits are needed at this time. The review was based on no foundation work with the proposed garage and
additions built on a slab. The proposed future pool was not included in the review. When the pool is proposed to be
__ .__ _.----____
built, MCWD Erosion Control Rule will be triggered.
Please feel free to contact me with any questions.
Thank you,
Heidi
Heidi Quinn � District Representative � Minnehaha Creek Watershed District
15320 Minnetonka Boulevard � Minnetonka, MN 55345 � Office: 952-641-4506
1
i P�qe�l
� LOUISIANA-PACIFIC CORPORATION / WOOD-E DE9IGN 2015.2 11/09/15 10:30:22
WARNING
*** THIS DESIGN IS VALID EOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODE�, .��� � �` ��
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. `
)
COMPANY: � f- �Z
JOS ID:
3TATE: CODE: IBC 2009 �L� ,�/ � ��} ( �
PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2900Fb-2.OE
�^,i ,a l
DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS)
LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL
----- ----- ---------- -----
30 15 0.000' 0.000' 0.00 TOP L/240 L/180 . �
SPAN CARRIED IS NOT CONTINUOUS. " �
ALLOWAHLE / WORKING STRE83 DESIGN DATA DEFLECTION �
��
----------- REACTION MOMENT 3HEAR LIVE LOAD TOTAL LOAD �
---------------------------------------------------------------
ACTUAL 9053 28563 7559 0.400 0.629 �
ALLOWABLE 9053 37317 14807 0.640 0.854 �
STRE83 INDICES 1.00 0.77 0.51 L/384 L/244
�
LOAD CA3E 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
CONNECTION
*** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC.
FROM ONE FACE ONLY. STAGGER ROWS. FLIP HEAM AND ATTACH THE THIRD
PLY WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED
SIDE OF THE FZRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX
NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/9")
MAY BE USED.
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 46" O.C. OR LESS.
*** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ.FT)
STRUCTURAL GEOMETRY
SPAN 1
13.000'
TOTAL SPAN: 13.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
ALL 1 UNIF DEAD ROOF TOP 903.3 PLF 0.000 13.000
' Paqe'2 ��
ALL 1 UNIF DEAD WALL TOP 95.0 PLF 0.000 13.000
ALL 1 UNIF DEAD ROOF TOP 40.0 PLF 0.000 13.000
+ALL 1 ONIF WEIGHT BEAM 17.8 PLF 0.000 13.000
1 1 ONIF LIVE ROOF TOP 806.'l PLF 0.000 13.000
1 1 UNIF LIVE ROOE TOP 80,0 PLF 0.000 13.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 13.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 13.000
3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.192 2.691
4 1 UNIF LIVE ROOF TOP 48.0 PLF 10.308 12.808
5 1 UNIF LIVE ROOF TOP 48.0 PLF 5.250 7.750
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES
CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATION3
1 28563 7559 1.25 D+Lr
2 10380 2758 0.90 D
3 10461 2866 1.25 D+Lr
4 10961 2866 1.25 D+Lr
5 10727 2618 1.25 D+Lr
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG�1 BRG�2
1 9053 9053
2 3290 3290
3 3397 3303
4 3303 3397
5 3350 3350
REACTIONS FOR DEAD LOAD
CASE BRG�1 BRG#2
1 3290 3290
2 3290 3290
3 3290 3290
4 3290 3290
5 3290 3290
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 5763 5763
2 0 0
3 107 13
4 13 107
5 60 60
MINIMUM BEARING S22ES (IN)
BRG�k 1 BRG# 2
-------- --------
2.299 2.299
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.400 0.690 L/384 0.629 0.859 L/249
2 1 0.000 0.640 0.228 0.859 L/6']3 0.228 0.343
3 1 0.002 0.640 L/72655 0.231 0.859 L/667
9 1 0.002 0.640 L/72655 0.231 0.854 L/667 • .
' Page `3
� 5 1 0.007 0.690 L/22898 0.235 0.854 L/653
**** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ****
**** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. ****
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
STRESS INDICES CASE MSI VSI
1 0.77 0.51
2 0.39 0.26
3 0.28 0.19
4 0.28 0.19
5 0.29 0.19
SLENDERNESS RATIO = 2.26 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP. '
THIS COMPONENT DESIGN IS SPECIFTCALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
i p�� �� , �t,�•`
� LOUI3IANA-PACIFZC CORPORATION / WOOD-S DESIGN 2015.2 11/09/15 10:33:33
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DES2GN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTATN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
C�LdPANY:
JOH ID:
BTATS: CODB: IHC 2009
PRODUCT: 2-PLY 1-3/4" X 9-1/2'� LP LVL 2900Fb-2.08
DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS)
LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (P3F) CARRIED CARRIED SLOPE LOADING LIVE TOTAL
----- ----- -------- -------- ----- ------- ---------- --------
30 15 0.000' 0.000' 0.00 TOP L/240 L/180
SPAN CARRIED IS NOT CONTINUOUS.
ALIA9f)18LE / �ORpCINfi 3TRE88 DSSIGN DATA DEFLECTION
----------- RBACTION �NT 8H8AR LIV& L011D TOTAL LOAD
---------------------------------------------------------------
ACTIJAL 4154 5959 2974 0.063 0.095
AI�LOWAHLE 4154 16322 7897 0.293 0.391
STRE88 INDIC�B 1.00 0.37 0.38 L/1125 L/ti45
LOAD CASB 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE AB30LUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
CONNECTION
*** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DI3TRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3.-1,/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. � '
NOTES "
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
*** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ.FT)
STRUCTURAL GEOMETRY
SPAN 1
6.000'
TOTAL SPAN: 6.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
---- ---- ----- ------ ------ ------- ------------ ------------ ------- -------
ALL 1 UNIF DEAD ROOF TOP 443.3 PLF 0.000 6.000
ALL 1 UNIF DEAD ROOF TOP 15.0 PLF ; 0.000 6.000
t Paqe `2
� +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 6.000
1 1 UNIF LIVE ROOF TOP 886.7 PLF 0.000 6.000
1 1 UNIF LIVE ROOE TOP 30.0 PLF 0.000 6.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.000
3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.132 2.631
4 1 UNIF LIVE ROOF TOP 48.0 PLF 3.368 5.868
5 1 UNIF LIVE ROOF TOP 48.0 PLF 1.750 4.250
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION EORCES
CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBIN�,TIONS
1 5959 2979 1.25 D+Lr
2 2014 1010 0.90 D
3 2093 1103 1.25 D+Lr
4 2093 1103 1.25 D+Lr
5 2152 1070 1.25 D+Lr
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 4154 4159
2 1404 1904
3 1496 1931
9 1431 1496
5 1464 1464
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1404 1904
2 1904 1909
3 1404 1909
9 1404 1904
5 1404 1404
REACTIONS FOR LIVE LOAD
CASE BR�#1 BRG#2
1 2750 2750
2 0 0
3 92 28
4 28 92
5 60 60
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
1.582 1.582
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTIOI�• DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? ' INSTANT LONG-TERM
1 1 0.063 0.293 L/1125 0.095 0.391 L/795
2 1 0.000 0.293 0.032 0.391 L/2204 0.032 0.048
3 1 0.001 0.293 L/52251 0.033 0.391 L/2118
9 1 0.001 0.293 L/52251 0.033 0.391 L/2118
5 1 0.002 0.293 L/33777 0.034 0.391 L/2069
� Page '3
� **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ****
**** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. ****
**** ALLOWABLE DEELECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
STRESS INDICES CASE MSI VSI
1 0.37 0.38
2 0.17 0.18
3 0.13 0.19
4 0.13 0.14
5 0.13 0.14
SLENDERNESS RATIO = 2.71 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN
TOOL AND SHOULD $E USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESZGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESZGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
1 Paqe'1
� i
� LOUIBIaNA-P]1CIFIC CORPORATION / �POOD-$ DESiGN 2015.2 ii/09/15 10:45:33
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
CQIQPANY:
JOB ID:
STATE: CODE: ISC 2009
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2900�b-2.Og
DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS)
-----------------------------
LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL
----- ----- -------- -------- ----- ------- ---------- --------
30 15 0.000' 0.000' 0.00 TOP L/240 L/180
SPAN CARRIED IS NOT CONTINUOUS.
