The URL can be used to link to this page

Home My WebLink About2017-00073 - new structure CITY OF ORONO * z 0 1 7 - 0 0 0 7 3 * 2750 KELLEY PARKWAY DATE ISSUED: 03/2U2017 ORONO, MN 55356- (952) 249-4600 FAX: (952) 249-4616 ADDRESS : 669 MINNETONKA HGLD LA PIN : 06-117-23-44-0007 LEGAL DESC : MINNETONKA HIGHLANDS ESTATES : LOT 003 BLOCK 002 PERMIT TYPE : NEW STRUCTURE PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : SINGLE FAMILY ACTIVITY : 101-SINGLE FAMILY HOUSES,DETACHED VALUATION : $ 789,386.00 NOTE: SEPARATE PERMITS REQUIRED:PLUMBING,MECHANICAL,SEPTIC,FIREPLACE,GRADING,FIRE, WATER CONNECT[ON,SEWER CONNECTION,LAWN IRRIGATION,OTHER , WELL(STATE),ELECTRICAL(STATE) NOTE:PLEASE SEE AND[NITIAL NEW BUILDER ACKNOWLEDGEMENT FORM SAC PAID#2819- 1973 A DEMO MUST BE ISSUED BEFORE THE BUILDING PERMIT IS ISSUED,A DIFFERENT CONTRACTOR IS PULL[NG THAT. APPLICANT PERMIT FEE SCHEDULE 5,152.42 LDK BUILDERS INC PLAN REVIEW 136.50 8242 125TH AVE STATE SURCHARGE(VALUATION) 394.69 MILACA, MN 56353- TOTAL 5,683.61 (612)685-9066 Payment(s) Minnesota State License#: BUIL-1327 CHECK 57884 5,683.61 OWNER SHIELDS, MICHAEL& MELISSA 800 LANEWOOD LANE N PLYMOUTH, MN 55447- 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 permit is for only Ihe work described and does not grant permission for additional or related work which requires separate permits. All provisions of laws and ordinances governing this rype 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 l80 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. > �— �l�-i ��c�,�� c �-��L. ��; i �_� (i r Applicant rmitee Signature Date [ssued By Signature ' Date `� �l City of Urono -� � � � ` � Building Permit Application � y� for �lew Structures or Additions �:��`� Mailing Address: � ��`, PQ Box 66 Permit number: '- � �. (� `�, Crystal Bay, MN 55323-�J�J56 Date re�eived: � —2 � — ��t� Streef Address:' — R��e ived by: - `,, �\! � ,1 2754 Keiley Parkway � t�� , �(�E Pfan review fee: � � �� `� ' c�`;' Orono, �AN 55356 � �'�. �'��"�Es Ho��;,� Main: 952-249-46�0 �-�'"�I �5J� __/ � -" Fax: 952-249-4�16 �4var�wf;.�ron .mn.u� —��____.__ _ 7hi5 cippflGat10n forlTl rT'1USt b2 GotTtpleted in f�tll atld a(I reqUir�d Irt�Orrr►atlply rrtUSt b�5Ubrt'1ltted. incompEete applica#ions wilf be returned. (Please prinfl GENERAL INFQRAtIAT10N: Job Site Address: (� � - , Will this be a Parade of Homes, Remadelers Showcase Home ar at r Display Home? [] Yes No If yes,a special e.venf permit is requ�red with Palice Department an�City Cvuncif approval 6�days prio�tc�the event. ShutUe bus servrce will be �equirad untess appli�ant demonsirates suflir,renf on-sife parkir�g is�valfabte. lUon-,��rmr#ed Pvents�v�ll nc�f t�ailowed. CONTRACTOR t APPLICANT WFORMATION: Name: - State�icense# ��;y�1 Expiration Date: Phflne: � (cell) (office} Mailing Address: — - Ci : ZlP: Contact Person: ;� Appiicant is: ontrac or J Homeowner (Circte One) Email and�or Fax: � .� � .. ✓ � PROF'ERTY OWNE IIVFORMATION: Name: ��a,��S /"r�•�t �E d��L�� Phone{day): Address: i°�p0 �.t��c� f�.il C�h`:�Y-e�c�l'r"� ZIP: ��'7 �mail and/or Fax ARCHITECT!ENGINEER INFt3RMATION: Name: 1�±��. 1.�:N�C�:.� Phone(day): Addr2SS: a.• .� Ciiy: ��i�GkL ZIP: .�_C'��.'7 Email andlor Fax: — � � �. �, � PROJECT INFORMATION: Descriptic�n o#pro�ect:__ 1.Type of Pro}ect 2.Proposed Use 3.5tructure Type 4.Sewage Dlsposal& Water Supply New Consiruction [�Single Famify wiFh ❑Accessory Bldg.%Garage ❑Addition � attached garage ❑ Deck Public Sewer ❑Accessory Building ❑ Single Fam€iy with ❑Office�Commercial ❑Relocation detached garage ❑ Residence ❑ Private Sewer ❑Other. (speci#y} ❑ Muftiple Family 1 Condo ❑ Retaining Wall(s) ❑ Pub(ic A-feet or greater ❑ Public Water **Any earth movement may require ❑Comn�ercial ❑Starage MCWD review 8 permits. ❑ Irdustrial ❑Warehause �Private Well Minnehaha CreAk VYatershed District(MCWD) [�Qther: {sper.ify) ❑C7ther(specify? 15320 Minnetanka Blvd Minnetonka,MN 55345 _______ ___.__._____. Phone_ 952-471-05�D �ax: 952-4%1-OB82 www.minnehah7acregk.or Estimated Construction Valuation (excluding lar�d) � 7�� Packet Lasi U,�dated: Augus!2D15 P�age 21 �+m+t A 3At'5�+�@.+£1'Sn. SS!! !�+��L�'.b1S"1 S('!✓a6. � t�.Struc�ure Dimenalons f.Str�lcture Dlmenslons{rontinued) Z.Type ot Construcdoh �, �G � r s.l_ength fft}= �� tJumber of Dadrooms= .r`> � �Wood/�rame b.Width�ft-)= q�" Number ot garage stalls: d Ma�oqky ��CG U��{�l C'C� �(`��`,� � Areas tt�sauare}eet ' Attached=� ❑��^r f i /` . �► l�O�l�, c.B a s e m e rn= 3d a ❑Pot�eldg. � ✓�� r�t�n�� p��c�� `Fie�t —Z0�`� �i d,s�sto�r � p o�r$►re pretab e.2^a Sio►Y= � f. 1h�Story �_ .a ❑-��j -s�ls Prefab C�q�fi�►4ptease.specffyl; g.Tatal,f�ea= � , f �EQur�eo sue�tirra�s: Ali of the information must be submitied in atdsr for our ii�atic�rt to be rocessed: Not _ _ „ _. _ .._ _ Enclasexf A licabie Cl C7 Buik#in f'errn��ow A reemeni and Fees � ❑ Pien Review Fe� D ❑ Ca ieted R licafion Form Q 0 Pra osed B�ikiin Plans—2 full si�e s�t ta scais and i reduced 11 x 17 or 8�h x 11 set � � IiAinnesota State�nerg Code Calaularions and Mechanical Got3e R u#remsr�ts ❑ ❑ Sunre —2 foU size,ta scaie(mee}' ALt su,nre r uiremertts} �► ❑ Hat�cover Catcuiatians L1 ❑ Se Elt em Gertii3catian � a Minnehaha��ek Watershed Disfrid{NIG4VDy Permit or � Oocument�tion i�orri MCV11D sYatin ho imii is re uired 0 l.andsca Wails qridtor Retaini YVaf!Plartis L] ❑ Starmwater Poflution Prevention Plan�SWPPP) CI Q A�ess Psrmit ❑ ❑ Data Pr �dviso Fcatm APRLfCANT/OWNER ACKN�INLEDGEMENT: � Aflrees to provida a!!irdormation r+�quired or requasled b�r the Bulldinp deparUnettt; • Agrees fo pay ths City of Orono!nr engineering aonx�itent revMrw costa In exetss of�600; s �ertifies that the ir�formation suppAed is true and correct to the baet oi hislher#mowleclge_ The appBc�rtt recoQnaes thatt?fey are solely�esponsible fur submitdng a complate aRPlicatign bein9'�vu�ihai upvn failure to do ap,the stsff has no a�tetnative but to r�ject�t ur�ti!!t Is camplete: • A�knowledgas the Escrow Agreemen#is cqmpfeted a[x!signed; • Und�rstands svme or aN of the information thai you are asiced t�,prtsvide on thie "appNcatian fs cta�iti�d by State lew as eitlter private or eonfidei�tiai. Privata data is infarmation which generallytzannot be given to the public bu!can k�e g+ven to the subject of the data. Confidantial data is intormaiion which�sneralfy cannot be gi�an to either the pubilc ot the sutr�sd ot the data. Our purpose and intencled usa ol thJs informatian fa to.annual4y update our records and tscorcls df other�ovemmerrta{ agencies required by law. If you re#use to supply Fhe iniormation,the apptication may not ba issued. • �diraea�it!n Ehe avejit:that we��her nr Qth�t c:ant�Eli�nR preYe�tha co.mplatlory ot an as-bu�(t u�tvey ac�he Hrt+s� C�riif}�ate dt�G7iricupa�3c�r.ls:r�gefe�ted.a•ts,Itr�rtiraFy Ccrfifkata tft;Ot�sup�n�Y��+1�pc?n recet,pi at a S1a.�Ob �.f�+w!a ens��:wif��,Hkt�pn vf�tf►a�s�4ui1L'�uivey an¢$N�sAte.Nu�pve�»e�+ts; APplicarYt�s Signature:_. Qate: �� '� "� Uwner's Signature: /�� t)ate: _ �a �1"7 � Pacx�riasru�ararear,au9ust2are Page a� f PLAN REVIEW CHECKLIST FOR NEW STRUCTURES / ADDITIONS Address: F�YJ� � Permit No.: �7 "��1J7� Description of work: ___IV.�Vv �1IC/�NC� Date Rec'd: � '��' � / Septic review by: �UVll `�'WC.� ( Date Approved: -'�—� Zoning review by: �( T� Date Approved: 2'��• 1�� Building review by:_;��c�-�� /%,�� Date Approved: 2 l� , Grading review by:_� Date Approved: lb �(�1�- Zoning District: ''� Zoning File#: Resolution? Yes Reso#: Reso Date: Signed: Yes o Resolution/NA Zoning: Lot Area:�Z�3 AC Width: Structural Coverage: qQL�SF ��. ( % r; Survey Submitted: �es � No Date of Survey: � '�� '�, Revised date(?):�� / Landscape plan submitted? �Yes Landscaper: � No/None proposed Pro osed Setbacks: Front(L e Rear S et � � t0 ( �) ( N �S E W ) (� S E W ) Other Buildings Wetland ��ide Side +w► ��3 -7 � Z�� ► Buildina Heipht Analysis: Distance Between First Floor and defined Top of �a� �� Roofy` See "buildin hei ht" definition : First Floor Elevation from buildin lans : (b) 'J(o,� Highest Existing ground level (per survey) or 10' �� 7� above lowest round level, whichever is lower: �J Difference between b and c : (d) � Defined Buildin Hei ht(a -(d): �e� �� Shoreland District MCWD Permit Average Lakeshore Setback g�uff Met? �s 0 No Permit Number: l, .-. 3 Yes 0 No � N/A � Ye No ' � 0 N/A-see attached Setback: Stormwater Quality Existing Proposed Overlay District Tier Hardcover Hardcover Variance Requirec� CUP Required circle one % and s % and s � O 2 3 4 5 2.1.$`�'�0 1A.?loJp 0 Yes 0 No � Yes ,0 No Q �gr'J S'f �713 $f Type�S�' , TYPe(S)� ' Updated: October 2016 v:\forms�plan review checklist 10-2016.docx Fees to be Char ed YES NO Permit t/ Plan Review (/'�" State Surcharge (� Investigation Fee ��' SAC—Number of SAC U�its Other(specify) S uare Foota e $ er S uare Foota e Basement ,h / 7 X ��p, �,(P = � g � .Z 1� Floor�� Z �v�D`� ��.�7 X )�U� _ $ �-�' .�Z. S' ;,; _ ,- _ ',;;;�,�� C� 38�-f-�_ X 7 = $ �f � Garage q� c� 1j,�0 'f l �� x v?�• _ $ 5�`�f'I�� /- � Estimated Construction Value: $ 7 S l, ,��P Orono Inspections Required Work Requiring Separate Permits Footing � Site Plumbing � Grading/Filling Poured Wall Silt Fence/Erosion Control Mechanical 0 Fire �Foundation Survey 0 Hardcover Removal Fireplace 0 Water Connection 0 Framing 0 Other(specify) 0 Masonry �,Sewer Connection Waterproofing/Drain tile � Mfg. 0 Lawn Irrigation Foundation Waterproofing 0 Other(specify) � Landscaping Framing Insulation �As-B u ilt Su rvey � Final �Lathe Required State Permits � Other(specify) Well Electrical REMARKS (in-house): OFFICIAL 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. Updated: October 2016 v:\forms\plan review checklist 10-2016.docx Permit A�plication: Self-Gheckiist for Campleteness Please note, the appiicant must initial in t�e bc�xes belaw to acl�nowledge the minimum required information is included with #he submittal. If not, the appiication wili NOT be accepted. Cali 952.249.4620 to scheduie a meetirt� with staff if you have questians on application submittal requirements. �� Completed Application , � � � . . � �� ,� Plan Rev�ew Fee Pa�d � ��;,� `' �� -��w�-� �� N� �,,, � � �ro1� . 