ALL0�1�18I.� / OPORKING 8R'R=S8 D8SIf�T DATA DBFLECTION
----------- R�ACTION l�NT S�AR LIVE LOAD TOTAL L011D
---------------------------------------------------------------
A�CTt7AL 3148 6887 2558 0.144 0.219
ALLO�►SLE 3938 16322 7897 0.444 0.592
eTR888 INDICSS 0.80 0.42 0.32 L/739 L/486
LOl1D CAS� 1 1 1 1 1
**** THE REACTION, MOMENT AND 3HEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN 3PAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
CONNECTION
*** DESIGN ASSUME3 ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
fiALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK QIAMETER OF 0.131" 16d SINKERS (3-1/9")
MAY BE U3ED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT,
*** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 ET (6.25 SQ.FT) �
STRUCTURAL GEOMETRY
-------------------
SPAN 1
9.000'
TOTAL SPAN: 9.00 F'T
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
---- ---- ----- ------ ------ ------- ------------ ------------ ------- -------
ALL 1 UNIF DEAD ROOF TOP 230.0 PLF 0.000 9.000
+ALL 1 UNIF WEZGHT BEAM 9.5 PLF 0.000 9.000
' page'2
� 1 1 UNIF LIVE ROOF TOP 460.0 PLF 0.000 9.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 9.000
3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.125 2.625
4 1 UNIF LIVE ROOF TOP 48.0 PLF 6.375 8.875
5 1 UNIF LIVE ROOF TOP 48:0 PLF 3.250 5.750
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES
CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS
1 6887 2558 1.25 D+Lr
2 2358 881 0.90 D
3 2437 983 1.25 D+Lr
9 2437 983 1.25 D+Lr
5 25B7 941 1.25 D+Lr
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
----------------------
CASE BRG#1 BRG#2
1 3198 3148
2 1078 1078
3 1179 1096
4 1096 1179
5 1138 1138
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1078 1078
2 1078 1078
3 1078 1078
4 1078 1078
5 1078 1078
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
i zo�o zo�o
2 0 0
3 102 18
9 18 102
5 60 60
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
1.500 1.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTIOt�f DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
____ ____ ______ __._-___. '_.__._ .... . _����� ������ �����L�_ ----___ . ....."_'_______
1 1 0.149 0.444 L/739 0.219 0.592 L/466
2 1 0.000 0.444 0.075 0.592 L/1419 0.075 0.113
3 1 0.003 0.444 L/36810 0.078 0.592 L/1368
4 1 0.003 0.444 L/36810 0.078 0.592 L/1368
5 1 0.007 0.444 L/16109 0.082 0.592 L/1304
**** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ****
**** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. ****
� pAga �3 •
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTA FOR CANTILEVERS (2L) .
STRESS INDICES CASE MSI VSI
1 0.42 0.32
2 0.20 0.15
3 0.15 0.12
4 0.15 0.12
5 0.16 0.12
SLENDERNESS RATIO = 2.71 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS Ofi
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
� pa��l � ��� ,�
LOUISIANA-PACIFIC CORPORl1TION / WOOD-� DESIGN 2015.2 11/09/15 11:02:36
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
C�AN7[:
JOB ID:
STATB: CODE: IBC 2009
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2900H'b-2.OE
DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS)
---------------------_---------
LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL
----- ----- -------- ------__- ----- ------- ------- --------
30 15 0.000' 0.000' 0.00 TOP L/240 L/180
SPAN CARRIED IS NOT CONTINUOUS.
ALLOiPABLE / iAbRICING STRESS DESI(i�1 DATA DE�CTION
----------- REACTION biO�NT SHP�R LIVE LOAD TOTAL LOAD
---------------------------------------------------------------
ACTqAL 6048 14544 4981 0.367 O.S54
ALLOWABJ,E 6048 16322 7@97 0.490 0.654
STR�88 INDICES 1.00 0.89 0.63 L/321 L/212
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE.BASED ON THE MAXIMUM
STRESS ZNDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
CONNECTION
*** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM,
SUCH TFiAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 40" O.C. OR LESS.
*** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ.FT)
STRUCTURAL GEOMETRY
-------------------
SPAN 1
10.000'
TOTAL SPAN: 10.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
---- -•--- ----- ------ ------ ------- --.--------— ------------ ----- -------
ALL 1 UNIF DEAD ROOF TOP 400.0 PLF 0.000 10.000
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 10.000
' Paqe'2
1 1 UNIF LIVE ROOF TOP 800.0 PLF 0.000 10.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 10.000
3 1 UNIF LIVE ROOF TOP 98.0 PLF 0.192 2.692
9 1 UNIF LIVE ROOF TOP 48.0 PLF 7.306 9.808
5 1 UNIF LIVE ROOF TOP 48.0 PLF 3.750 6.250
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES
CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS
1 19599 4981 1.25 D+Lr
2 4924 1692 0.90 D
3 5005 1795 1.25 D+Lr
9 5005 1795 1.25 D+Lr
5 5181 1752 1.25 D+Lr
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTOR5
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 6048 6048
2 2098 2048
3 2150 2065
9 2065 2150
5 2108 2108
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 2048 2048
2 2048 2046
3 2048 2048
4 2048 2048
5 2098 2048
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 4000 9000
2 0 0
3 103 17
9 17 103
5 60 60
MINIMUM BEARING SIZES (IN)
BRG# 1 BRG# 2
2.309 2.304
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.367 0.490 L/321 0.554 0.654 L/212y
2 1 0.000 0.490 0.188 0.654 L/627 0.188 0.281
3 1 0.004 0.990 L/32815 0.191 0.654 L/616
9 1 0.009 0.490 L/32815 0.191 0.659 L/616
5 1 0.009 0.490 L/13381 0.196 0.654 L/599
**** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ****
**** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. ****
\�
� P�q�� 3 ' ' �
�J
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .'
STRESS INDICES CASE MSI VSI
1 0.89 0.63
2 0.42 0.30
3 0.31 0.23
9 0.31 0.23
5 0.32 0.22
SLENDERNESS RATIO a 2.71 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
, psgo� 1
LOUISIANA-PACIH'IC CORPORATION / WOOD-L DESI(iN 2015.2 11/10/15 12:36:57 �'��
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING �BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COi�ANY:
JOB ID: '
STATB: CODE: IBC 2009 '
� PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2900Fb-2.OE
DESIGN CRITERIA EOR ROOF BEAM (UNFACTORED LOADS)
LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL
30 15 0.000' 0.000' 0.00 TOP L/240 L/180
SPAN CARRIED IS NOT CONTINUOUS.
ALL01iABLE / WORICING STRB88 DESIGN DATA DSFLSCTION
----------- REACTION �0l�NT 8HEAR LIV� LOAD TOTAL LOAD
ACTIJAL 3029 4355 2174 0.046 0.069
]1I.LOiiABI..� 3937 16322 7897 0.294 0.392
STRESS INDICES 0.77 0.27 0.28 L/1542 L/1018
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEELECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
CONNECTION
*** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
*** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ.FT)
STRUCTURAL GEOMETRY
SPAN 1
6.000'
TOTAL SPAN: 6.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
ALL 1 UNIF DEAD ROOF TOP 333.3 PLF 0.000 6.000
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 6.000
. .--�-
� Paqa� 2 ��, �
�./
1 1 UNIF LIVE ROOF TOP 666.7 PLF 0.000 6.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.000
3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.125 2.625
4 1 UNIF LIVE ROOF TOP 48.0 PLF 3.375 5.875
5 1 UNIF LIVE ROOF TOP 98.0 PLF 1.750 9.250
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES
CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS
1 9355 2174 1.25 D+Lr
2 1979 743 0.90 D
3 1558 836 1.25 D+Lr
4 1558 836 1.25 D+Lr
5 1618 803 1.25 D+Lr
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 3029 3029
2 1029 1029
3 1121 1056
4 1056 1121
5 1089 1089
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 1029 1029
2 1029 1029
3 1029 1029
4 1029 1029
5 1029 1029
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 2000 2000
2 0 0
3 93 28
4 28 93
5 60 60
MINIMUM BEARING SIZES (IN)
HRG# 1 BRG# 2
1.500 1.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.046^ 0.299 L/1592 0.069 0.392 L/1018
2 1 0.000 0.294 0.024 0.392 L/2999 0.024 0.035
3 1 0.001 0.299 L/52317 0.025 0.392 L/2892
9 1 0,001 0.294 L/52317 0.025 0.392 L/2842
5 1 0.002 0.294 L/33709 0.026 0.392 L/2759
**** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ****
**** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. ****
�..
� PaQe�3 l=.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
STRESS INDICES CASE MSI VSI
1 0.27 0.2B
2 0.13 0.13
3 0.10 0.11
4 0.10 0.11
5 0.10 0.10
SLENDERNESS RATIO = 2.71 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED: LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
� pago�1 f`��y
, ��
LOUI3IANA-PACIFIC CORPORATION / WOOD-E DESIGN 2015.2 11/10/15 12:44:48
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGTNG BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OE ANALYSIS.
COD�ANY:
JOB ID:
STAT�: CODE: I8C 2009 ��
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2900lb-2.Oa
DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS)
LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL
65 15 0.000' 0.000' 0.00 TOP L/290 � L/180
SPAN CARRIED IS NOT CONTINUOUS.
ALLdi�ABLS / �RICING STR888 D�8IGN DATA DBFLECTION
----------- REACTION idOF�NT SHEAR LIVE LOAD TOTAL lAAD
ACTITAI. 4038 7819 3182 0.162 0.202
ALLOiIABLE 4038 16322 7897 0.394 0.525
STRE88 INDICES 1.00 0.48 0.40 L/582 L/469
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SAEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
CONNECTION
*** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT '"
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS •
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
NOTES
*** COMPRESSION EDGE HRACING REQUIRED AT EACH END OF COMPONENT.
*** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ.FT) �
STRUCTURAL GEOMETRY
SPAN 1
8.000'
TOTAL SPAN: 8.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
ALL 1 UNIF DEAD ROOF TOP 187.5 PLF 0.000 8.000
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 8.000
' p8��'2 I-�
1 1 UNIF LIVE ROOF TOP 812.5 PLF 0.000 8.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.000
3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.128 2.628
4 1 UNIF LIVE ROOF TOP 48.0 PLF 5.372 7.871 '
5 1 UNIE LIVE ROOF TOP 98.0 PLF 2.750 5.250
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES
CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS
1 7819 3182 1.25 D+Lr
2 1526 627 0.90 D
3 1605 727 1.25 D+Lr
9 1605 727 1.25 D+Lr
5 1725 687 1.25 D+Lr
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
REACTIONS FOR TOTAL LOADS
CASE BRG#1 BRG#2
1 9038 4038
a �as �ae
3 887 809
4 809 887
5 848 848
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG�2
1 788 788 .
2 788 788
3 788 788 '
4 788 ?88
5 788 788
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 3250 3250
2 0 0
3 99 21
4 21 99
5 60 60
MINIMIIM BEARING SIZES (IN)
BRG# 1 BRG� 2
1.538 1.538
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.162 0.399 L/582 � 0.202 0.525 L/469
2 1 0.000 0.394 0.039 0.525 L/2901 0.039 0.059
3 1 0.002 0.394 L/40886 0.042 0.525 L/2272
4 1 0.002 0.394 L/40886 0.042 0.525 L/2272
5 1 0.005 0.394 L/20063 0.049 0.525 L/2145 '
**** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ****
**** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. ****
� Pago� 3
**** ALLOWABLE DEELECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
STRESS INDICES CASE MSI VSI
1 0.48 0.40
2 0.13 0.11
3 0.10 0.09
4 0.10 0.09
5 0.11 0.09
SLENDERNESS RATIO = 2.71 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGNITqDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
' Paqa 1
LOUISIANl,-PACIFIC CORPORATION / T�OD-& DESIGN 2015.2 11/11/15 09:17:20 ; (
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLTANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COISPANY:
JOB ID:
STATE: C�E: ISC 2009
PRODUCT: 2-PLY 1-3/4" X il-7/8" LP LVL 2900H'b-2.0!
DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS)
-----------------------------
LIVE DEAD SPAN (L) $PAN (R) ALLOWABLE DEFLECTION
(PSF) (P3F) CARRIED CARRIED SLOPE LOADING LIVE TOTAL
----- ----- -------- -------- ----- ------- ---------- --------
30 15 0.000' 0.000' 0.00 TOP L/240 L/180
SPAN CARRIED IS NOT CONTINUOUS.
PiLL0�lA8L� / 1fORICIDiG STR�88 D&$IGN DATA DEL�CTION
----------- REACTION l�I�NT SHB11R LIVS LOAD TOTAL LOAD
---------------------------------------------------------------
ACTUAL 5651 16451 46L7 0.309 0.469
ALLOW�SLE 5652 24878 9871 0.591 0.788
eTR888 IZIDICaB 1.00 0.66 0.47 L/459 L/302
LOAD CASE 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
CONNECTION
*** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE CONII+ION OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/9'")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT 57" O.C. OR LESS.
*** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ.FT)
STRUCTURAL GEOMETRY
-------------------
S PAN 1
12.000'
TOTAL SPAN: 12.00 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
---- ---- ----- ------ ------ ------- ------------ ------------ ------- -------
ALL 1 UNIF DEAD ROOF TOP 310.0 PLF 0.000 12.000
+ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 12.000
' Paqi 2
1 1 UNIF LIVE ROOF TOP 620.0 PLF 0.000 12.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 12.000
3 1 UNIF LIVE ROOF TOP 98.0 PLF 0.180 2.679
9 1 UNIF LI�IE ROOF TOP 48.Q PLF 9.321 11.820
5 1 UNIF LIVE ROOF TOP 48.0 PLF 4.750 7.250
+ INDICATES LOAD I3 BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES
--------------
CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS
---- --------------- ----------- --- -------------------------
1 16451 4697 1.25 D+Lr
2 5622 1596 0.90 D
3 5702 1702 1.25 D+Lr
4 5702 1702 1.25 D+Lr
5 5939 1656 1.25 D+Lr
UNFACTORED SUPPORT REACTIONS (LBS) USE THE3E VALUES WHEN DESIGNING CONNECTORS
-----------------------------------------------------------------------------
REACTIONS FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG@2
---- ----- -----
1 5651 5651
2 1931 1931
3 2037 1996
4 1946 2037
5 1991 1991
REACTIONS FOR DEAD LOAD
-----------------------
CASE BRG�1 BRG#2
---- ----- -----
1 1931 1931
2 1931 1931
3 1931 1931
9 1931 1931
5 1931 1931
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRG#1 BRG#2
---- ----- -----
1 3720 3720
2 , 0 0
3 106 14
4 19 106
5 60 60
MINIMUM BEARING SIZE3 (IN)
BRG# 1 BRG# 2
-------- --------
2.153 2.153
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/3 ACTUAL ALLOW. L/? IN3TANT LONG-TERM
---- ---- ------ ------ -------- ------ ------ -------- ------- ------------
1 1 0.309 0.591 L/959 0.969 0.788 L/302
2 1 0.000 0.591 0.160 0.788 L/889 0.160 0.241
3 1 0.003 0.591 T./52221 0.163 0.788 L/870
4 1 0.003 0.591 L/52221 0.163 0.788 L/870
5 1 0.008 0.591 L/17659 0.168 0.788 L/842'
**** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CA3E 2 ****
**** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOU3. ****
' Paqd 3
• `�../
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
STRESS ZNDICES CASE MSI VSI
1 0.66 0.47
2 0.31 0.22
3 0.23 0.17
4 0.23 0.17
5 0.24 0.17
SLENDERNESS RATIO = 3.39 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
%
< . PgQa� 1 � .
. t��=�%'
LOUISIANA-PACIFIC CORPORATION / WOOD-T DE3IGN 2015.2 11/11/15 09:52:16
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESICiN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING 'BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY:
JOS ID: '
STATE: CODB: IHC 2009
PRODLJCT: 2-PLY 1-3/4" R 9-1/2" LP LVL 29508'b-2.2E �
i .
DESIGN CRITERIA FOR ROOE BEAM (UNFACTORED LOADS)
LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL
30Y 15w 0.000' 0 000' 0.00 TOP T L/240 L/180
SPAN CARRIED IS NOT CONTINDOUS.
ALLdWABI.B / i�ioDRRINf3 STRE88 DFSIGN DATA DEBLSCTION
----------- RBACTION �NT SHEAR LI�/B LQAD TOTAL LOAD
ACTITAL 1161 2104 904 0.028 0.044
AI.LO�pTAHI.� 3937 16603 8035 0.369 0.492
STRESS INDIC88 0,29 0.13 0.11 L/3106 L/2007
r.oAn cAs� i i i i i
**** THE REACTION, MOMENT ANA SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
CONNECTION
*** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OE BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
*** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ.FT)
STRUCTURAL GEOMETRY 1
SPAN 1 '
7.500'
TOTAL SPAN: 7.50 FT
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT)
---- ---- ----- ------ ------ ------- ------
ALL 1 UNIF DEAD ROOF TOP 100.0 PLF 0.000 7.500
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 7.500
� �age� 2 ( }-j f
� �/
1 1 UNIF LIVE ROOF TOP 200.0 PLF 0.000 7.500
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 7.500
3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.125 2.625
4 1 UNIF LIVE ROOF TOP 48.0 PLF 4.875 7.375
5 1 UNIF LIVE ROOF TOP 48.0 PLF 2.500 5.000
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES
CASE MOMENT (LB-FT) SHEAR (LBS) LDF LOAD COMBINATIONS
1 2104 909 1.25 D+Lr
2 745 325 0.90 D
3 825 423 1.25 D+Lr
9 825 423 1.25 D+Lr
5 928 385 1.25 D+Lr
UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTOR3
REACTZONS E'OR TOTAL LOADS
CASE BRG�►1 BRG#2
1 1161 1161
2 411 911
3 509 433
4 433 509
5 471 471
REACTIONS FOR DEAD LOAD
CASE BRG#1 BRG#2
1 911 411
2 911 411
3 911 411
4 911 411
5 411 411
REACTIONS FOR LIVE LOAD
CASE BRG#1 BRG#2
1 750 750 �
2 0 0
3 98 22
9 22 98
5 60 60
MINIMUM BEARING SIZES (IN)
BRG� 1 BRG# 2
1.500 1.500
LIVE LOAD DEFLECTIQN TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
1 1 0.028 0.369 L/3106 0.044 0.492 L/2007
2 1 0.000 0.369 0.016 0.992 L/5672 0.016 0.023
3 1 0.002 0.369 L/47631 0.017 0.492 L/5067
4 1 0.002 0.369 L/47631 0.017 0.492 L/50B7
5 1 0.004 0.369 L/24828 0.019 0.492 L/9617
**** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 ****
**** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. ****
� ' page� 9 ��
•
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
STRESS INDICES CASE MSI VSI
1 0.13 0.11
2 0.06 0.06
3 0.05 0.05
4 0.05 0.05
5 0.06 0.05
SLENDERNESS RATIO = 2.71 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MI3TAKES. YOU ARE 30LELY
RESPONSIBLE FOR ERROR3 RE3ULTING FROM INCORRECT INPUT. THIS PRQGRAM IS A DE3IGN
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCT3.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
. ,'
', ` Pago 1 .