1� � �1 � � Signed Escrow Agreement & Escrow Payment ��l.� � f Buildin Plans �to scale} x2 v ��C 9 � � ��G`� � Certificate of Survey (to scale) showing the proposed projec�& meeting all requirements x2 i" J Hardcover Calculations (if applicable} ��' r" � ��-� I am aware that Urono will not issue a building permit without a �n�'," c o p y o f M C W D p e r m i t s (o r d o c u m e n t a t i o n f r o m t h e M C W D s t a t i n gr� �`��C the proposed project does no# trigger their permitting �� requiremen ts}. I wi l l contact t�e M G W D at 9 5 2-4 7 1-0 5 9 0 rega ingethi�ject. Signed by. ��— Address; ��Ct ,�r� �-. �. / � - � �,,, .y � Permit #: �O �� -7 •� Packst Cast Updaiscl: August 2t]?5 Page 2 Builder Acknowledgement Form Permit #2017-00073 / 669 Minneto ka Highland Lane Builder Representative Name: 1--� T � �'"' �-~� Permit Conditions: Initials **NOTE CHANGE** Before scheduling an exterior insulation and/or drain tile inspection,a foundation as-built survey must be submitted and approved by the City or a Stop Work order �� will be issued. Schedule a minimum of one hour for the framing inspection. � l�p Erosion control mechanisms must be installed &inspected by the City prior to any land disturbing activities; and maintained throughout the entire project. It must remain until vegetation has been established.The contractor must provide a minimum of a 24 hour notice L� j� prior to inspection. Streets shall be cleaned and swept within 24 hours whenever tracking of sediments or soils �� occurs and before the site is left idle for weekends and holidays. Grading around new home must not direct surface run off onto the neighboring properties. �,� �/ l�. Separate utility permits will be required for the sewer connection. �� No underground sewer within 20 feet of well. �� Prior to the issuance of a Certi�cate of Occupancy an as-built survey and hardcover calculations �� must be submitted and approved. In the event of winter or other extended unfavorable weather conditions(which prevent the � completion of the exterior improvements and/or as-built survey)a Temporary Certificate of � Occupancy(TCO) may be necessary. A TCO requires a $10,000 escrow. 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 1..�� 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 and a building permit to be submitted and �� approved prior to construction. w:\streetfiles\minnetonka highland lane\669\builderacknowledgement 2017-00073.docx �o�o C ITY OF ORONO � � Street Address: Mailing Address: Telephone(952)249-4600 �, Gti 2750 Kelley Parkway I P.O. Box 66 Fax (952)249-4676 lq F, Orono,MN 55356 Crystal Bay,MN 55323 I www.ci.orono.mn.us 'FFS HOIt lanuary 31,2017 Larry Kuperus LDK Builders, Inc. 8242 125�'Ave Milaca,MN 56353 Re: Building Permit Application#2017-00073 669 Minnetonka Highland Lane On January 25, 2017 the City received a building permit application for a new single family home. Staff conducted a preliminary review based on the information provided and recommends the following items be submitted or revised in order for your application to be considered complete and for the plan review to continue: 1. Certificate of Survey. A survey dated 1-10-2017 was submitted; however there are some of the City's survey requirements missing. Please provide two copies of an updated,full-size certificate of survey which meets all of the City's survey standards(enclosed): a. Top of Foundation. The top of foundation elevation is shown on the survey. Please have the surveyor show the point or spot on the perimeter of the foundation where the top of foundation elevation is in reference to. Please note, we expect the location to be consistent when submitting the foundation as-built. b. Please call out the first floor elevation. c. Please show all senrice utilities. A well is shown and labeled as irrigation well. Please show the location of the well that will serve the house. Please note our engineer has not reviewed the survey,so additional comments may be forthcoming. 2. Landscape Plan. Prior to the issuance of the building permit a landscape plan must be submitted showing all the proposed exterior/landscaping improvements,i.e.patios,grading,sidewalks,retaining walls,etc. The plan should include the name of the individual performing the work. Any proposed patios, �rading, sidewalks, retaining walls shown on the landscape plan should also be reflected on the'survey. 3. 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. January 31,2017 669 Minnetonka Highland Lane Page 2 of 2 The following are advisory comments: 1. in order to receive the Sewer Availability Charge(SAC)credit,a demolition permit must be issued prior to or at the same time as the building permit is issued. If the building permit is issued first a SAC fee of$2,485 will be required at the time the demolition permit is issued. 2. Sewer disconnection and reconnection permits are required. 3. The building permit application doesn't contain the property owners email address. Please provide us with their email address so we may communicate with them in a timely fashion. 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. Sincerely, CITY OF ORONO �r'J 1�v`s Christine Mattson Planning Assistant c Larry Kuperus(via email) Mike&Melissa Shields David Pemberton (via email) Roger Peitso, Building Official enclosure r ��fi. City of Orono I Hardcover Calculation Worksheet .�� = Property Address: 669 Minnetonka Highiand Lane,Orono r '`�k:� ��-` Prepared By: Bryan Voit Date: 1/10/2017 SB Job Number: 5035-146 Prepared By: Bryan Voit Stormwater Quality Overlay Distritt Tier:(Circle One) Tier 1 Tier 2 Tier 3 Tier 4 Tier 5 Step 1:PROPOSED HARDCOVER In the following table,identify all items of existing hardcover on the property,keyed by letter to Certificate of Survey (survey must accompany this form).Use as many�ines as necessary to accurateiy depict existing hardcover status of the property.For Tier i properties,Identify any features by letter which are split at the 75'setback iine and calculate hardcover square footage separately for each portion. Key to Survey Hardcover Item(Describe) Length x Width Total�Square Feet) (Example) (Garage) (24'x 30') {720 S.F.) A HOUSE IRR. 4201 S.f. B STOOP#1 IRR. 209 S.F. � STOOP ii2 IRR. 75 S.F. � SDIEWALK IRR. 124 S.F. E DRIVEWAY IRR. 3264 S.F. F SCREEN PORCH 17.5'X 16' 280 S.F. G EXISTING CONC.STAIRS IRR. 296 S.F. H SIDEWALK IRR. 7Z S_F. � DECK 12'X16' 192 S.F. � S.F. K S.F. L S.F. M S.F. N S.F. O S.f. P S.F. Q S.F. R S.F. S S.f. T S.F. � S.F. V S.F. W S.F. X S.F. � Y S.F. Z S.f. (1)Total Proposed Hardcover 8713 S.F. Excludable Hardcover(See City Code Sec 76-1684): 5.�. S.F. S.f. S.F. S.F. (2)Total Excludable Hardcover S F (3)Net Proposed Hardcover[Subtract�ine(2)from line(1)] 8713 S.F. (4)Total LotArea 42063 S.F. Proposed Hardcover Perceniage j�3)i(4)) 20.71% 9'0 (Proposed Hardcover next page) This is on informotion pocket regording Hardcover.Every effo�t has been made to insure the accuracy of the information contrained herein;however,if ony information is not consistent with City Code,the Code provisions wil!prevail. 5�l�Zo�� - � � .�� o �-rr� �� ov �' � f� �� R �}��- City of Orono ��'�� .f .,,,� .'�.�� '. ' �ti.�� r)\... �n i� +f� ' Hardcover Calculation Worksheet �� •� _ _ � , Property Address: 669 Minnetonka Highland Lane,Orono ,-,.T �.�, ` �� , � : � � . • -1 •`��' Prepared By: Bryan Voit Date: 1/9/2016 SB Job Number: 5035-146 Prepared by: Bryan Voit Stormwater Quality Overlay District Tier:(Circle One) Tier 1 Tier 2 Tier 3 Tier 4 Tier 5 Step 1:EXISTING HARDCOVER In the following table,identify all items of existing hardcover on the property,keyed by letter to Certificate of Survey(survey must accompany this form).Use as many lines as necessary to accurately depict existing 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 separately for each portion. Key to Survey Hardcover Item(Describe) Length x Width Total(Square Feet) (Example) (Garage) (24'x 30') (720 S.F.) A HOUSE(TO BE REMOVED) IRR. 2883 S.F. B STOOP(TO BE REMOVED) IRR. 81 S.F. C DRIVEWAY(TO BE REMOVED) IRR. 5013 S.F. D PAVER WALK(TO BE REMOVED) IRR. 110 S.F. E PAVER PATIO#1(TO BE REMOVED) IRR. 333 S.F. F PAVER PATIO#2(TO BE REMOVED) IRR. 275 S.F. G CONC.STAIRS IRR. 296 S.F. H RET.WALL#1(TO BE REMOVED) IRR. 30 S.F. I RET.WALL#2(TO BE REMOVED) IRR. 136 S.F. J CONC.PAD(TO BE REMOVED) IRR. 28 S.F. K S.F. L S.F. M S.F. N S.F. O S.F. P S.F. Q S.F. R S.F. S S.F. T S.F. U S.F. V S.F. W S.F. X S.F. Y S.F. Z S.F. (1)Total Existing Hardcover 9185 S.F. Excludable Hardcover(See City Code Sec 78-1684): S.F. S.F. S.F. S.F. S.F. (2)Total Excludable Hardcover 0 S.F. (3)Net Existing Hardcover[Subtract line(2)from line(1)] 9185 S.F. (4)Total Lot Area 42063 S.F. Existing Hardcover Percentage[(3)+(4)] 21.84% % (Proposed Hardcovernextpage) This is an information packet regarding Hordcover.Every effort has been made to insure the accuracy of the information contrained herein;however,if any information is not consistent with City Code,the Code provisions will prevail. � � . , ��y City of Orono F Hardcover Caiculation Worksheet � _4��h , _� ._ � Property Address: 669 Minnetonka Highland Lane,Orono �;r'¢+'�r'. � 'r'°""��; Prepared By: Bryan Voit Date: 1/10/20ll SB Job Number: 5035-146 Prepared By: Bryan Voit Stormwater Quality Overlay District Tier:(Circle One) Tier 1 Tier 2 Tier 3 Tier 4 Tier 5 