, LOUI9IANA-PACIFIC CORPORATION / OPOOD-S DESIGN 2015.2 11/11/15 09:59:11
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAILABLE TO
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES,
INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS.
COMPANY:
JOB ID:
STATE: COD�: IHC 2009
PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 29008'b-2.OE
DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS)
-----------------------------
LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION
(PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL
----- ----- -------- -------- ----- ------- ---------- --------
30 15 0.000' 0.000' 0.00 TOP L/240 L/180
SPAN CARRIED IS NOT CONTINUOU3.
AI.LO�ABLB / iiORRING STRE88 D�SIGN DATA DBFLBCTION
----------- RaA�CTION D�D1T SH871R LIVa L011D TOTAL LOAD
---------------------------------------------------------------
ACTO1►L 1949 2802 1401 0.029 0.045
ALLO�WABLE 3938 16322 7897 0.294 0.392
STRZSS INDICEB 0.49 0.17 0.18 L/2410 L/1583
LOAD CASS 1 1 1 1 1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) ,
CONNECTION
*** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM,
SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY.
***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS;AT
12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR
HALF FROM EACH FACE. NAILS MAY BE CONa70N OR BOX NAILS
WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4")
MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE.
NOTES
*** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT.
*** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 ET (6.25 SQ.FT)
STRUCTURAL GEOMETRY
------------------
SPAN 1
6.000'
TOTAL SPAN: 6.00 FT
LOAQ PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (F"f)
---- ---- ----- ------ ------ ------- ------------ -----�------ ------- -------
ALL 1 UNIF DEAD ROOF TOP 213.3 PLF 0.000 6.000
+ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 6.000
�
; `�aQi 2 �°- 1
•
1 1 UNIF LIVE ROOF TOP 426.7 PLF 0.000 6.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.000
3 1 UNIF LIVE ROOF TOP 98.0 PLF 0.125 2.625
4 1 UNIF LIVE ROOF TOP 48.0 PLF 3.375 5.875
5 1 UNIF LIVE ROOF TOP 48.0 PLF 1.750 9.250
+ INDICATES LOAD IS BA3ED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF.
SECTION FORCES •
--------------
CASE MOMENT (LH-FT) 3HEAR (LBS) LDF LOAD COMBINATIONS
1 2802 1401 1.25 D+Lr
2 961 486 0.90 D
3 1042 579 1.25 D+Lr
4 1042 579 1.25 D+Lr
5 1100 546 1.25 D+Lr
UNFACTORED SUPPORT REACTION3 (LBS) USE THE3E VALUES WHEN DE3IGNING CONNECTORS
-----------------------------------------------------------------------------
REACTION3 FOR TOTAL LOADS
-------------------------
CASE BRG#1 BRG�2
1 1949 1949
2 669 669
3 761 696
4 696 761
5 729 729
REACTIONS FOR DEAD LOAD
-----------------------
CA3E BRG#1 BRG�k2
1 669 669
2 669 669
3 669 669
9 669 669
5 669 669
REACTIONS FOR LIVE LOAD
-----------------------
CASE BRGS1 BRG�2
1 1260 1280
2 0 0
3 93 28
4 28 93
5 60 60
MINIMUM BEARING SIZES (IN)
BRG� 1 BRG� 2
-------- --------
1.500 1.500
LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION
CASE 3PAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM
---- ---- ------ ------ -------- ------ ------ -------- ------- ------------
1 1 0.029 0.294 L/2410 0.045 0.392 L/1583
2 1 0.000 0.294 0.015 0.392 L/4614 0.015 0.023
3 1 0.001 0.299 L/52317 0.017 0.392 L/4252
4 1 0.001 0.294 L/52317 0.017 0.392 L/4252
5 1 0.002 0.294 L/33709 0.017 0.392 L/4058
**** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CA3E 2 ****
*�** TOTAL LOAA DEFLECTION SHOWN IS INSTANTANEOU3. ****
r
, 'Pngo` 3
�
**** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2L) .
STRESS INDICES CASE MSI VSI
1 0.17 0.18
2 0.08 0.09
3 0.06 0.07
4 0.06 0.07
5 0.07 0.07
SLENDERNESS RATIO = 2.71 LIMIT = 10.00
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATZON MISTAKES. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.
Paqa 1
LOUIBIANA-nwCiPIC COttPon7�2xON /WOOD-s D�BIGN 2015.2 11/09/15 13:17:16
WARNING
••• THIS �E3IGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
••• YlOOD-E DESIGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAI�AVAILABLE TO ��
ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DE3IGW 30FTWARE IN ���
THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGINC'BUILDING C006S, �
INDU3TAY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. ��
C011P7�Nt: ... �
JOH I�: �
BTI�Ti: C�: IBC 2009
BRODOCT: 1-PLY 11-7/8^ LPI 32Plua
DESIGN CRZTERIA FOR ROOF JOIST (UNFACTORED I,OAD3)
. ___... ..._...________'______ _
LIVE DEAD ALIAWAHLE DEFLECTION , � .-. . �
(PSF) (PSF) SPACING SLOPE LIVE TOTAL
.____. ____' '_'_'__ _____ _________. __'._____
65 15 24.0 0.25 L/290 L/180
LIVE LOAD NORMAL TO BEAM - 69.97 P9F DEAD LOAD NORMAL TO BEAM - 15.00 PSF
��.�.�� I���N'.8TAi88 OL8IQ7 OATl1 DL)'LEClION
"__"_'_" Ri11CTI011 [I�iRNT 9�M LIVi IAhD ROTJIL LOAD
___'_""_'__"______'_______'_'_""'__'_'_"_"'_""________
ACTCUL 1167 C115 1215 -0.161 -0.198
ALI.OWABI.z 1413 5863 1836 0.250 0.333
911tC83 IT7DICC9 0.96 0.70 0.65 2L/37l 2L/301
LOAD GSi 1 1 1 1 1
' •'� THE REACTION� MOMENT AND SHEAR OATA ABOVE ARE BA3ED ON THE MAXIMUM
STRE35 INDICES AND MAY NOT REFLECT THE ABSOLU'fE MAXIMUM ACTUALS.
"�' ALLOWABLE DEFLECTZONS ARE BASED ON THE DESZGN SPAN LENGTH (L) OR
TWZCE THE LENGTH FOR CANTILEVERS (2L).
NOTES
•*' APPLIED LOADS OV6R END BEARING AND LOADS E%CEEDING 250 LBS
OVEft INTERMEDIATE BEAAING MU9T BE TRANSFERED DIEtECTLY TO
SUPPORT HY RIN BOARD, BIACKING, SQUASH BLOCK3 OR OTNER DEVICE.
•`• COMPRE991ON EDGE B[tACING iiEQUIRED AT 54" O.C. OR LE9S.
"* THI$ LPI JOIST HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTAATED
LOAD ACTING OVER 2.5 X 2.5 t'1' (6.25 SQ.ET)
STRUCTURAL GEOMETRY
3PAN 1 RIGHT CANT
15.000' 2.500'
TOTAL SPAN: 17.50 ET SLOpE LENGTH: 17.50 FT MIN REQ STOCK LENGTH: 17.52 Ff
LOAD PATTERNS .
CASE SPAN SHAPE TYPE SWRCE LOADING W1 W2 X1 (FT) X2 (ET)
+ALL 1 UNIF DEAD ROOF TOP 30.0 PLF 0.000 15.000
rALL R UNIF DEAD ROOF TOP 30.0 PLF 0.000 2.500
+1 1 UNIF LIVE ROOF TOP 130.0 PLF 0.000 15.000
+I R ONIF LIVE ROOF TOP 130.0 PLF 0.000 2.500
+2 1 UNIF LIVE R�F TOP 0.0 PLF 0.000 15.000
+2 R UNIF LIVE ROOF TOP 0.0 PLF 0.000 2.500
3 1 UNIE LIVE ROOF TOP 96.0 PLF 0.125 2.625
P� 2
4 1 UNIF LIVE ROOF TOP 96.0 PLF 12.208 1�.708
5 1 ONIF LIVE R�F TOP 96.0 PLF 5.875 8.375
6 R ONIF LIVE ROOF TOP 96.0 PLF 0.000 2.500
+ INDICATES IAAD IS BASED ON SPACING AHD INPUT LIVE OR DEAD IA)A� PBF.