Step 1:PROPOSEO HARDCOVER In the following table,identify all items of existing hardcover on the property,keyed by letYer to Certificate of Survey (survey must accompany this form).Use as many lines as necessary to accurately depict existing hardcover status of the property.For Tier 1 properties,Identify any features by letter which are split at the 75'setback line and caiculate hardcover square footage separately for each portion. Key to Survey Hardcover Item(Describe) Length x Width Total(Square Feet) (Example) (Garage) (24'x 30') (720 S.F.) A HOUSE IRR. 4201 S.F. B STOOP#1 IRR. 209 S.F. � STOOP#2 IRR. 75 S.F. D SDIEWALK IRR. 124 S.F. E DRIVEWAY IRR. 3264 S.F. F SCREEN PORCH 17.5'X 16' 280 S.F. G EXISTING CONC.STAIRS IRR. 296 S.F. H SIDEWALK IRR. 72 S.F. � DECK 12'X16' 192 S.F. J S.F. K S.F. L S.F. M S.F. N S.F. O S.F. P S.F. 4 S.F. R S.F. S S.F. T S.F. U S.F. V S.F. W S.F. X S.F. Y S.F. Z S.F. (1)Total Proposed Hardcover 8713 S.F. Excludable Hardcover(See City Code Sec 78-1684): S.F. S.F. S.F. S.F. S.F. (2)Total Excludable Hardcover S.F. (3)Net Proposed Hardcover[Subtract line(2)from line f 1)] 8713 S.F. (4)Total lot Area 42063 S.F. Proposed Hardcover Percentage[{3)��4)] 20.71% % (Proposed Hardcovernextpage) This is on information packet regarding Hardcover.Every effort has been made to insure the occuracy of the information contrained herein;however,if any information is not consistent with City Code,the Code provisions will prevail. Christine Mattson From: Christine Mattson Sent: Tuesday,January 31, 2017 1226 PM To: 'Idkbuilders@gmail.com' Cc: pemberton@sathre.com; Roger Peitso Subject: 669 Minnetonka Highland La/#2017-00073 Attachments: letter.pdf;Survey Requirements -August 2015.pdf Larry, Attached is a copy of the letter and enclosure being mailed today. Please don't hesitate to contact us if you have any questions. Christine Mattson Planning Assistant City of Orono 2750 Kelley Parkway I Orono � MN � 55356(physical addressJ PO Box 66 I Crystal Bay � MN I 55323-0066(mailing addressJ '� 952.249.4620 0 8 952.249.4616 � cmattson@ci.orono.mn.us � � www.ci.orono.mn.us Office Hours: Monday- Friday 8 am to 4:30 pm OUR OFFICE WILL BE CLOSED: Monday, February 20,2017 1 , � ', .,�,��,�;��. City of Orono 0,,, Hardcover Calculation Worksheet i , ', O ��,-'�� :+ � ; ' , Property Address: 669 Minnetonka Highland Lane,Orono "�. ��_ O - -- Prepared By: Bryan Voit Date: 1/10/2017 � SB Job Number: 5035-146 Prepared By: Bryan Voit Q Stormwater Quality Overlay District Tier:(Circle One) Tier 1 Tier 2 Tier 3 Tier 4 Tier 5 � Step 1:PROPOSED HARDCOVER Q In the following table,identify all items of existing hardcover on the property,keyed by letter to Certificate of Survey _ (survey must accompany this form).Use as many lines as necessary to accurately depict existing 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 separately for each portion. Key to Survey Hardcover Item(Describe) Length x Width Total(Square Feet) (Example) (Garage) (24'x 30') (720 S.F.) A HOUSE IRR. 4201 S.F. B STOOP#1 IRR. 209 S.f. C STOOP#2 IRR. 75 S.F. D SDIEWALK IRR. 124 S.F. E DRIVEWAY IRR. 3264 S.F. F SCREEN PORCH 17.5'X 16' 280 S.F. G EXISTING CONC.STAIRS IRR. 296 S.F. H SIDEWALK IRR. 72 S.F. I DECK 12'X16' 192 S.F. 1 S.F. K S.f. � S.F. M S.F. N S.F. O S.F. P S.F. Q S.F. R S.F. S S.F. T S.F. U S.F. � S.F. W S.F. X S.F. Y S.F. Z S.F. (1)Total Proposed Hardcover 8713 S.F. Excludable Hardcover(See City Code Sec 78-1684): S.F. S.F. S.F. S.F. S.F. (2)Total Excludable Hardcover S.F. (3)Net Proposed Hardcover[Subtract line(2)from line(1)] 8713 S.F. (4)Total Lot Area 42063 S.F. Proposed Hardcover Percentage[(3)+(4)] 20.71% % (Proposed Hardcover next page) This is an information packet regarding Hardcover.fvery effort has been made to insure the accuracy of the information contrained herein;however,if any information is not consistent with City Code,the Code provisions will prevail. �� ,:,,,� `� �t ...4 r� ...-�:�"y,"p k,��.i#:€ ,��. f, � �+'^'lr;"� ��-� ' -=,-- City of Orono ,�� g,�fJ. Hardcover Calculation Worksheet I } � 1�':� . � Property Address: 669 Minnetonka Highland Lane,Orono •, � � ��_- Prepared By: Bryan Voit Date: 1/9/2016 SB Job Number: 5035-146 Prepared by: Bryan Voit Stormwater Quality Overlay District Tier:(Cirde One) Tier 1 Tier 2 Tier 3 Tier 4 Tier 5 Step 1:EXISTING HARDCOVER In the following table,identify all items of existing hardcover on the property,keyed by letter to Certificate of Survey(survey must accompany this form).Use as many lines as necessary to accurately depict existing 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 separately for each portion. Key to Survey Hardcover Item(Describe) Length x Width Total(Square Feet) (Example) (Garage) (24'x 30') (720 S.F.) A HOUSE(TO BE REMOVED) IRR. 2883 S.F. B STOOP(TO BE REMOVED) IRR. 81 S.F. C DRIVEWAY(TO BE REMOVED) IRR. 5013 S.F. D PAVER WALK(TO BE REMOVED) IRR. 110 S.F. E PAVER PATIO#1(TO BE REMOVED) IRR. 333 S.F. F PAVER PATIO#2(TO BE REMOVED) IRR. 275 S.F. G CONC.STAIRS IRR. 296 S.F. H RET.WALL#1(TO BE REMOVED) IRR. 30 S.F. I RET.WALL#2(TO BE REMOVED) IRR. 136 S.F. J CONC.PAD(TO BE REMOVED) IRR. 28 S.F. K S.F. L S.F. M S.F. N S.F. O S.F. P S.F. Q S.F. R S.F. S S.F. T S.F. � S.F. V S.F. W S.F. X S.F. 1' S.F. Z S.F. (1)Total Existing Hardcover 9185 S.F. Excludable Hardcover(See City Code Sec 78-1684): S.F. S.F. S.F. S.F. S.F. (2)Total Excludable Hardcover 0 S.F. (3)Net Existing Hardcover[Subtract line(2)from line(1)] 9185 S.F. (4)Total Lot Area 42063 S.F. Existing Hardcover Percentage[(3)+(4)] 21.84% % (Proposed Hardcovernext page) This is an information packet regarding Hardcover.Every effort has been made to insure the accuracy of the information contrained herein;however,if ony information is not consistent with City Code,the Code provisions will prevail. ...._._ .. ' ._.._..._. _ . . ...... . _.__._.. .__.......�. .._ ....._.. _ . _..__ . . .. . . __ ._.__._.. . � 1 V ., �.,...,. J � .. . ... �a �wva.. � ..._.."'"................................... .r__ ' ......._..... ...._....... • F; ii i� � `1 4— � �• �: � � � � ...--- � � ,. ....... �: � � <: �, � . � -,:_:_. —..:—.:... .._... �, :' �� . . � � fI $ � o � 8 �� ' �' ` � 3 ' m I ; ; �'' s: � ` --�. � � ? . --� m 1. t � , , �' s ��.—._ „ , o v, - ......._ .. .. ; ". .. ' .w �- -- _.... _ .. .., ; � . . • ; !: t . -n.......................n-��-. : � _� � ..__ '�_ ,n.u F� �' I= � — ._. E$-- � ;, � � ` � . . . . . . • ;, . . . ,; ,.... . � ..... ......... �,; ,: ; � �. �. : _ . �. � 3 -..._...__ ; . . ;: � ..............:.......... � . . :. . ;: , . .- - , ..�.. . . �— : ;: . .. __--- � -�� --. �. . . ..� �•J -- . :- g <� ;,;;,_-:oy=—=.; �� < � ._.__ � . _, .�: :: � � � � � � � ;� ; � _ W#{ V .. , �, . ; ... .. . d ;: e e�{ W � c � p uZi� __'__' "._._ 3 e .a. .. .. .."'�•'� . -.. _._.�._....__� .. • i u ' �: :� ; ; . m �� ': � ; �II : ✓ � � ' ,. . . ..------'--._.._.........._...... p�� --"'----- ' � ...: ' � ' — , . :. L. .. _ ...... --..i � �, � � A ' ., Y Q • �---.....- fs�� ' a� j; - U � � � �` . � � � ai ` " 7 � � 1 �--- ('� 1 't,('1� � � � „� O, y ^� i. r..� i . � � n �( v ,�,�.._ - - '� I m 1J � .............. , _ , � """1 � S : : . . .,.. : :� : �--- . , . -- � ,: . . .. . 3 . . . < . . > ..... � . : � � � � , <.Si � � � J " x �� __ �� ; '" �.J �: ^ � Z Q a �: � � , � ��, . . . . . . . : . „ . . . . . . . . . : . . . � i ; :....... ..- __. ..._... : : : : a � :..............-..--....--�-----...---- ---......_� : � � �....................�-�----........_...._......---..� cf� �- - r---- �-- I hereby cartHy that thls plan,spec l..�-� Larson or repart was prapered by me o�un�r my �� M � dtract su n and that 1 a�r�a du Protesalona)L'ngineer undetthe ��p � � Larson Spec�y Sfructures,Mc laws of t State of Minnesota, ' 184 Sauth I.akebrlve ��_ G d � �.� �Ej2 L.e�esburg,FL 34788 _ 812 747 2642 �y� . n IntgmetengineeringC�comcastr�e � — - � ��i.s�.tt�+�7�i1 Comm.rilo. Z.Zo ��■��i , ! • • :.r i s : � � ,�1 , 'E"-- _ �� .. . �t� �i -= �� + �, -�.7�'�;�� .. ; t�=��i��' � �—��1�� ■ ■ _. R.. IE''� � �, : _ �� __ __ ._ �_ � _____. . � , . , .. �� -�i�/1�� -'i°k�� ; �'flllil� .:.�� . �: � ��niiii�i� - �i��111�rllle�4i � _ ��. ►. , _ �;'� m � � :C : � : r� . .�� ,a, ' �, � � - � � o � �W _ _ � 1 _ �■ i�i � � E > .. � .. , - . ' . „ r. �;�1i!�._ .� � ( �;� � �� Q ■i �� { �;�:..�.�:�� - i �� , � � �. �..� � - �s�■�� - ,�._ - .- ,�.,_,, . �• _ � , .�,��.,•;,;,�,...�... - R::.i 1 ,� • � � � i , � � � �. , • , � � � '� � �I � � � . 4 � � + ' • ,. � _ 1. . , � � :,, � _ , , � . � ...i. . � -i��' ' : ��, _ �� r-.. � , r7, .. �s.�(,< �._ � t�' L1-K w ---�._—___�_�._.__._...._ i �' � � i i � �- � ! � - �� • 3 �—' I L � �— g g � _—_ __ � F .._._-- - � . � � , � �— ; � � -----��----.... i . • � ; � � �-- ,� - �� : -,'�: � , �— 5 � t � r---�3- --� !Y . _ , . ,� ; ; � � ---....,.__._.__.: -----_� �� i "� ` _�..�_ '•'V"t + � .� ..� ; � � �-- � _ �� _ � � � . i------ _ N _ �� ...,� q � ]y � �-- I o: �1 � � 4 , � ► p. � � ' g I ' c�D i . � � �— ' � ' ' i � - —� � i i � � ...� � I � 1 ., i . y �" � �� G . L�- Larson �',�'�`w��► . wni�essbnal Frginser ur�der tire !,��o.�o i (�N - Lar�on�3��eclafty gtructuras,Mc bws of� St�ts ot�tufe�Es. 184 So tF�Lsiabrive � G � t.�M�e.R7 L,ses ,Fi.347'88 • a�Z�a� � 3 f�teme�nginesNng�com�st.n 2.J.i�.a��3� Comm.Na.il,22d '.�.� ,i� '�7�1�� i � -��rr��'i��i� ,� i��'�t!ir/i"�'�' ��. � � �� I�.��'�'i �� - --- i ( � '�..�.��s�+ ..'t�iin � .i�... ��r- � �ir - -: ' � ��il��l:� - - - �r � �i� i .. �-_.. I� - ----, � .�� _� , �� .i.,�. • ��' � -�. ; � `_ r� .■.�.� .i�-; — `'�'=''' ��'; ! �� "�' ��i:��. • -a�!,�s�,��ir..�,1— � —� `��'!�:� J � 1! � ��i:i�� a��%i��w�i�� 3��'� ��i� �� . e . I 5; ... g a■�j� �;�;�� -s��■ � 1 �� .. . � �:��i��ri�: � ( �'� �� ; � �-- i.,.�li,.�i:, �! -�:� t ,:��,;,'..