S&CPION FORCES
CASE HOt9:N7 (LB-Ff) SHEAR (LBS) LD6 LOAD COEIDINATIONS
____ �____�_..__� �_�______ __� W�_"�'_'______'�___ �
1 4115 1215 1.25 D+Lx
2 772 22B 0.90 D
3 941 434 1.2$ D+Lx
4 9�0 416 1.25 D+Ls
5 1581 343 1.25 D+Lr
6 633 315 1.25 D+L=
UNFACTORED SOPPOAT RBACfI0N9 (LB8) U9E THE9E VALVE9 WHEN DEBIGNZNG CONNECTORS
��_-__-"'�_________'_�"__'__'^__-_""_'__'__________
REAC.RION9 C^DR TOTAL LOAD9
CASE BAG�1 BRG�2 ^
1 � 1167 1633
2 219 306
3 437 328
9 243 522
5 345 420
6 199 566
A6ACfI0N9 FOR DEAD LOAD
CA9E HRG41 BAGM2
1 219� 306
2 219 306
3 219 306
4 219 306
5 219 306
6 219 306
AEACTIONS FOR LIVE LOAD
CABE BRGA1 BR6#2
1 946 1327
2 0 0
3 218 22
4 25 215
5 126 114
6 -20 260
HAXIMUM UNFACTORED 9UPPORT AEACTIOHS (PLF) USE THE9E VALOE9 NHEN TRAN9TERRING IAAD9
'_"__'___""__"_'______'_______'____'________�_'�"____��________�_'__�
BRGil: 589 BRGt2: 81�
MINIMUM BEAitING SI2E3 (INj
_'_�___"'___�'__'_'__'_'
BRGti 1 BRG# 2
1.500 3 500
LIYL+ LOAD DEFLECTION TOTAL LOAD DBET.ECTION DPJ� LOAD DEFLECTION
CA96 9YAP1 ACTUAL ALLON. L/T ACTUAL ALLOiI. L/7' IN9TANT LONG-TERlf
'_"^ ___ __�' '_____ '___'___ '__�_ ___A �_�__ �____ ______'��
1 1 0.426 0.739 L/416 0.529 0.985 L/338
1 A -0.161 0.250 2L/371 -0.198 0.333 2L/304
2 1 0.000 0.739 0.098 0.985 L/1803, 0.098 0.147
2 R 0.000 0.25� -0.037 0.333 2L/1619 -0.037 -0.056
3 1 0.024 0.739 I./7380 0.121 0.985 L/1462
3 R -0.008 0.250 2L/7382 -0.045 0.333 2L/1327
. . ._ _ . _ .. . . .. . . . . . .. . . .. .. . .. . . . .... . .
Ba{� 9
9 1 0.025 0.739 L/7051 0.122 0.985 L/1652
4 R -0.014 0.250 2L/4181 -0.051 0.333 2L/1167
5 1 0.092 0.739 L/193C 0.190 0.985 L/933'
5 R -0.034 0.250 2L/1768 -0.071 0.333 2L/845
6 1 -0.018 0.739 L/9916 0.081 0.985 L/2188
6 A 0.019 0.250 2L/3221 -0.018 0.333 2L/3217
r*** FOR DEAD LOAD D6FLECTION DATA 38.� IAAD CA9E 2 *•`*
"'i*r TOTAL LOAD OSFLECTION 9HQiN I9 INSTANTANEOU3. *"'
• ALLpWABLE D6FLECTION$ ARE BA9ED ON THE DESIGN SPAN LENGTH (L) OA
TNICE THE LLNGTH FOR CANPILEVLR9 (2L).
STRB33 INDICES CASE M9I V9I
�_Y—�YY 1 0.70 0.65
2 0.18 0.17
3 0.16 0.23
4 0.16 0.24
5 0.27 0.18
6 0.11 0.17
VERIFY YOUR INPUT TO AVOID DE9IGN AND PABRIGTION MISTARE3. YW ARE 80LELY
RE9PONSIBLE FOR BARORS RC3ULTING FROM INCOARECR' INPOT. THIS PROGRAM I9 A DE9IGp1
200L AND SdOQLD BL 036U NITtl EXTREME CARE THAT INPUT UNIF'ORM AND CONCENTAATCD
LOAD9 ARE AOCORATB IN MAGNITODE AND LOCATION. IF YW HAVE ANY QOE3TION9 OR
UNCERTAINTIS3, PLEA96 CONTACf LP.
TNI9 COMPONENT DESIGN I9 9PSCIFICALLY FOR LP ENGIN&BRED NOOD PRODOCT3.
U56 OF THIS PROGRAM TO�DE91Qi ANYTHING OTHHR TNAN LP LVL� LP L9Z� OA LPI-JOISTS
I9 9TRICTLY PROHIBITED. LP I9 A TAADII4ARK OF IAOISIANA-PACIFIC CORPORATION. '
_.. . . . .. . . .. . _ . _ . . .. ._._ .. . . . . . .. .
eaqo 1
LOOI9IAlU-pACIB'IC COAPORASZON / 1i00D-f DLBIGN 2015.2 11/10/15 08:�1:21
WARNING
*" THIS DESIGN IS VALID FOR THE PROJECT NAMED SELOW (JOB ID1 ONLY
�] I
;q . `,
`«• WOOD-E DE3IGN 2015.2 EXPIRES ON 3/31/2017. LP WILL MAKE AVAiLABL6 TO S
ALL AEGISTERED USERS AN OPOATED VERSION OF THE WOOD-E DESIGN SOFTiiARE IN
THE CONTINUING EFFYJRT TO NAINTAIN COMPLIANCE WITH CHANGING HUILDING CODES, 'G��L-
INDUSTRY PRACTICES, CODE EVALOATION REPORTS AND/OR METHODS OF ANALYSIS.
CCYBANI: � . . �, FI-� ����
JO6 ID:
ST11T6: COD�: IHC 2009 r,,�a..`i-�.
PAODOCT: 1-PLY 1-3/�" X 11-7/8" LP LVL 29001b-2.Ot - � '- `
DESIGN CRITBAIA FOR ROOF BEAM (UNFACTORED LOADS)
..... ._. . ._. _
LIVE DEAD SPAN (L) SPAN (R) ALLOWA9LE DEFLECTION
(P3E) (P9F) CA[tRIED CARRIED SIqPE IAADING LZVE TOTAL
_____ _____ ________ _'______ _____ _______ ._____... _______._
30 15 0.000' 0.000' 0.00 TOP L/240 L/180
3PAN CARRIED IS NOT CONTINUOOS.
•r.*.OIPABL7 / 110RKZNG 8TAL88 D=BIGN 07�TA DZtZZCTION
REACTZON K71RNT 8H671R LM L011D TOTAL LOAD
""_'__'_'_"_'_'_"'_________'_'_""""_'_"_""_""""'
LCTWL 1340 618B 1180 0.5�1 0.8�7
ALLO/GeLE 1969 12�39 {936 0.9�{ 1.258
STRL88 INDICiB 0.67 0.50 0.44 L/�19 L/267
LOAD G88 1 1 1 1 1
�'** TNE AEACTION, MOMENT AND SHEP.R DATA AHOVE ARE HASED ON THE MAXIMUM
ST[iES9 INDICE9 ANO MAY NOT REFLECT THE ABSOLUTE MA%IMUM ACTUALS.
•••• ALLOWABLE DEFLECTION3 ARE BA3ED ON THE DE9IGN SPAN LENGTH (L) OA
TfiICE THE LENGTH FOR CANTSLEVERS (2L),
NOTES
"+ COMPRESSION EDGE BRACING REQUIRED AT 79" O.C. OR LESS.
*"* THIS LVL BEAM HAS BEEN DE9IGNED TO SUPPOAT A 300 LBS CONCENTRATED
LOAD ACTZNG OVER 2.5 X 2.5 Ff (6.25 SQ.FT)
9TRUCTURAL GEOMETRY
_.._____'_'__..____
9PAN 1
19.000'
TOTAL SPAN: 19.00 ET
LOAD PATTERN9
CASE SpAN SHAPE TYPE SWRCE IAADZNG W1 W2 X1 (ETJ X2 (FT)
____ ____ -____ _.._..._ .__.___ _._.__..' ____________ ______._..... _______ ._____'_
ALL 1 ONIF DEAD ROOF TOP 44.3 PLE ' 0.000 19.000
+ALL 1 UNIF 4oEIGHT BEAM 5.9 PLF 0.000 19.000
1 1 UNIF LIVE ROOF TOP 88.7 PLF 0.000 19.000
2 1 UNIF LIVE ROOF TOP 0.0 PLF . 0.000 19.000
3 1 UNIF LIVE ROOF TOP 48.0 PLP 0.125 2.625
4 1 UNIF LIVE ROOF TOP 98.0 PLF 16.375 18.875
5 1 UNIF LIVE ROOF TOP 98.0 PLF 8.250 10.750
+ INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE O& DEAD LOAD P9E.
SECTION FORCES
a+v�s
CASE` MOHENT (LB-Ff) 9H2AR (199) LDF IAAD COHBINATION3
'_� __"'t.-_-"_� �.."'�_"_ _-,-_ ___�_'_"__..____________
1 6188 1180 1.25 D+Lr
2 2239 C31 0.90 D
3 2318 542 1.25 D+Li
9 2318 542 1.25 D+Lr
5 2768 491 1.25 D+Lr
UNFACTORED SOPPORT AEACTION9 (LBS) USE THE36 VALtlE3 NH6N DESIGNING CONNECTORS
__.r�__"__'�_�_______�___'____—_—'_—__—_'_'_'_'_"_____"___
REACTLOR73 FOR TOTAL LOAD9
"...�___"_'__'_
CAS6 BRGil 8RG#2 '
1 1320 1320
2 478 Q7B
3 589 4B6
4 186 589
5 538 539
REACTION3 FOR DEAD LMD
CA96 BRGil 6RG42
1 978 478
2 478 478
3 978 478
4 ��8 478
5 C78 678
REACTIONS FDR LIVE LOAD
CA9E BAG4IYBAGi2
1 892 842
a o 0
3 111 9
4 9 111
5 60 60
MLNIMILA BEARING SIZE9 (IN)
—________________'-.—_"'
BAG# 1 BAGi 2
1.500 1.500
LIVE LOAD DEFL6CTION TOTAL IAAD DEFLECTION - DEAD LOAD D6FLEGTION
CA9E 9PAN ACTUAL ALLOW. L/? ACTUAL ALi.�. L/?� INBTANT LONG-TSRM
_'__ "'_ ___'_' ______ '______' __'_� __'_'_ _ �___� ___ __'
1 1 0.541 0.949 L/419 0.847 1.258 L/267
2 1 0.000 0.999 0.307 1.258 L/739 0.307 0.460
3 1 0.013 0.944 L/17333 0.319 1.258 L/709
9 1 0.013 0.944 L/17333 0.319 1.259 L/709
5 1 0.062 0.949 L/3657 0.368 1.25B L/615
•�• FOA DLAD LOAD DBFLECTIOH DATA 9EE fAAD CASE 2 * a•
**�* TOTAL LOAD DEF7.�CTION $HONH 29 IN9TANT11H60U9. **`�
• ALIAWABLE DEk7.6C1'SONS ARE BASE� ON THE D69IGN SPAN 7:ENGTH (L) OA
TWICE TflE LENGTH EY1A CANTILBVERS (2L).
9TR&99 INDIC&9 CA36 M32 V9I
�________'__' ____ '�_' _'__
1 0.50 0.24
2 0.25 0.12
3 0.19 0.11
9 0.19 0.11
5 0.22 0.10
9LENDERNESS RATIO= fi.79 LIMIT e 10.00
.. .._ . .. . . .. . ._ . ._. ... _. . ... . .. .
.
Paq� 3
VERIFY YWR INPUT TO AVQID DESIGN AND FABRICATION MI9TAKES. YOU ARE SOLELY
RESP(#i3IBLE FOR ERROA9 RE30LTING FROM INCORRECT INPUT. TNI9 PROGRAM IS A DE3IGN
TOOL AND 9HOULD BE USED➢IITH EXTRF.ME CARE THAT INPUT UNIFOAM AND CONCENTAATED �
LOADS ARE ACCUfiATE IN MAGNITODE AND I.00ATION. IF YW HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
TFtIS COMPONENT DE9IGN IS SPECIFICALLY FOR LP ENGINEERED N00� PRODOCTS. -
USE OF T$IS PAOGRAM TO DESIGN ANYTNING OTHER THAN LP LVL� LP LSL� OA LPI-JOISTS
lS STRICTLY PROHIBITED. LP ZS A TRADEHARK OF IAUISIANA-PACIFIC CORPORATION.
.
Psqo 1
TAUIBIANA-PACIPIC CORPOR7ITIOH7 /1100�-5 DLBI@i 4015.2 11/10/15 09:03:15
WARNING
'"� THIS DBSIGN I9 VALID FOR THE PROJECT NAMED HELOW (JOB ID) ONLY
•" WOOD-E DESZGN 2015.2 EXPIRES ON 3/31/2017. LP WILL NP1(E AVAII.ABLE TO
ALL REGISTERED U9ERS AN UPDATED VEASION OF THE WOOD-E DESIGN 90FTWARE IN �
THE CONTINUING EPFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILOING CODES,
INDUSTRY PAACTICE9, CODE EVALUATION REPORT3 AND/OR METHODS OF ANALYSI3.
CQB)1N7C:
JOB ID:
9TATS: WDB: IBC 2009
PAODDCT: 1-PLS 1-3/6" X I1-7/8" LP LVL 2900?b-2.0�
DESIGN CRITEAIA FOR ROOF HF.AM (ONFACTORED LOAD9)
LIVE DEAD SPAN (LI SPAN (R) ALLOWABLE DEFLECTION
(PSFI IPSF) CARAIED CARRIED SLOPE IAADING LIVE TOTAL
_____ _____ ________ ________ _____ ...._____ ______.__._. _'__""
65 15 0.000' 0.000' 0.00 TOP L/240 L/180
SPAN CARRIED IS NOT CONTINUOUS.
ALLf�4�ln��p /iiORKIHG 8TRL88 DtBZQ7 DATA DEYLiCTION
""'_'__" Ri71CTION DUIRNS BHiAR LIVi LWD TOT11L LOAD
'_'_"_'_""'_'_'_"'_"__'_""_'_"__"_'_'_"_'__'_"""_'
]1CT011L 2626 1368 1248 0.339 O.iBS
ALLOi�➢1BLC 4596 1144� 45i1 0.700 0.933
8TR8S9 IlIDIC69 0.57 0.38 0.27 2L/695 2L/316
I4AD G86 3 3 3 7 7
•"' THE REACTION, M�NT AN� SNEAR DATA ABOVE ARE BASED ON THE MAXIMOM
STRE59 INDLCES AND MAY NOT REFLECT TNE ABSOLUTE MAXIMUM ACPUALS.
"• ALIAWAHLE DEFLECTIONS ARE BASED ON TNE DESIGN SPAN LENGTH (L) OR
TWICE THE LENGTH FOR CANTILEVERS (2LJ.
NOTES
`•• COMPRES3ION EDGE BRACING REQUIRED AT 123' O.C. OR LE59.
'•• THIS LVL BEAM HAS BEEN DESLGNED TO SUPPORT A 300 I.HS CONCENTRATED
LOAD ACTING OVER 2.5 X 2.5 FT (6.25 3Q.ET)
STRUCTURAL GEOMETRY
3PAN 1 RIGHT CANT
11.000' 7.000'
TOTAL 9PAN: 18.00 F'P
LOAD PATTERNS
CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (ET) X2 (FT)
__._ ____ _____ ______ ______ _______ __________.._ ___.._...______ ______' ______'
ALL 1 UNIF DEAD ROOF TOP 44.3 PLF 0.000 11.000
AI.L 1 UNIF D6AD SNOW TOP 24.0 PLF 0.000 11.000
+ALL 1 UNIF WEZGHT BEAM 5.9 PLF 0.000 11.000
ALL R UNIF DEAD ROOF TOP 94.3 PLF 0.000 7.000
ALL R UNIF DEAD 9NOW TOP 24.0 PLF 0.000 7.000
+ALL R ONIF WEIGHT B6AM 5.9 PLF 0.000 7.000
1 1 UNIF LIVE ROOF TOP 88.7 PLF 0.000 11.000
1 R UNIF LIVE ROOF TOP 88.7 PLF 0.000 7.000
2 1 UNIF LZVE ROOF TOP 0.0 PLF 0.000 11.000
2 1 UNIF LIVE SNOW TOP 0.0 PLF 0.000 11.000
2 A UNIF LIVE ROOF TOP 0.0 PLF 0.000 7.000
2 R ONIF LIVE 9NOW TOP 0.0 PLF 0.000 7.000
�
a�. �
3 1 UNIF LIVB SNON TOP 10�.0 PLF 0.000 11.000
3 R UNIF LIVE 3NOfi TOP 104.0 PLF 0.000 7.Q00
4 1 UNIF LIVE ROOF TOP 68.7 PLF 0.000 11.000
5 A UNIF LIVE AOOF TOP 68.7 PLF 0.000 7.000
6 1 ONIF LIYE SNOW TOP 104.0 PLB � 0.000 11.000
7 R UNIF LIVE 9NOW TOP 104.0 PLF 0.000 7.000
8 1 tlNIF LIVE AOOF TOP C8.0 PLF . 0.125 2.625
9 1 UNIF LIVE ROOF TOP 98.0 PLF� ' 8.208 10.708
10 1 UHIF LIVE ROOF TOP 98.0 PLF � 2.050 0.550
11 R UNIF LNE ROOF TOP 98.0 PLF 4.500 7.000
+ INDICATEB LOAD I8 HA8&D ON 3PAN CARRIED AND INPUT LIVE��OR DLAD IAAD PSF.
9ECTION FORCE3
CASL MOMENT (LB-kT) 9H6AA (LBS) LDF LOAD CO[�SNATIONS
'___ '_'_________' _—,�_ _r' �_'__'_'_"___"_'__
1 -3992 1141 1.25 n+Lr
2 -1820 520 0.90 D
3 -4368 1248 1.15 D+9
4 -1820 892 1.25 D+Lr
5 -3992 1141 1.25 D+Lr
6 -1820 960 1.15 D+3
7 -9368 1298 1.15 D+9
B -1820 520 1.25 D+Lr
9 -1820 606 1.25 D+Lr .
10 -1820 53B 1.25 D+Lz
11 -2510 6i0 1.25 D+Lr
UNFACTORED 9UPPORT REACTION9 (LB9) U3S TNESE VALQS9 WHEN DSSIGNING CONNECfOR9 .
�_'___�_____,___��_�—__.�.._,�_��_'_'_"--�...______.^_________�
REACPION9 FYHt TOTAL LOAD9
��__��__________�___
CASE BRGtl BRG62
1 533 2100
2 213 109�
3 583 2626
A 731 1582
5 46 1912
6 B15 1666
7 11 2054
8 3�8 1109
9 260 1197
10 327 1130
11 1B0 1277 .