�...�t�'��= J��►.� ��i�. �i�l -■:i■',!: Er � � ,.,..��,..I .. � a• � a• �"� � '�'i'��=i'�� 1 � �i��:�:ii: _��a� �� j��! i� � � .��,�/�� 11 � .�"� �, ,��,aw�~�a�-��;��I',� I ,■ �a��-_�=,r■�,. �� r�� f1 •i' I w��7��71I1�� _....__ `'�•� ��t' 'w,�� J,s1 �� _��'� ! �� !ii �� - � . � i�', �1 � � '�'. �,1 r . �� t�_'■ti'i�i�i� � � ��,�.�.*� ■:■ 'J :�-_�:.,��:II1��1� �.� � , ; ' ,� , . �� . • � I�Ti"3�' � , _ ,. � - _ . �- � . ,i� !/ ��.��'�'.' '� �' ��.-,., - , � ,�:: it�K � � ��— � ��.�.... IIy=) 11�.. ` � '�'��'�'�� ,�.1�,■. _ �.._.�' 1�� 1�' �r.� ilf`•r111:�,.� ---- ��'�� ;�''�iI'�i .v; �1�- I� ��.-�1��}�� I:�•-:��-., •••�li�l��l��r il�'_:il�' i1�' ti�• �t ��f.�l�l.;�<<�t��tl��. � �;�� .�� :.�� ,��0�I�.r11��11��i .�d!!:�10'_':�� 9 I IlI�i1.1 �-/ ��- �� ....�. _. � � .�.��'�""'_"�1: C�� _ ;� _ ■� 1 �� .; - , � � '�� ■.t��.uw.�f � I ■r ' � �� :: I��i��'.�� ■�� =,�A��wi��`"�� -- ��w ; ��l� '�i�0�� .�- �� I,i,��.l��i�� "�''■' ��:`I ��+ �� !� �� :;�i:; �� , ..�.�.r. ��-��-��-�� .� ,. �,�� .. ■..- � ��■ ,.�■ ■�s ■i■ I1� a�f ,-�.-■-; .��■. ��■. ��■. ��,. i� . ,;��i;i� ��i��i�:e�i�'��;f�� Fi ■ ��■ � ��.��..•a��_ � ��.�.� � arswll'�' ''� �t . �!� � ��=�.�,■iii-'�� ' � �� .■ � �1�Ip`��11� �.�� ■i'`�i ''1� ` � ��7Aw�J ��'''�i�l■ ��i j� ;�■ �� i�� ,/�■ ii:��I!C�Ei��'�' � ,�''�i� �I III�:ofi4� – , , R��. � � � . • - � � . . � _ , • ��. ' ` � ' , �.:� - ��.� ':_.... :: L .L� ,[ �� i, . (%� �..t�� ' i._ e::�_� _If•c • � � � � j . •r�i' r ;. : � � M .._. ;� , � I � _ (� � � � � � � � J - �" �1 M � I, M � � ��, --- , �� ,�� L�' Larson d�"�` o°�a`'�i�.d�► -�, s a�. uain�ionel En�tnser unasr ths G'��. M,�+ '�n�Spec�lalhr SM��turos,Me lawa o StaEs of NBnne�ots utf� iki ��, . t.v►.t 812 7L�2642 '�Y�� —_-- intsmetanglneerinq�Comaasf.n Da�E—I 6•�0l7 Llosnea I�T831 Comrn.No.��.2Z D � __....__---__—_...._ _____. _.__ __.__ ... _. i � .�i" ' Q . r F � r �► ' , � � _ 1r � � �J �� ! . i 1 -� eJ ... � '4. ... �r► � y ' `� � � � � � � r- , C� ,� � �� !hse�eby wttiry t�t�is p�sp�c�kxtiv� or ropart was pnsprurd by me or ur�my �a�+q�. �A L� Larson d�� e�,► �►��.N��s Q� P�toresaiona�En��r�eer w�d�r ths Q N L.arsons�ec�a �bruaturos,inc laxra of 8ta�a ot Il�nnesvta t8a SoutF�t�,sla�ve � L6 SLU�At � .Lu e12 T� �!i .7 EMsrne�ngtneeriny�oomcann �" �- � Comm.No.�(�Z 20 ��. if�At�lllll��f�l no� � � 1 �� 7 � � � . ...�►�� II ��.. '�i�''``�!��"`�', � � , .�� II,u�� • � � � I�III11� a 1� � .�...� _-�� 1 !� ''� ' � � ' .o.J � ► IIi1111111, I ; � ��I �—�� d�l i�i 1 �� f� �e -- - ` � �— ! � � ��n�u�r�r ;� --- �--II .� � � � .. i � f _ -- �... ��-ii a'-ji� ■■ � . ��/1_..e.l— . _ .......... , �''iiu�ii_ - ---,-,� ��r�� li �11 �►�� ,. � � - t�� --- �=- , �"'�'J'' I�= � . � , _ � • �� ;' L.�J . � ( � � � � �M ��{�� ) �� . �. � � i��i�� . _. . . '�►, � �_�_ ��-' i��lltll�llllilll 1111111_111111 ' � , � � � � :� � r � 2 _ i � •�r r. �• � , /� / :}' �L�' i�/ IIIII�I�� ' �� i_, �v ' _ �. _ • / rl-.- ��•� 1 � .r-- �'— _ '�Q' ',.._....,. ' m 'a — d ' � . l - } � r .:,i . .� � � �� i� "V ' C + i � � - 1'J _ � . W 'Q. ...+� � � J Y - M � � � V � � � � � �� i llar�by c�ily a�ae�s q�u1r sp�.c�od � L�LL or repo�t wes ��pro�p�sd!�►me or w�d�r my � N N�� Ll - Larson d�� Protes�iond�r�und�r ths Q t�/10 �l K I.arsonSpec iaity strucwres�Mc isws ot 8tsts ot�Alnneeota. t84 Soutit I.alce Dr1ve C Zof• ��tal.��'i? ,FI.34786 � 81Z 7� � ' .. e 1 Licar�#T83t Comm.Na �`l Internetengin�ering�cctru�st.n — � ��r— �-�ad ' � :�� ,� ed��e�►.way � a� �� Header-aee pe�t �� :' O . '3 K�,+�y4' :� �� . ., � . : : �� j 2 rc,�s�eo�s' �eriae��e�dac ; � � � � , �� st��tl��:�s�Ye) s�raa 1�tbadtaide) SG'r�sOrt l.b"�'A21 Sirr�psort LSTA21 ��`�� • . � � � 3� _�. (�a�.v��fGe et'�b 'k i � �� --- 24��'� � � ' -�� _._. �na��.y�t�o�oss , A �� ,� � . � �see�•• 3� 2�r�ia:8d�3" ' � � .., � �� 3_7gd t+�H aole pi�e to�t ; �� F�►��i�ot �tads R90�.3 . � �� U$� or � � � �L'rP4 or Rim � . �µ.�ll��tn�n. R�n � � , — b . � � b �� il2"8 x 12°er►c�r r.. bo�s.v�l2"�d"w�sher- rl � � � m�t,elnbAd s T . � � � � �: .'`P_ . ..�:' �� . r � � ` � � ALTERNATE BRA�ED PAl�L PORTAL.FR�PANEL ^ t b METHOD CS-PF � j� METH4D CS-PF r o � � Z � ! ' 1 ' . A� � � . i � � i � � - �- E �: E � • _-� W � � 1i � _ ; 1 0 � � � v � ' I ;c �b a s� �- .i ��Zl i�P9 ' � m � � �� - � � _ � � : �� - � o � �- � _ � � � ( � Q � � � � � m � g � � � ! �f' � p m �•' � �A .�'� ��'S o � � � . � �§ 1a � � t �� a�i `o r� ai,� �.8 w a�.� � . � � . � � xc � m � � in!` o� 9t = � '' � E � � .� 5 g� m� a"�r� � o M �� .l� 3 "s ,g £as$ �iq �o � � �m-� �.4 ��c � . o � � � �'� "� �, �� . � � � �,. � ..1 " g $ ''� �3 � �S a � vai;�°'� w � Y a �e� O LL � s � � �. � ��4��A �� . . Al �j ,r �� ` N M ( � � � �_r � i � � . � �; i 1 '�.3 :t ' � � -=_===,: _ � � � . m U � � - • - -'-� s � f .. .wi.B-A � � O s-� - - - ^} '� �m ° � � � W � � . . .�. �..� � � �� - - - - - - - � � � f� . _ . . _.� ( �� { v i • � i1wNvOe�lbArtA1`di 86lai0roll OriaOOK�otr�oand ��L� Larson °��,p,F.�,�r,��.�a..°�`m.�aa+:°��a� � � �� wk�w�c w C_I.erson va��s t�wN s6�r � ( I.l d• Lu st�a,�xc� amr i lica�sa#7831 �� -�� t '! - — 1 ! � 1 , � ► , : � � I � � . i � � , � , � ; ; � , � � a� �� - � _� d a �� w��o n�� -� 3 � � � � _ �� 3 � W O 3 �.Z��Ps �� V � ' � � �� m� .��e � � � �Iwew c�rtlNa�tl1s oNn.eoeW�.a hqatwa aaorea ne ��L Lar�son 6v ms a undrmv dnd soaJria!�nd Mat I rn a dUv Uanesd � 'r�A�i,� P�15,gY�..,.d..�,.�.w.dtl��1.d Mn,..o�. �sW.a�_�i� a�r� w c.t�o� O a o M 81�T47�84!cdt � �� "l!G t.� � C.u/K not oaex . — Lioet�e#7831 ��ra. l� q„ .... rrr-r„ ��A� r � s�-o� ra o�,e sidea�r �� t�i a•-n� � ��o� � For two sided�nel — g� f�� 4"oc Perimete►' �18"oc� 7�ctaif 3-8d naNs at ea�ch � � �� b�odcir�g member � � � A ' � � �� , � � � �� 1�� ' . � �� J J . �� I Fuq ht biocking r �� 9( ) �16"oc � �� 3-16d�16" • � � � �� RlrCiorJoist nu��ed�vr{th braoed w�l � � � n A $ 0 e�. � .�. O � � � � �5, INTERIOR BRACED WALL tNTEWOR BRACED WALL ir � ' .101STS PERPENDfCUL�1R TO 1KALL J�STS PARALLEL TO WALL c � � r a b�c � `� a _ c�7� � Q � �t� z,2 � �,.��,��r"+r�� .$ - ' .�. � , � '��3 � �� " � � � � �' � . � ,��.� � �, _.........._ . . �, '*� 4 �N �� y4�� i�^4 �' � �r�t�yr��,>�`�" � � `" �S � , ... � �: � � s N y,Q, �i � � � � � � � � �� . �� --- �a.9�� ►a�; ,, ��a �,:� � . . a�o'1� xs�o�d'S'l � , 7°id ,L�a r e-�d� ��+�� d�.�r�e�t�,�, r�"�'�1 J. �` ��` - � � �1oZ,y''t?'1nt+rS 11t91� . ,rr � �� , � �� . � - .� �� _ _-- _� _—._ ' _. _ — • _.._...... - �� ^ �A o ' �K�l G y _ -- - - . � " �,,,.��4 ,��`a . �.�� --�.x�o . � ' � 4 ` . �. J v +` � � �p � , �At� t�+ . � �p.H+nc�c. J n � 2� fl�-�'� �-�� q'r� Ly�. '�a o� ~ 'roq o G ��'�alt _ _-- ---_ . 1..1�►Hbl..fL•. � v • �9 � � ~ CS � � � -2Xjn � v � c� , � �A►L l.. t�.�- ST'' s . �� «��,� �,6g .�� a �. L�- Larson �`�`�'��►�.°"'�`my �dir� �d thM��n.duly Proimssbnd&ptnwr undor ths n b . �,(_� 18�A �Sovth l�.atce�� lavws o Slste of NWtnesota. , � ids�_ _ G!-�ae'R� fs t..-�.l 8i27� �Yn � inte�rnata�fnaering� �� dt 9 uuanee�f8s1 Comm.Na(�.2?.a �'1 . � � � �� J � , �'"�7'! � � Z � - ; � � •�� 1 , N g . �rry� 9x,� r ..� .�, � � � 1 � s , � � I � . � � � , � � a � � . �0 � � N ; � �� ; � �� i � �� . � � ' 0 :� � �� ; �. r � � � i ; � i `� �� • � � • � � v � �- �` . I �� s . � . , � tC d J �� o �I � �e , ; � —�� 6 � i . � �. � J � ; � � � . . � H��eZ . �s � � �xZ n � �� I ,,�/ J � • �� 1l.�', \� Q �IL. I � � � «� �. � �� m� R , ) J'�""� � �,� , L J n3 : --------------------- - -------------------------------------- . , � . . ........................................... ........... ....... . . � , ; - - -- - --- -=-------------�: _-_�__________:_..._�. , r- - ---- -- - �� . � �: � � • • �; ' , ' � �S- L. S�- ,: ; , ; r-�� :: � ; ; r�� G'' � l2 " 0�� . 8 '�Zb� � �� ;.:Z� � ' p, " , � �_ � � �c2o 2. �G 4.S �� ' � L � � ' , ; A � � � _ G ��D.G �. � , � � � �: ' • � � ,: ' � � �� L- --- - � - , =---- � � �. X� I: ' -- , � ........... .... ; L5 t- - �' ----------. ' ' G°! �►' � . , , p, . . . . � , �. , �,�, , . , , , ; , , , . � , , � , , n . , ,.-_ � � `SPORT COURT � � , �x� ��' � � c�Mo•� � ( . . ; � , � 29 , t=TL ,. ' g �3 •`�' � � � ; ' � .� ; � . o , /� r , '/�G � � (/ ! f � A t �+�e��. a..��m�� • � � ��'��'��''''�' '�..'..'�'�'_'�'''___'�'' _'_ � '''''__'_'''_' _'' � ' � 'i r"'- "^'-""-""-""""'�""'�"_ ""'.."""'_" """"'_"'_�"""""' � � '' � i � 1 1 1 1 1 1 1 . 1 1 � 5 0 � �r,a�y c�ry,ens�tnt,�,spec�n�on L�� Larson dlroc�su pwerv�Io�n a�th�j�a�n a�der my o A L LarsonSp�1a�y Structures,Inc law�s t�t�roStat�s �to Il�i�nn�ir�eer unasr the p c� 184 Sout(t L.skebrive 81L�2 4��42 34788 � _ . (. intemeter�ineeringf�comcast, ��s�T831 �,n,�,.�. � ._ _._ ----- �� •j,,,r 71► , r�f �.. � � � � i pp � � , � '� � � � � k � � t . . . a N _ � � . CA ' ' 4 � C7 ;� � 8 , , . . t� �jl'�r 1 1ti .�+�a� 1 7�'� ' ''CC � � � , . � � / `�► 4 � o � a "bt �► �`' � a p� . _ ,Q, � s _ `�C ,t .. � � � � �� s �� '� ' tsi S � �`�' �' ' � _t � N . ,� - --• � � � . .. . . � .� � � � ��"� +6A -yrarn ��l�1.r�� cip LiI �� . � : �.�1�l� YO i� r� _ � 4 � � '�" � N � � g � �hu.ef►o«+wy M,.e uM.v�•+.•welqe.tlm+ �� ,,.�,�.„,.�.d�,►�»��„��,► � �c�MIU�Td�l1 d► L L� l.arson �`""�°"�°�""".�"" ��. 6.�sa,.,o.a►.p,,�eh...,M+e �w. �M.a M�a...+.. ��ti"�a1t..l�nnMet.sat to Wn�� '- ' " .__._._. G l,c�t a31�!sU� F� iit'07�1M , i�«rkweca�ta,.t o.a !- 6-2�g7 uo.�..r Ta� co�n.t�ro. f t� 2 c� l 2017 Standardized Concrete Foundation Drawinqs 3COPE OF WORK: These drawings apply to the construction of cast-in-place concrete foundation walis for typical residential cases. These drawings are not to scale and all conditions are to be verified by the contractor. Means and methods of construction for shoring,water-proofing, insulation,flashing,control and construction joints, and all other non-structural requirements are to be by others in accordance with the Code and standard industry practice. These drawings are valid until the end of 2017. The drawings are to only be used by the contractor noted below or his authorized sub-contractors/clients. These drawings are to be provided to the building inspection department as part of the permit package. INDEX: S1 -Scope, Index, and Certification S2-General Notes S3-Step Footing Detail ,�� ,,�.