REACPIONS EC1R DEAb LOAD
—_"�__________'____'
CA9& BRGN1 BRGY2
1 243 1094
2 2�3 1094
3 243 1099
4 293 1094
5 243 109�
6 2�3 1091
7 243 1094
6 2�3 1094
9 243 1094
10 293 1094
11 243 1099
REACTIONS FOR LIVE IAAD
______"_'_'__'_'____'_
CASE BRG41 HRG►2
1 290� 1306
. . ._.. . _.. . .. . _ . . .... _. ...... . .. . . _ . . . . ..
x
@aqa 3
2 0 0
3 340 1532
4 48B 488
5 -197 818
6 572 572
7 -232 960
8 105 15
9 17 103
10 84 36
11 -63 183
MININUN BEARING 3IZE3 (ZN)
_�_�______'___
BRG� 1 BAGf 2
__'____' _�___'__
1.500 3.500
LIVE LOAD DEFLECTION TOTAL LOM DEFLECTION DEAD LOAD D&FLECTION
CASE SPAN ACfUAL ALLOIi. L/? ACTUAL ALIAW. L/?�� IN9TANT LONG-TERM
�_ ____ _'__' �____ _�_�___ __�_ _�__ _____'__ __'�_' �_�.��.__
1 1 0.010 0.540 L/12196 0.019 0.719 Ll6800
1 R 0.174 0.700 2L/964 0.320 0.933 2L/524
2 1 0.000 0.540 0.009 0.719 L/14916 0.009 0.013
2 R 0.000 0.700 0.146 0.933 2L/1150 O.1C6 0.219
3 1 O.D12 0.540 L/10659 0.021 0.719 L/6215
3 R 0.204 0.700 2L/822 0.351 0.933 2L/079
4 1 0.063 0.540 L/2069 0.069 0.719 L/1882
9 R -0.115 0.700 2L/1461 0.031 0.933 2L/5409
5 1 -0.057 0.540 L/2255 -O.OSfi 0.719 L/2314
5 R 0.289 0.700 2L/581 0.935 0.933 2L/386
6 1 0.073 0.5d0 L/176G 0.080 0.719 L/1629
6 R -0.135 0.70D 2L/12<6 0.011 0.933 2L/15035
7 1 -0.067 0.590 L/1923 -0.066 0.719 L/1973
7 R 0.339 0_700 2L/495 0.965 0.933 2L/346
8 1 0.004 0.590 L/28803 0.013 0.719 L/9930
8 R -0.007 0.700 2L/246C1 0.139 0.933 2L/1207
9' 1 0.005 0.540 L/27159 0.012 0.719 L/10525
9 R -0.011 D.700 2L/19636 0.135 0.933 2L/12C8
10 1 0.010 0.590 L/13U98 0.018 0.'719 L/714C
10 R -0,016 0.700 2L/30828 0.131 0.933 2L/1287
11 1 -O.O1B 0.540 L/7101 -0.019 0.719 L/6825
11 R 0.098 0.700 2L/1718 0.249 0.933 2L/689
•'�" FOR DEAD IqAD DEELECTIOPI DA'fA SEE LOAD CA3E 2 • '
'**• TOTAL LOAD DEFLECTION SHd�Ri I$ IN9TANTANEOU9. "•�•
••• ALLOfiABLE DEFL6CTIONS ARE BA96D ON TAE D&3IGN 9PAN [,ENGTH (L) OR
TWICE THS LENGTH FOR CANTILEVEAS (2L1.
9TRB9S INDICE9 CA9E MSI VSI
'___'____'_"_ _'_' __'�_ ___"
1 0.32 0.23
2 0.20 0.15
3 0.38 0.27 �
1 0.15 0.18
5 0.32 0.23
6 0.16 0.21
7 0.38 0.27
8 0.15 �.11
9 0.15 0.12
10 0.15 0.11
11 0.20 0.13
SLENDERNE3S RATIO � 6.79 LIMIT - 10.00
_. _._ . . . . . . ... . .. . . .. .. . ..._ . ..._.. _. .
. . .. .. . .. . . .... . _ . ._
�
8�. .
VERIFY YOUR INPUT TO AVOID DE9IGN AND FAHRICATION lfI3TAKE3. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGAAM I3 A DESIGN
TOOL AN� 9HOULD BE U9ED WITH EXTR6ME CRRE TNAT INPVf UNIFDRM AND CONC6NTRATED
LOAD3 ARE ACCURATE IN NAGNITUDE AND LOCATION. IF YOU NAVL ANY 4UE3TI�73 OR
UNCERTAINTIE3, PLEASE CONTACf LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THZS PROGRAM TO DESZGN ANYTHINCa OTNER TNAN LP LVL� LP LSL� OR LPI—JOISTS
IS STAZCTLY PROHIBITED. LP I9 A TLiADEMARR OF LOUISIANA—PACIFIC CORPORATION.
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Parcel 26-118-23-43-0005 A-T-B: Abstract Map Scale: 1" =50 ft. N
ID: �
Print Date: 11/24/2015
Owner �ohn G&Cyndy L Bowlsby Market $1,768,000
Name: TotaL•
Parcel 1025 Spring Hill Rd Tax $23,928.08
Address: Orono, MN 55391 Total: (Payable:2015)
Property Residential Lake Shore Sale $1,500,000
Type: Price:
This map is a compilation of data from various
Home- Homestead Sale 08/2014 sources and is furnished"AS IS"with no
SteBd: DBte: representation or warranty expressed or
implied,including fitness of any particular
purpose,merchantability,or the accuracy and
Parcel 5.76 aCfeS Sale Other—See Certificate completeness of the information shown.
Of Real Estate Value
Area: 251,028 Sq ft Code: ��N� COPYRIGHT OO HENNEPIN COUNTY 2015 j
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Parcel 26-118-23-43-0005 A-T-B: Abstract Map Scale: 1"=200 ft. N
ID: �
Print Date: 11/24/2015
Owner John G&Cyndy L Bowlsby Market $1,768,000
Name: Totai:
Parcel 1025 Spring Hill Rd Tax $23,928.08
Address: Orono, MN 55391 TotaL• (Payable: 2015)
Property Residential Lake Shore Sale $1,500,000
Type: Price:
'This map is a compilation ot data from various
Home- Homestead Sale 08/2014 sources and is furnished"AS IS"with no
St28d: DBte: representation or warranty expressed or
implied,includi�g fitness of any particular
purpose,merchantability,or the accuracy and
Parcel 5.76 acres Sale Other—See Certificate completeness of the information shown.
Of Real Estate Value
Area: 251,028 Sq ft COde: �CN� COPYRIGHT OO HENNEPIN COUNTY 2015 �
�, —� -•:Gre�n!
https://gis.hennepin.us/Property/print/default.aspx?C=456676.79523079836,4982406.071... 11/24/2015
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Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ RATED WALLS
� ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT
v�FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP'
W ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ FOUNDATION/REMOVAL
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� ❑ DEMO-SITE ❑ SEPTIC INSTALL
i OWNERICONTRA�.'TOR TO MEET YWl:_YES_NO
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W ❑CORRECT WORK�PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY
0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY
V BEFORE CONERINO PERMANENT
❑CORRECT UNSAFE(�NDITiON WITHIN HOURS. p pHpTO TAKEN
INSPECTOR YVILL RETURN
❑STOP ORDER POSTED.CALL INSPECTOR �GTATION ISSUED
❑INSPECTION REOUIRED.CALL TO ARRANGE ACCESS.
Ca8 for the next inspection 24 hours in advanoe. (952) 249-4600
OwnerlContracMr on site:
Inspector: 13v b L •
White CopyAnapactor's FII� Canary CopylSH�Nofk�
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To: Finance Department
From: Chnstine Mattson, Planning Assistant �'�/�
v �
CC: Street File
Date: March 24, 2016
G/L: 101-22205
Re: Escrow Refund
The property owners paid another escrow when only a signature on an updated escrow
agreement was required. Please refund$2,500 to John&Cyndy Bowlsby pertaining to building
permit#2015-01444 and land use application#15-3738.
The following is attached:
• Original signed escrow agreement
• Copy of cash register receipt showing escrow amount received
Mail to: John &Cyndy Bowlsby
1025 Spring Hill Road
Wayzata, MN 55391
w:�,street files�spring hill road�1025\escrow refund form 2015-01444&15-3738.docx
, , �
BUtL.DING PERMtT ESCROW A6REEMENT
Orono Bui�lina Rs�nit�46-01444 and
Land t�s �16,�758
�n a
�►aREEMENr made mis �' d at �ew�i�w-�r
. 201�, bY snd betv�en the CITY Of CaGNO,
a Mi►u�asota municipal o�por�tlprt{'CttY")d,lohn Crndy 8owlsby("Qwners•).
�
1. A buildin9 Pertnit�p�icatian h� been filed 'f�r �l�s to tf�e exis�ng houea loc;abed at 10?,5
Sprenp H8!R,oad the('Sub�c:t Prnperty�),�galN desaibed on Exhib�A,atbu�ed.
2. th�mers requast tt�Ctt�►to t�vlew this appik�tion.
3. Ths C�y wiil�rnmence i�s revisw of tt�e appiication and incur co�ts ��oc�ated wilh aaid review
oMy iF ihe Owner�tabl�hes art escxnw to er�re reim�t bo the City aP i�a o�ta.
NOW'IHEREFORL,THE PAR�IES AGREE AS F4LLOWS:
1. DEP�SR OF ESt�tO'W FUNDB. Contemporaneously with tl�e e� ef thie Escrotiv
AA����nwrt�s shsll deposit S2�St10 v�ith the City. AN�aved inbsr+sst, if any,shaN bs p�id to tl�e Clty to
Cily fa'�s c�ost in admirtis6ering the�v acoourrt.
2. PURPbSE O�E�CRpM►,-�p��of the ee�ow�bo guaratttse r+eim�n�rrrerrt tio#he City
fnr atl out-ot-poc�c�t c�ts ttre City has incx�med (i�dt�ing pianning, engirreerin9� tn ex�ss af �500, ot leg�
c�or�ulterrt revie�r) or will �cur in revkwin9 ths plan. EHgib� �penses shall be oor�t�nt vWth e�es the
�would be re�+pan�ible for'under e building pe►mIt appli�n.l'he escx+avv will alao guara�s ra�r�u��
fio the Ciyt f�all out�#-pqdt�o�ttte C�y h�hrourred to�ure�tlte vw�ork is+pompleted in acootdenoe wilh
ths Storntwatar Pcllutbn Pteventi�Plan�the pbv�io�of Orono City Code Ct�?9.The flnandal security
may atso be usad by the C�jr M eHminafie any t�azardais con�ia�s associeted with tFre work and��pair arry
darrre�e bo�pubNc prop�r or tnirastruuoriu+e that is c�wwsec! by tl�work{indud�0 �nn
o�or�ltant ro� asaocia�6sd with �Ndhp psnnit �16-014�4 and I�nd �r �� elcatlon M�1�T3�ift
t�mpiianc�t�vtth the app�cved buiiding p�omtit is�ot aocomplish�.
�. MONTHLY BIWNO. Aa ths City rec�efires o�sultant bNls tsor incumed cx�sffi, the C�y wiil �ium
send a WII b��s Owners. Owners�II be reaponsible ior payment�the Cit�r wi#�n 90 daya of the th�ners'r+eo�ipt
of bAl.
�. D{SBUR�E'MENT FI�Y ESCROW ACCOUNT. In tl�e ev�t timt fhs�v�s do not rr�ke paymont to
tl�e Cily v�n tha�nwiname oudined tn�3 abcve, shall lesue a Stop woric O�ur►tll the C�wners pay a0 e�q�s
irivoioed�tQ�3. 11�C[t�r n�r draw from the escrow ac�ourrt wiifwut further ap�of the O+nrnets�o�mbtass
��b�'���penses It1e Gty 11ra inp.�Red.
5. CLOStNQ ElCRCW. The Balance on depo�it in the esa+ow,if any�shali bs ceturtred bo the pwnera
Mfien�e ro+rievv f�ae�compkbed�d w�no�on is rec�v�trom V�e Ownaa r+a4ue�ing ths fun�b.
i. CERTiFY UNPAlD CHARGEB. If fhe prajed fs a!� by�vr�ers,a�if ths eli�lbie expenses
incurred by the City e�xc�eed the amaint��v, tha CCityy shali ha�e �ht ta oerMy the unpafd balarx�s to the
subjed pr+cpeity pursuant bo MMn. Stat.§�415.01 and 38d"012.
CITY: Ci7Y OF ORONO
� �� �
By:�
it�: �Qh ��
'"�"�"������`;'g� ' <a�,�� o��� �o ti
- c�m.r ca�r s�it�s �
LAND USE APPLICATION ESCROW AG EMENT Y
Application# /S 373 �
AGREEMENT made this�v day,of �i� , 20 �S , by an between the CITY OF
ORONO, a Minnesota municipal corporation ( City') d �1�'1. 1
[a corporation—optionalJ ("Owners").
Recitals
1. Owners have filed Zoning Application# lb - 73 3 g formally requesting the City to
review plans for a
located at the property addressed: D S t1
(the"Subject Propert,v"l leqally described as, �eC (1.�
2. Owners request the City to review said plans which requires City approval and may require
consulting legal and/or engineering review.
3. The City is willing to commence its review of the application and incur costs associated with said
review only if the Owners establish an escrow to ensure reimbursement to the City of its costs.
NOW THEREFORE,THE PARTIES AGREE AS FOLLOWS:
1. DEPOSIT OF ESCROW FUNI�S. Contemporaneously with the execution of this Escrow
Agreement, the Owners shall deposit $�_with the City. All accrued interest, if any, shall be paid to the
City to reimburse the City for its cost in administering the escrow account.
2. PURPOSE OF ESCROW. The purpose of the escrow is to guarantee reimbursement to the City
for all out-of-pocket costs the City has incurred (including planning, engineering, or legal consultant review) or will
incur in meeting with the Owners, reviewin the plans, and preparing agenda packet material for City Council
review of application #�� - 373� . Eligible expenses shall be consistent with expenses the Owners
would be responsible for under a land use application.
3. MONTHLY BILLING. As the City receives consultant bills for incurred costs, the City will in turn
send a bill to the Owners. Owners shall be responsible for payment to the City within 30 days of the Owners'
receipt of bill.
4. DISBURSEMENT FROM ESCROW ACCOUNT. In the event that the Owners do not make
payment to the City within the timeframe outlined in #3 above, shall cease all reviews until the Owners pay all
expenses invoiced pursuant to #3. The City may draw from the escrow account without further approval of the
Owners to reimburse the City for eligible expenses the City has incurred.
5. CLOSING ESCROW. The Balance on deposit in the escrow, if any, shall be returned to the
Owners when all requirements related to the project are complete. City Staff shall review the terms of this escrow
agreement two times per year to determine whether the requirements of the project have been successfully
completed and whether it is appropriate to return the funds. Owner may also request the release of the funds,
and such funds shall be released upon City Staff receiving the appropriate verification that all requirements of the
project have been successfully completed.
6. CERTIFY UNPAID CHARGES. If the project is abandoned by Owne or if the eligible expenses
incurred by the City exceed the amount in escrow, the City shall have the right to c i the unpaid balance to the
subject pursuant to Minn. Stat. §§415.01 and 366.012.
CITY: CIT O O OWNE :
By: BY�
its: I�CC7C.v�-I�,�ti�-- �ts:
Mternal Use�r�1y: ' l�flrigtn���o�inance�epartmer�t �t�Copy to.Zonlhg��le ��py�o S#reet f11e
Packet Last Updated: January 2015
Page 10
LEGAL DESCRIPTION OF PREMISES SURVEYED:
That part of Government Lot 2, Section 26, Township 118, Range 23, lying southerly of Old
County Aid State Highway No. 6, and lying easterly of the following described line:
Commencing at the northwest corner of the Southeast Quarter of said Section 26; thence on
an assumed bearing of South 1 degree 03 minutes 45 seconds West along the west line of
said Southeast Quarter a distance of 1168 feet to the point of beginning of the line being
described; thence South 45 degrees East a distance of 569.03 feet; thence South 54 degrees
35 minutes East to a point of intersection with the East line of the West 619 feet of said
Government Lot 2; thence South 1 degree 03 minutes 45 seconds West a distance of 304.38 feet;
thence South 11 degrees 30 minutes East to the Southerly line of said Government Lot 2 and
there terminating.
_ ', , CITY OF ORONO ,�c Z 0 1 5 — 0 0 4 6 3 *
2750 KELLEY PARKWAY DATE ISSUED: 04/22/2015
ORONO,NIN 55356—
952 249-4600 FAX: 952 249-4616
ADDRESS : 1025 SPRING HILL RD
PIN : 26-118-23-43-0005
LEGAL DESC : LTNPLATTED 26 118 23
: LOT 000 BLOCK 000
PERMIT TYPE : ESCROW FEE-APPLICANT
PROPERTY TYPE : RESIDENTIAL
CONSTRUCTION TYPE : ESCROW FEE-APPLICANT
NOTE: THIS a2500 ESCROW IS TIED TO ZONING APPLICATION#15-3738
APPLICANT ESCROW FEE-APPLICANT 2,500.00
ESCROW FEE-DEVELOPER 0.00
BOWLSBY,JOHN&CYNDY TOTAL 2,500.00
1025 SPRING HILL ROAD
WAYZATA,MN 55391- Payment(s)
CHECK 12565 2,500.00
OWNER
BOWLSBY,JOHN&CYNDY
1025 SPRING HILL ROAD
WAYZATA,MN 55391-
AGREEMENT AND SWORN STATEMENT
The work for which this permit is issued shall be performed according to
the approved plans and specifications,applicable City approvals,and the
State Building Code. This pevnit is for only the work described and dces
not grant permission for additional or related work which requires separate
permits. All provisions of laws and ordinances goveming this type of work
shall be compied with whether or not specified herein.'fhis permit will
expire and become null and void if construction authorized is not
commenced within 180 days of the date of issuance,or if construction is
suspended for a period of 180 days at any time after work has commenced.
The applicant is responsible for assuring all required inspections are
requested in conformance with the State Building Code.This permit may be
revoked at any time for due cause.
� / /
Applicant Permitee Signature Date Issued By Signature Date
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