� �; ,�� S4-Frost Wall Detail �� '�� S5-Lookout Wall Detail � S6-Full Height Wall Detail MATERIAL8: Reinforcing Steel;Grade 40(40 ksi)for#4 and smaller bars Grade 60(60 ksi)for#5 bars and larger Rebar 3ubsUtution Notes: 1. Two#4's bundled may be used to substitute(1)#6 and vice versa provided they are of the same grade steel. 2. For vertical bars on S6,#5's may be used in lieu of#6's at two-thirds of the noted spacing. Concrete: Mix design is to be prepared by the concrete supplier to meet the projecYs requirements Minimum 28 day compressive strength of 3000 psi for walls Minimum 28 day compressive strength of 5000 psi for footings Footings may be 3000 psi if an approved admixture is used to achieve a water and vapor resistance equivalent to 5000 psi Backfill 3oi1: Sand-30 psf/ft effective lateral pressure Sandy Clay(SC)-45 psf/ft effective lateral pressure Clay-60 psf/ft effective lateral pressure I hereby certify that this plan,specification,or SITE ADDRESS' report was prepared by me or under my direct supervision and that I am a duly licensed JI � t professional engineer under the laws of the state Street: �,Cc�1 �,i�lTi[A� H��-�L�.AL LN ofMinnesota. City: u�2,�l�� — State: MN Zlp: Craig Oswell,PE(MN#42341) 1/1/2017 Oswell Engineering and Consulting,L.L.C. 1801 E Hennepin Ave�#201 .R�,+' A--'�•;``:f�.. Project Name: 2017 Standardized Concrete Foundation Drawings Minneapolis,MN 55413 .-� -� Description: Scope of Work,Index,and Certification Phone:812-720-4839 �•• `� Project# 16.100 Fax:612-886-2986 � `� Client Name: Abfalter Brothers Concrete LLC wN►W.oswellec.com '• Client Address: 15546 Cleveland Street, Elk River, MN 55330 Page S1 of S6 •`�`� `,�:->. - r GENERAL NOTE3: 1. Wall thicknesses noted are nominal unless specifically stated otherwise. 2. Maximum wall to footing centerline offset is 2". A minimum of 2"of footing is to extend on each side of the wall. 3. Bar laps when required are to be at least 40 bar diameters for grade 40 and 60 bar diameters for grade 60. 4. Bend horizontal bars or provide matching hooks around all wall corners and intersections. 5. Horizontal bars may be placed anywhere within the wall thickness provided 2"minimum cover is provided. 6. Allowable bar placement tolerance is 112". Tying is not required if tolerances are met and maintained. 7. Dowels may be drilled and installed after footing pour unless otherwise noted. Vertical bars may be embedded into footing in place of dowels at the same embedment. Vertical bars and dowels do not need to align. Dowels may be bent down for safety and covering then bent back before wall placement. 8. Sill plate sections require at least two anchors with one within 4"to 12"of each end and at all corners and intersections. Walls less than 24"in length require only one anchor. Sill plates may overhang the face of the wall provided the overhang is not loaded vertically and all anchor bolUconnection tolerances are met. 9. Anchor bolts 112"or larger in diameter do not require corrosion protection per IRC section R317.3.1 exception 1. 10. Anchor bolts may be substituted with 1/2"diameter threaded rod epoxy grouted at same spacing with 7"embed. 11. The presence of form oil on the reinforcing is acceptable for the conditions contained in these drawings. 12. Slope grade 6"minimum downward away from foundations within first 10 feet or provide Code adequate swale. 13. Do not backfill until the concrete has reached at least 70 percent of the 28 day concrete strength. Use of adequate shoring is required when the final floor and slab systems are not in place and fully anchored. 14. Maximum inside window well dimension is 72". Well walls are to be at least 8"thick placed monolithically with house walls with horizontal bars extended into them and around corners. Provide two additional vertical bars and one additional anchor bolt each side of opening. Opening header by others. COLD WEATHER GUIDELINE3: The following information is general guidelines for the placement of concrete in cold weather conditions. It is the contractor's responsibility to ensure proper means and methods are followed and that the final in place product is adequate. 1. The contractor is to work with the concrete supplier to obtain a mix design which accounts for the conditions expected. Use of extra cement,early-strength concrete,and accelerators are recommended at temperatures below 20 degrees F. 2. Concrete is to be delivered to the site in a timely manner. 3. Placement of concrete earlier in the day to take advantage of latent heat of sunlight is advised. 4. Do not add additional water. Using water-reducing admixtures is recommended when required. 5. Forms are to be free of snow and ice. Do not place concrete in contact with frozen ground,snow,or ice. 6. Preheating of rebar is not required,however it is to be free of frost,snow,and ice. 7. Use of form blankets or other approved protection is highly recommended for the top of the wall at temperatures below 10 degrees F and for the whole wall when below zero degrees F. Oswell Englneering and Consulting,L.L.C. 1901 E Hennepin Ave,#201 ."x;��' �-'•��`-f�- Project Name: 2017 Standardized Concrete Foundation Drawings Mlnneapolis�MN b5413 �� Description: General Notes Phone:812-720-4639 �-? ',,�. Project# 16.100 Fax:812-886-2968 ' jt Client Name: Abfalter Brothers Concrete LLC www.oswellec.com . � Client Address: 15546 Cleveland Street, Elk River,MN 55330 Page S2 of S6 ` '�` .��.=:. 1 11/2017 Adjacent steps are to be placed no closer to either side of the beam section than twice 6'-0"maximum ste the height of the largest step (beam section) Optional control joint each end of beam section by others (2)bundled#4 horizontal bars � top&bottom w/3"min , clearance extended at least � Maximum applied I � 24"minimum beyond each end � actual load=4000 pif� '� of beam section(bar length= I I _ step height+4') uniform or 12,000 � j pound concentrated � N 6"minimum thick cast-in-place � � concrete foundation wall I HIGH FOOTING I �------ i i i i i i �� High footing should be placed i � at 1-to-1 (45 degree)line,if LOW FOOTIN�3 �� high footing is closer to step i than this line, place beam section rebar as if it was at this line as shown FOOTING STEP DETAIL Oswell EngineeNng and Consulting�L.L.C. 1901 E Hennepin Ave�#201 ,?„��'�' •=�r' :i � Project Name: 2017 Standardized Concrete Foundation Drawings Minneapolis.MN 55413 Ea Description: Step Footing Detail (NOT TO SCALE) Phone:812-720-4639 ' Project# 16.100 Fa7t:812$88-2966 � Client Name: Abfalter Brothers Concrete LLC www.oswellec.com ' , Client Address: 15546 Cleveland Street, Elk River,MN 55330 Pa e S3 of S6 � `'�. a�-=�'". ' 1/1/2017 Wall framing by others Sill plate by others wl 1/2" diameter anchor bolts wl 7" minimum embed&standard washers @ 72"o.c.max or Optional slab ledge,maximum equivalent metal strap anchors stem height is 12"w/width to .,�;, (Anchor bolt clearance between match sill plate - edge of both wall and sill plate is to be 2") Grade to be at least 6"below top of wall (1)#4 continuous horizontal bar w/in 18"of top of wall 6"minimum thick cast-in-place concrete wall #4 x 2'-0"long dowels @ 72"o.c. max w/5"minimum embed Unreinforced concrete strip footing per Code by others, provide frost protection per Code as required WALKOUT/ SLAB-ON-GRADE FROST WALL DETAIL Note: Maximum unbalanced fll height is 36"for 8"thick wali&48"for 10"wall Oswell EngineeNng and Consulting,L.L.C. 1901 E Hennepin Ave,#201 �+; " � Project Name: 2017 Standardized Concrete Foundation Drawings MlnneapoUs,MN 65413 -� �;� Description: Frost Wall Detail(NOT TO SCALE) Phone:812-T20-4839 Project# 16.100 Fax:812$86-2966 � Client Name: Abfalter Brothers Concrete LLC www.oswellec.Com ��'• Client Address: 15546 Cleveland Street,Elk River,MN 55330 Page S4 of S6 ,�`` `;c.-:`. 1/1I2017 Wall framing by others Sill plate by others wl 1l2" diameter anchor bolts wl 7" minimum embed&standard washers @ 72"o.c.max or � ,; equivalent metal strap anchors (Anchor bolt clearance between edge of both wall and sill plate is to be 2") Grade to be at least 6"below top •�s of wall (1)#4 continuous horizontal bar wlin 18"of top of wall x � 6"minimum thick cast-in-place � concrete wall N M #4 x 2'-0"long centered�� dowels w/5"minimum embed wet set or epoxy grouted in Footing elevation may vary below place slab,provide frost protection per 8"wall�acing:_ Code 32"o.c.max for sand&24" 8"thick x 18"wide minimum o.c.max for SC&clay unreinforced concrete strip 8"+wall s�tcing: footing(16"wide minimum for 48"o.c.max for sand,42"o.c. maximum unbalanced grade of 2'- max for SC,&36"o.c. max for 6"or less),larger footing width clay may be required for speci�c soil bearing conditions to be determined per Code by others LOOKOUT WALL DETAIL Oswell EnglneeMng and Consulting,L.L.C. 1901 E Hennepin Ave.#201 ,t;-" r-'�; =i . Project Name: 2017 Standardized Concrete Foundation Drawings Mlnneapolis.MN 6b413 � - ��. Description: Lookout Wall Detail(NOT TO SCALE) Phone:612-T20-4639 Project# 16.100 Fax:612-888-2986 Client Name: Abfalter Brothers Concrete LLC www.oswellec.com Client Address: 15546 Cleveland Street, Elk River,MN 55330 Page S5 of S6 �``- ' '��_ '�, 1/1/2017 / /Wood floor&wall framing by others � Connection of floor members to sill plate to be per Code by others 2x6 minimum sill plate w/1/2"diameter anchor bolts wl 7"minimum embed&2" wide x�l8"thick square or round countersunk washers or alternative anchor(Anchor bolt clearance between edge of both wall and sill plate is to be �2.5")(see table below for spacing) Grade to be at least 6"below top of wall Exterior top of wall may have a brick ledge provided the stem wall formed is at least 6"thick&no more than 16"high Continuous#4 horizontal bars,provide � at least(2)@ 8'-0"clear,(3)@ 9'-0" rn 'a� clear,&(4)@'10'-0"clear,At = contractor's option: The lowest wall � horizontal bar may be omitted if(2)#4 U continuous horizontal bars are placed in the footing Cast-in-place concrete foundation wall wl#6 or equivalent vertical bars placed �.5"from inside face,see table below for spacing #4 x 2'-0"long dowels @ 72"o.c.max wl 5"minimum embed Unreinforced concrete strip footing per Code by others,elevation below slab may vary as required BASEMENT WALL DETAIL Clear Hei ht and Soil T Table Notes: Wall 8'or Less 9' 10' (1)= Unreinforced if concrete is 4000 psi or if Thlckness Sand SC Clay Sand SC Clay Sand SC Clay clear height is 4"less Vertical Rebar 3 acin (2)= Unreinforced if concrete is 5000 psi or if $" NA NA 36"(1 NA 36"(2 36" 36"(1 36" 24" clear height is 4"less 10" NA NA NA NA NA 36"(1 NA 36"(1 36" Allowed alternate a�chors are: 12" NA NA NA NA NA NA NA NA NA MAB/ST,MASA/FA3,FWAZ,or 112" Sill Anchor 3 cln diameter expansion bolts wl 6"min embed Bolts 72" 72" 48" 72" 48" 36" 60" 36" 24" (install in accordance with the Alternate 48" 24" is" 36" i8" 12" 24" 12" S" manufacturer's recommendations) Oswell EnglneeNng and Consulting,L.L.C. 1901 E Hennepin Ave.#201 ,'�;� � -'*�'"=f:� Project Name: 2017 Standardized Concrete Foundation Drawings Mlnneapolls,MN bb413 , �� ' , Description: Full Height Wall Detail(NOT TO SCALE) Phone:612-720-4839 ;�; '•� Project# 16.100 Fax:612-886-2988 � '' :x Client Name: Abfalter Brothers Concrete LLC WWW.OSWeIIeC.Com �,�. Client Address: '15546 Cleveland Street,Elk River,MN 55330 Page S6 of S6 w�a,• ,. - �► ��.. 1/1/2017 - _ - - New Construction Energy Code Compliance Certificate ,,,��yyy�r ( �� Date Certificate Postetl ►~�� I Per R401.3 Certificate.A bu Iding certlficate shall be posted on or in the e�ectrical distribution panel. �--�.................................................................. ............ ........... � � 1/1 212 0 1 7 LDK Y,,> ............ ........... Mailing Atldress of the Dwelling or Dwelling Unit City . i..--`--'-----------._................................."-'--------.............................._...---'---------------...._....._....--................_.............-'--"--'-'-----------`---------"---............. �� . ............ 669 Minnetonka Highlands Rd. Orono ��"",',,"" il ., 'Y� Name of Residential Contractor MN License Number --�-��-� � ..............."--"---'-'---`-------------.............. ....._..---"-'---'-'------`----`-...--��--'---'---....-'--'-----'-"--"---"--------------------.._..........-----"-'--'-----............, LDK Builders,Inc BC001327 � � �'1 �7 THERMAL ENVELOPE RADON CONTROL SYSTEM �-y � "r V �?,1 tT? Type�Check All That Apply X Passive(No Fan) (� ......� -^� � � Active(With fan and monometer r � T T or other sysfem monitonng devi � � `� � , r m T � �/'7 � `., � � � --� �J �a � 3 v U - � a � Location(orfuWre location)of Fan�. d n ° m a U � � Attic. .�' � r}i� �) � Q m m N � � a c' - o ui ui o d g 2 � rn O �'� _,. '�� Insulation Location � � o � � U O ` w � - � � � rtJ E E � o o � o � � o o � � � O r �> � � z i� i� LL � � � � Other Please Describe Here Below Entire Slab R-10 X � � r ��' z c� °� ' Foundation Wah R-15 X X R-10 XPS on Exterior,R-5 Polyiso on Interior D � �., j:�, �. Penmeter of Slab on Gratle r �"'� �+.1 �.K� ' Rim Joist(1 st Floor) R-20 X w � L� �,- � , Rim Joist(2nd Floor+) R-20 X � � w.' �� . � Wall R-20 X m � �' � � � n � L�i �� Ceiling,flat R-49 X � �1 Ceiling,vaWted R-30 X o ('— t-s Bay Wndows or rantilevered areas R30 X � v Floors over unwnditioned area R-30 X X �1 � Describe other insulated areas " Building envelope air tightness: Duct system air tightness: � � � �' � Wintlows&Doors Heating or Cooling Ducts Outside Conditioned Spaces � � F�� Average U-Factor(exdudes skylights and one dool�U: 0.32 Not applicable,all tlucts located in conditioned space � R, 1� � � � Solar Heat Gain Coefficient(SHGC): NR R-8 R-value � M HANI AL Y TEM � Make-up Air Select a Type O a � Appliances Heating System Domestic Water Cooling System � � v Heater X Not required per mech.code o NAT GAS NAT GAS R-410A Fuel Type Passive Bryant Rheem Bryant � Manufacturer Powered 926TA60100S21 PROG5042NRH67PV BA13NA042 Interlocked with exhaust device. i Motlel Descnbe: Inputin Capaciry in Outputin eTUS: 100,000 Gallons: 5o Tons� 3.5 Other,tlescribe�. � Rating or Size AFUE or SEER LOCation of duCt of System: ' EffiCienCy HSPF% 96% /EER 13 '--'-------'--"--"""""-"-"-""'-"".....-_"-----"-.............."-"-'........... Heating Loss Heating Gain Cooling Load Residential Load Calculation 86,531 31,274 39,397 Cfm's • "round duC OR "mefal duct Describe any atlditional or combined heating or cooling systems if installed:(e.g.two fumaces or air Combustlon Air Selecl a T source heat pump with gas badc-up fumace): Not required per mech.code ...................................................................................................................................................•-----....----- Se/ect T X Passive � Heat Recover Ventllator(HR�Capacity in dms: Low: High: pU�er,desuibe: X Energy Recover Ventilator(ERV)Capaciry in dms: Low: 40%=724 High: 809G�2C8 Localion of dud or syatem: .................................................................................•-•--------------- Balanced Ventilation capacity in cfms: ; Location of fan(s),tlesuibe: Cfrn's ; Capaciry conUnuous ventilation rate in cfms: 124 6 "round dud OR � Total ventilation(intermittent+�ntinuous)rate in dms: 247 "metal duct i i ' 669 Minnetonka Hi hl n , g a ds Rd. Long Lake � HVAC Load Calculations ', I, for il i LDK Homes � Prepared By: Josh Gray � Sabre Heating And A/C � 15535 Medina Rd Plymouth, Mn 55447 ' 763-473-2267 ' Wednesday, January 18, 2017 Rhvac is an ACCA approved Manual J and Manual D computer program. Ili Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. �� '� _ _ _ _ _ _ _ - - - - - - - - - - _ _ _ _ _ ____ - - -- - - - - - - - -- -- ----� Rhvac-Residential&Light Commercial HVAC Loads „�,; Elite Software Development,Inc., Sabre Plumbing&Heating � 669 Minnetonka Highlands Rd.Long Lake i Plymouth,_M_N_55447- - - _ - - — - _ _ --- ----- Page 2, , Project Report I General Project Information _ -- - _ _ _ - _ _- - __ __ _ _ _ _ ___ - - - - _] 'I ' Project Title: 669 Minnetonka Highlands Rd. Long Lake Designed By: Josh Gray ' �� Project Date: Thursday, January 12, 2017 , Client Name: LDK Homes Company Name: Sabre Heating And A/C � Company Representative: Josh Gray ' Company Address: 15535 Medina Rd Company City: Plymouth, Mn 55447 Company Phone: 763-473-2267 Company Fax: 763-473-8565 Company E-Mail Address: josh.gray@sabreheating.com ' -__ _ - �--. -------- I� , Design Data ------------ — _ - - - -__ _. _ - -. - ____.._-- Reference City: Minneapolis, Minnesota � i Building Orientation: Front door faces East ; � Daily Temperature Range: Medium i ' Latitude: 44 Degrees i � Elevation: 834 ft. i � Altitude Factor: 0.970 I �� Outdoor Outdoor Outdoor Indoor Indoor Grains I!i , Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: -15 -12.38 n/a 30% 72 29.40 �i Summer: 88 73 50% 50% 75 35 j - - ____ _ _ _-_ _ _-__--- - - -- __ _ - ,_Check Fi�ures_ - - _ -- ----- _ ---- -- --- -- ! Total Building Supply CFM: 1,396 CFM Per Square ft.: 0.205 I Square ft. of Room Area: 6,815 Square ft. Per Ton: 2,076 ! Volume(ft3): 53,710 ' Building_Loads__ __ - - -- - - - -_ _ _ _ _ _ _ --- -___ _ _ - - -- -----.] I, Total Heating Required Including Ventilation Air: 86,531 Btuh 86.531 MBH , Total Sensible Gain: 31,274 Btuh 79 °/o Total Latent Gain: 8,123 Btuh 21 % Total Cooling Required Including Ventilation Air: 39,397 Btuh 3.28 Tons(Based On Sensible+ Latent) � , Notes _ __. _ _ _ _ __ _ _ _ _ __ - - - - -__ _ _- - -_ -- ---- - __ _ --- - - _______ li � Rhvac is an ACCA approved Manual J and Manual D computer program. j Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. � � All computed results are estimates as building use and weather may vary. i ' Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at � your design conditions. ! Wednesday, January 18, 2017, 6:13 PM II Plymot hMN__5_5447ating ht Commercial HVAC Loads � - - --- 669 Minnetonka HighlaDnds RdpLonPgaLek3 I _ _ -- _- - 9 � � Load Preview Report __ . ' - _ _ _ -- __ _ ; _ �__ � Net' ft.� Sen' Lat Net Sen Hts CIS Act Duct Scope Ton /Ton Area Gain Gain Gain Loss CFM CFM CFM Size �Building 3.28 2,076 6,815 31,274 8,123 39,397 86,531 1,027 1,396 1,396 I SVstem 1 3.28 2,076 6,815 31,274 8,123 39.397 86,531 1,027 1,396 1,396 12x19 I Ventilation 1,371 5,731 7,102 9,174 Supply Duct Latent 202 202 Return Duct 100 89 188 666 Humidification g,5�7 Zone 1 6.815 29,804 2.101 31,905 67.175 1.027 1,396 1.396 12x19 1-Lower Level 2,254 3,344 0 3,344 15,081 230 157 157 2--5 2-Main Level 2,254 12,602 2,101 14,703 17,317 265 590 590 6--6 � 3-Upper Level 1,527 8,977 0 8,977 17,235 263 421 421 4--6 I 4-Sport Court 780 4,881 0 4,881 17,542 268 229 229 3--5 I ' i Wednesday, January 18, 2017, 6:13 PM Rhvac-Residential&Light Commercial HVAC Loads � �, Elite Software Development,Inc. Sabre Plumbing&Heating � 669 Minnetonka Hiqhlands Rd.Long Lake Ptymouth,_MN_55447 __ ___ __ _ ____ _ Page 4_� Total Building Summary Loads_ __ _ IDe cp ptiont- -- _ -- - -- - _Quan _- oss - -Ga n Ga n Ga n�! �' i LOW EE: Glazing-Builder Grade Low E Windows& 207 5,769 0 6,108 6,108 Sliding Door.32 U value .30 SHGC, u-value 0.32, 'I SHGC 0.3 i 11J: Door-Metal - Fiberglass Core 80 4,176 0 1,152 1,152 , 15A-15sffc-8: Wall-Basement, concrete block wall, R-15 1168 3,456 0 0 0 I , foam board to floor, no framing, no interior finish, i filled core, 8'floor depth , ' R-20 12F-Osw: Wall-Frame, Custom, no board insulation, 6017 34,550 0 5,281 5,281 ' siding finish, wood studs ' RJ R20 Closed Cell: Wall-Frame, Custom, Spray Foam R- 654 2,844 0 504 504 20 R49- 166-49: Roof/Ceiling-Under Attic with Insulation on 2307 4,617 0 2,547 2,547 Attic Floor(also use for Knee Walls and Partition Ceilings), Custom, R49 Blown insulation-vented ', attic, asphalt shingles ' � 21A-20-c: Floor-Basement, Concrete slab, any thickness, 3034 7,127 0 0 0 2 or more feet below grade, no insulation below floor, , carpet covering, shortest side of floor slab is 20'wide 20P-19-c: Floor-Over open crawl space or garage, 400 1,740 0 160 160 Passive, R-19 blanket insulation, carpet covering , Subtotals for structure: 64,279 0 15,752 15,752 I People: 6 1,200 1,380 2,580 Equipment: 901 4,116 5,017 ' Lighting: 1500 5,115 5,115 Ductwork: 3,562 290 730 1,020 I Infiltration: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Ventilation: Winter CFM: 247, Summer CFM: 247 9,174 5,731 1,371 7,102 I Humidification(Winter)25.95 gal/day : 9,517 0 0 0 ' AED Excursion: 0 0 2,811 2,811 Total Building Load Totals: 86,531 8,123 31,274 39,397 I� [Check Fic�ures __ _ ___- - . _ _ _ _ - - - - --- --- - --� Total Building Supply CFM: 1,396 CFM Per Square ft.: 0.205 Square ft. of Room Area: 6,815 Square ft. Per Ton: 2,076 , ' Volume(ft3): 53,710 ! _ _- - -- -- -- _ ___ -- Buiiding Loads _ _ __- - -- _ - - __ -- - Total Heating Required including Ventilation Air: 86,531 Btuh 86.531 MBH Total Sensible Gain: 31,274 Btuh 79 % ' Total Latent Gain: 8,123 Btuh 21 % Total Cooling Required Including Ventilation Air: 39,397 Btuh 3.28 Tons(Based On Sensible+ Latent) _ - _____ - __ __ _ Notes - - - _ _ _ _ _ Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. I All computed results are estimates as building use and weather may vary. ' Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. I Wednesday, January 18, 2017, 6:13 PM I ��' 668 Minnetanka Highlands Rd,Orano MN °'n 1112i2017 `°"``a``°� Sabre Heaiing And AfC `°�ed Josh G. section A 1lentilatinn Quantity (Determina quantiry by usii�g Ta�le R403.5.2 w�Equation 11-i) Squarefeet{Conditionedareainslud'mg �8.�� ;p�iTequiredYentliation 24� Baserttent—f3nfshed or unftntshedi � Cantinunus uenttiation �� Numbcr of bedrooms Dlrertions-Defermtne ihe roraJ and conrinuous venttlation rate by cr7hCr using Fob)e R403.5.2 or cquatfon 11-1. the eable and rquarion ure befow Table R403.5.2 7atal and Continuous Ventiiation Rat� in cfm Number of Bedrooms 1 2 3 4 5 6 Conditionedspace{in Total/ Tota1J Tatalj Total/ Total/ Tntali 1000-1500 6�/40 75J40 90J45 ip5/53 120j60 135/b8 1501-2000 70 40 85 43 100 50 115 58 130 65 145 73 20�1-2500 80/4� 95/48 110/55 1Z5/b3 140/70 155J78 2501-3000 40/45 105J53 120/60 135/68 15dJ75 165J83 3001-3500 100/50 115J58 130/65 1a5/73 160J80 175J88 3SQ1-4000 17.0/SS 12Sj&3 14p/70 155/78 J.7Q(8S k85/93 4001-4500 120/60 135/C.S 150/75 165/83 180/9� 195/98 4501-5i1�OKl 130 65 145 73 1E�(3 8d 175 88 19f}95 2Q5 1Q3 5001-5500 140/70 155/7$ 17(}f85 185 93 2QQ/1Q0 215/108 5501-Fi000 150/75 165/83 180/90 145 98 210/1Q5 225/113 Equation il-1 (0.02 x square feet of conditioned spa�e�+[15 x(number of bedrooms+1)j=Tataf ventilation rate(cfm) Tota)ventilation—The mechanica!ventilation system shati provide sufficient outdoor air ta equal the total�entilation rete average,for each one-hour period acccarding ta the abnve table ar equation.For heat reeovery ventilators(HRV}and energy recavery ventilators(ERV)the average hourly ventilatian capatity must be determined in consideration of any reduction of exhaust or out outdoor air intake,or both,for defrosi or ather equipment cycling. ContPnuous ventilation-A minimum of 50 percent of the total ventilation rate,but not less than 40 cfm,shaff be provided, on a continuous rate average for each one-hour periad.The portion of the mechanical ventilatfort system intended to be continuous may have automaCic cycling controfs providing the average ffow rate for each hour is met. Section B Veniilatian MeYhod (Ghooae eithar�alanced or eKhaust anly) � Balanced,HRV{HeatRecovtryVer�tilatorjorERVtEnergyRewuary Exhaustons`y Venttlator)-ctm af unft In bw must not eKceed contSnuovs Caniinao�s fan rating ln cfm u ntil t' nr in b n � Low tfm: �� High cEm: n^� Continaous fan rating in cfm;capacity musC noteacceed L`� continuauz venttilatron�rating by rrore 4han 1a0:i} Directfens-Choose the,ratAnd o/ti,rnN�tiar,ba7onced or exhauat an�+.Balonced re.Y/W[ion sysEems arr rypi[oNy NR Kor ERY's. fnterihe k�w ond hrgh cTm amounis.!ow cfm air f/ow must be eqerolto a�greaterlhon the rrqerired mtrtinuous venfitatton ratr arvd +ess thon 1pQ�greater ihon the cnnrinuous rafe.(Fqr insiance,�tha��w<jm is ap rfm,L�+e urntrfotian fan muX noFexcerd BP c¢rn.) Automatit tonir�k rnay all�w the uae oJ a brger Jan lhat rs operoted a percenMga of eoch rtour. Sectian C Ventilatian Fan Scheduie pescri tion LocaYiart Continuous Intermittent Diiectrons-TAe ventihtio»fvn schrduie should desrribe whaY the fan rs for,thr lomrien,cfm,nnC whether it is a�ed farcantinuars or iniermitient u�er tilation.The fon that rs rhasr for confinuous ventzfation must be equal fa or yrevte�ttwn tfie!ow cfm uir rating and kss than 160%grcater than ihe contireuous rote.{For instonce,if ine Mwcfm is 4Q cfm,the contrnuous ventifutian Jnn must not exceed&7 cJrn.J Automatk conuo[s mdy o�bw the use oJa largerJan thui fs one+eceAa percentage n/eacn nour. Section D Ventilation Cantrols fDascribe npnrat�on and conYrol af 4he conYinuouxand�nYermittentventilatfonk ERV has wall eontrol set to 44%=?24 GF�uI ERV has��wall control set to�809i=248 CFM D;rectrens-Describe the operotion a�the ventekrNon system.There shouk!be adeq�xrte ortaiT fot ptan retieweis and insprctars to venfy dexign and� lnsiallation cDAtpllaqce.Rebtedlrndes aJsp nfcd Qdeq'uat¢detri!lfor�'•lae2ettenl Rf cOM V[�h Ot1A�lrqXr Op2!'A21017 oj[he 8vlklilip vEntifd€fOn.!f exAaUSi jar15�. are eaed for burldiny wenL'tation,descrt'be the o�eratfon ard/acotion of nny confrois,indicotar5 and legends.tf�an FRYor HRV is to 6e insMlkd,deuribe how �Y wif!6e rnsto!led.lj7t witl br connected anO interJaced wish tha oir Aondting eqnipmenr,plea�e�drs[nbr sucA conntcirr�s as�detaiFed'm tAe mamufaetwes'. instaJ;afion instrvctions.tJ ttie rnsYalfatian instruc[ions re�}uire or rrcommenA the equipmentlo b±interiockrd�with ihe air haxxlldng aqurpmt�t for proper oprraYio.�s.sucA dnserconnecffo»shallbe mode and described. Dirz�tian5-In order W determine the makeup air,Tablz 501.41 must be Flled but{zee ti�lovrj.Far mast netiv ir:stallat�ions,ctllumn A w114 be appropriat2,howzver,if atmospherica2ly venterJ appliances or solid fuel appliances are instailzd,usrthe aFpropriate cWumn. Please noie,if tfse makrup airquantity is negative,no additional makrup air wiEl be required Tor vendla�on,if[he vaWe is positive re/er to 7abie 501.4.2 antl size the oper-ing.Transfer the cfm,siae of ppening and rype(round,rectengular,fle�or rigid}to Shz last linr of sectian 0. Table 50i.4.i PROCEDURE TO DETERMINE MAKEUP AIR C3liANITY f01�EXHAUST Et�UIpMENT IN DWELLINGS Acidiltiana�combustionairwillbere u3redfoxcombusFian.a��:ii�ces<seeKRt�RmeEhotl��forta;cutatiwns Onaormultip4apower Onemr�mult�pietan- Oneatmospheeicallyvent Multipleatmospherical- ventor dircctvent ap-pliances aisister�app[iantes and powet gas orvil appliance ar o�solid ty ve�ted gas or otl appi(ances ornocambv:•tionappltances ventordircctventappiiances f�catappEiance rsdidfue�appltances Column D Cotuma A Cokumn B Coiumn G 1� o.is o.as o.ob o.a3 ay pressure factor {rfm/sf) b)conditloned floor area Rsfy(indvding L,�y,�� untinished 6auments) UQ Estimated House Infiluatton{cfm):�ia �� n�� x lbj �v 2.Exhaust Capacity afcontinuousexhaust-onlyvenNlationsystem E�� (cfmj;(na appiicable to ba-len[ed�ventftatlan sysLem,s sud�as HqV) b)cbthes dryer 1c#ml 1.35 135 I35 135 cy 8076 of largest exhaust ratinq(ctm); Kit�hen hood typiw!!y 2� �not applicab9e If rectrcutatlng system or it pawered makeup air is eRectracaily interlociced d)SCsY�afnextlar`estexhsusYreting NOt �cfm);bath fan typicaNy (notappl'aca6le ff recircu3ating sysiem or if Applicabie pawered makeupair�is e&ectricaily intrrlocked 7ota9 Er.h.aust Gapacity tctm)� �� 12a+2.6+2c+2d] 3.hAakeupAir Quantity{gfmy s f w Wi ext�ust capacity(from ebove) 37� b)estlmat�twuse infiltrarien efrom � �n� above) � G Makeup Ai*Quan¢ity(cfmJ; {3a-3b] _/1 ■� {if value ts negative,no makeup air is neededj �t<� v—r 4.Fw makeup Air Opentng Sfzi ng,refer �oTearSo�Q.z N4l" REQ. A.the this column if there are other than�fan-assisted Cr atmoxphericalty�vEnted gas or eil appliance or it tnPre ar�no cambusdan apptiance3.(PuwervenE antf directvcAt app�iances may be used.f B.Use thfs column ff drere fs one fan-assEsted ap{slfanc�.�er venting systmn..(Apt,lianres nther than atmc�spherialryvented�ptfantes may atso be trrctuded.} C.Use this coiumn itthere is one aTmosphericallyvented(other�an far±-ais7st2dy ga�s er�oii eppiiar�ee pervertting sys[em or one suiid fuel apD3iance. D.Use this cotumrt if thereare muitiple atmospheritallyvcnted gas aro#!appliaisces using a common�ventor if there arzatrnosphe�ically�vented eas or oit app4iances and solid fule appliances, Table 501.4.2 Makeup Air Openin$Sizina Tabk for New and Existin�Dwellin�Units 4lne o:multiple power One a�multiple fan- Jne atrrrospherically vented Multiple atmospherically Duct di- vent,direct vent ap- assisted appliances and gas or oi!ap- vented gas�al ap- ameter pliances,or no com6us• power vent or direct venY p;iance ar one solid tuel pfiances or soiid fuel tiona,ppliances appliancesCalumri6 a,�pkanee appliartces Passiaeopening 1-36 1-22 1-TS 1-9 3 Passiveopening 37-•a"5 23--41 l6-28� 10--i1 PasSiveope�ring 67-109 42-66 r5-45 18-28 5 �asuveopaninq 110-163 fi7--IDO 47-64 29-42 6 Pasrveo enin 164-232 aQ1-143 JO-94 A3-51 7 Pass+ve enin 233-317 14A-i95 1�-135 62-83 8 Passive ope ning 318-419 190-258 13b-179 84-110 4 w�mo4arized dam r Qass'rveopening 420-539 �59-332 180-Z3� I11-142 10 w(moiwized dam _r Passiveoperdng 540-679 333-41� 231-?9'v 143-17n 21 w/motorized damper Aowered makeup air >679 >419 >230 >179 P!A Notes: A.M eq uivalent�ength of 300 feet c�i round smooth metal ducf is assurntl.Subtract AO feet for the exterirr hnod and[en feet for each 4t1 degree�tbow tp determine the rernaining length of straight duct allowable. B.ff flexible du<t is used,increase the dtxt diameter by ane inch.Ftexible duct shall6e strefched with minimal sags.Campressed duct shall not be accepted. C..Barometnc dampers are prohibited in paszive makeup aSr openings when arry atmospherical#y verrtad appliance iz irista[led. D.Powered makeup aar shall be electrically interio�ked with thr iargest tMhaust systertr. Combustion air Nat required�er mechanital cude(No atmozpherit or power vented appl�ancesy �/ Passive{see dFGC Appendix�,Warksheat E-1} Size a�d fype �"�j�j g�J�"f�gy� Other,describe: Explanation-It rto atmospfieric or power�ented appliarxes are insta#led,che:k the appr�priate box,not required.If a power vtnted oraamosphericaily vented appliance installed,use lFGC App�ndix E,Wor-ksheet E-1{see be?pw).Please enter sixe and type.Combustian air vent supplies must communicate with thc appliartce or app€ianses that req4ire{hecpmbustion air. Sectfon P calculations fallow on the next 2 pages. Directions-The Minnesota Fuel Gas Code method to calculate to size of a required combustion air opening,is called the Known Air Infiltration Rate Method.For new construction,4b of step 4 is required to be filled out. IFGC Appendix E,Worksheet E-1 Residential Combustion Air Calculation Method (for Furnace,Boiler,and/or Water Heater in the Same Space) Step 1:Complete vented combustion appliance information. Furnace/Boiler: 1$0000 raft Hood �an Assisted ✓�irect Vent Input: Btu/hr or Power Vent water Heater: 40000 raft Hood �✓ Fan Assisted �irect Vent Input: Btu/hr or Power Vent Step 2:Calculate the volume of the Combustion Appliance Space(CAS)containing combustion appliances. The CAS includes all spaces connected to one another by code compliant openings. CAS volume: 51 2 fta LxWxH �L 8�W 8�H Step 3:Determine Air Changes per Hour(ACH)1 Default ACH values have been incorporated into Table E-1 for use with Method 4b(KAIR Method�.If the year of construction or ACH is not known,use method 4a(Standard Method). Step 4:Determine Required Volume for Combustion Air.(DO NOT COUNT DIRECT VENT APPLIANCES) 4a.Standard Method Total etu/hr input of all combustion appliances Input: Btu/hr Use Standard Method column in Table E-1 to find Total Required TRV: ft3 Volume(TRV) If CAS Volume(from Step 2)is gre a t er th an TRV then no outdoor openings are needed. If CAS Volume(from Step 2)is less th an TRV then go to STEP 5. 4b.Known Air Infiltration Rate(KAIR)Method(DO NOT COUNT DIRECT VENT APPLIANCES) Total Btu/hr input of all fan-assisted and powervent appliances Input: �� Btu/hr Use Fan-Assisted Appliances column in Table E-1 to find RVFA: �OOO ft3 Required Volume Fan Assisted(RVFA) Total Btu/hr input of all Natural draft appliances Input: O Btu/hr Use Natural draft Appliances column in Table E-1 to find RVNFA: � ft3 Required Volume Natural draft appliances(RVNDA) Total Re uired Volume TRV =RVFA+RVNDA TRV= �OOO + � _ �+oo� TRV ft3 Step 5:Calculate the ratio of available interior volume to the total required volume. Ratio=CAS Volume(from Step 2)di vided by TRV(from Step 4a or Step 4b) rtatio= 512 � 3000 = 0.17 Step 6:Calculate Reduction Factor(Rf). RF=1 mi n us Ratio RF=1- O•�7 = O.�� Step 7:Calculate single outdoor opening as if all combustion air is from outside. 40000 Total etu/hr input of all Combustion Appliances in the same CAS Input: Btu/hr (EXCEPT DIRECT VENT) Combustion Air Opening Area(CAOA): ,1 ��.�� Total Btu/hr d f vi d ed 6y 3000 Btu/hr per inx CAOA= `rOOOO /3000 Btu/hr per inz= inz Step 8:Calculate Minimum CAOA. Minimum CAOA=CAOA multiplied by RF Minimum CAOA= �3.33 x 0.83 = 11 .�6 inz Step 9:Calculate Combustion Air Opening Diameter(CAOD) CAOD=1.13 m ultiplied 6y the sq uare root of Minimum CAOA CAOD=1.13�Minimum CAOA= `�'75 in.diameter go up one inch in size if using flex duct 1 If desired,ACH can be determined using ASHRAE calculation or blower door test.Follow procedures in Sedion G304. IFGC Appendix E,Table E-1 Residential Combustion air(Required Interior Volume Based on Input Rating of Appliance) Input Rating Standard Method Known Air Infiltration Rate(KAIR)Method(cu ft) (Btu/hr) Fan Assisted or Power Vent Naturel Dreft 1994 to present Pre-1994 1994 to present Pre-1994 5 000 250 375 188 525 263 10 000 S00 750 375 1 O50 525 15 000 750 1 125 563 1575 788 20 000 1000 1500 750 2 100 1050 25 000 1250 1875 938 2 625 1313 30 000 1 500 2 250 1 125 3 150 1 575 35 000 1750 2 625 1313 3 675 1838 40 000 2 000 3 000 1500 4 200 2 100 45 000 2 250 3 375 1688 4 725 2 363 50 000 2 S00 3 750 1675 5 250 2 625 55 000 2 750 4 125 2 063 5 775 2 888 60 000 3 000 4 500 2 250 6 300 ' 3 150 65 000 3 250 4 875 2 438 6 825 3 413 70 000 3 S00 5 250 2 625 7 350 3 675 75 000 3 750 S 625 2 813 7 875 3 938 80 000 4 000 6 000 3 000 8 400 4 200 85 000 4 250 6 375 3 188 8 925 4 463 90 000 4 500 6 750 3 375 9 450 4 725 95 000 4 750 7 125 3 563 9 975 4 988 100 000 5 000 7 500 3 750 10 500 S 250 105 000 5 250 7 875 3 938 11025 5 513 110 000 5 500 8 250 4 125 11550 5 775 115 000 5 750 8.625 4 313 12 075 6 038 120 000 6 000 9 000 4 500 12 600 6 300 125 000 6 250 9 375 4 688 13 125 6 563 130 000 6 500 9 750 4 875 13 650 6 825 135 000 6 750 10 125 5 063 14 175 7 088 140 000 7 000 10 500 5 250 14 700 7 350 145 000 7 250 30 875 5 438 15 225 7 613 150 000 7 500 11 250 5 625 15 750 7 875 155 000 7 750 11625 5 813 16 275 8 138 160 000 8 000 12 000 6 000 16 800 8 400 165 000 8 250 12 375 6 188 17 325 8 663 170 000 8 500 12 750 6 375 17 850 8 925 175 000 8 750 13 125 6 563 18 375 9 188 180 000 9 000 13 500 6 750 18 900 9 450 185 000 9 250 13 875 6 938 19 425 9 713 190 000 9 500 14 250 7 125 19 950 9 975 195 000 9 750 14 625 7 313 20 475 10 238 200 000 10 000 15 000 7 500 21000 30 S00 205 000 10 250 15 375 7 688 21525 10 783 210 000 10 500 15 750 7 875 22 OSO 11025 215 000 10 750 16 125 8 063 22 575 11288 220 000 11000 16 500 8 250 23 100 11 S50 225 000 11250 16 875 8 438 23 625 11813 230 000 11500 17 250 8 625 24 150 12 075 1.The 1994 date refers to dwellings construded under the 1994 Minnesota Energy Code.The default KAIR used in this section of the table is 0.20 ACH. 2.Triis section of the table is to be used for dwellings constructed prior to 1994.The default KAIR used in this section of the table is 0.40 ACH. _.=T ;�, T ..., � � — — -- I ( _ ; I � 3 i_ : I � � � .. - ... " I: E :: [, : . . 4 ..._... _ ..._... 1 1 � -... .._....._._.____.... � I� � �� : � 3 E�� I i <:: � ,, t. t , __.. _i. = , u, . ' i �,�,. m Q A � r ii � ; (, � S 0 � � ;� �I i � n � � �� T...... '� `' '. '� � � > I � � ^'� ,..�,.�.. ,,>. .. ' , . _ ' � - - - - � n � t �� ... .. .._ .. . __. � i m , ,� __.-. _�},� � I'r xi i � , .�! ��_,- N �` , . �: /� ' C \ I-n , �� ' i �.£ h � � �._' � --�-- , Y V �O m � � J n n � R i � �, f/ !O j \ i ' ' . . a � �. . .... . ' tl . :;...s.C'.- � �s RG3.. i ^ t r _ � � v. .::� 3 � .� <, i � .._ __ . �r!_ _ ..�. �.T-� -. �� 'i -v �• -— ��. ,.. -- . . � � , ; D ° �� a_a ..�. ��.... �. � � .� E`� __O « — _ M .. _ ,r�_ �m ; �e - _ .� ___ _ � �� a. = a�� < 'm" g � .� z � {'� 3e_ r „: .._� ._._......_ � _.... ., . — a. k y p�'� � t ' �i�. ry .p �`� „ T" ; . ' m ' ! S , : I N � � r..`t' q K�, N M �� X' �{ . �-- f i Z O � �� '� {-1 �� .. s � j � . . i i 7�F ..._ _... . . ....._ re .�.....c ' . P . i �� a r � _ _' f �4_ ...4Y � ... .. ' �. ., _, + i � ; �. : ..... " -.'� �_... ,F �y.�. is�t':�.:�: , ... .. � �,� .. - � F� •. � __'.� . i � - — .._. �� - . � � �� n � 4 I � .._ti n. _ S 'a :� I3 j � __. �' . � !y� .� ',C . .�.,.�. �. � . . , i . a (/� . ; # y� �i, �1 ._ - I o{ A . SS g o . r . ;� - '; z ---� (: � °< ; � - � ; . •' . -. . , r o* � � _� G _'_ � . . ._ � .�_ . r �p - , � _ � � . . -._ _:. _ 1.' ,,..e.�.. ..., �.- f _ �.�_. r, ,��,: � ...� _' ._ ... _ : �__�_ ......_ : Ll ._....... _...._._ ( i �..._ ! en . . . ._..._..�__...______.._....._._.. ... ..• � . �f � 't ...�_.__�_..... y�ic+ � _. � � �f �r, y � • A f i . �� .... �� n � I Ip i 2 � . �� ; �.. i � n ��. �' ... i z I . _ _ -- -._ � � ' r) R T tI l�Ll]1S.1-G-t.1�.-��.3_ __— � � � . a�� . U i � t) 1 A A � i ` � -u i .........Q i �.. a �- — _...._...�..� _.. . _ _ __ .... . , Y.��_.�� -y� . �` ... . ... ... .... .. .... . .. ..... .._....., t / 1"L`� �, ��..�� ' � 1 i � �o,�,,..... _.._ u c�_..>v...., ��i ..,.....�..., 1.^:a SHFEi N0. NeM R��ie��<. ro,: ��12��?7vtX��Y� �.a. -7�gNEK�bl�I5.._._t�N � a • �- W ,,;,,,,: ��K No�E�-----— ------ - ;> ;:� BRUCE LEWRER * ARCHITEC7 '`.= )"� �908 G�orpla Av��North Grstd,MN 33.1Y7 .�,�i ywm '�� Z�� 1�1� —..__ ..._ _' __... _._.._ .... . .. . � ' !, /Faxi 763 335_ 746• .,�� /'3�/(i ...._..—__ . �, , ihoeN 2 �maPo whlOai�Yai�oo.com ' Beam C1 Amerhart NOTE: Za�52 nlioweble S�mes Dns�gn LOAD TABLE 2 PLIES 1J50 X 9.500 lP LVL2900Fb-2.OE DBSIGN (RITffitiA : �SI: D.89 VSI: 0.65 t.THIS COMPONENT IS DESIGNED i0 SUPPORT ONLY NOTE: lOP.05 SHOWN ARE fOR INPUT�OAD CASE 1. OTHER LOAD CASES DESIGh CONSISTS OF 2 - PLIES FAST&NED RSI: 0.83 THEVERTICALLOADSSNOWNVERIFICA710NOf � TUGoTHER (REFBR TO NOTES). LOADING,DEFLECTION IIMRAT�ONS.FRAMING FOR PATTERN lNE LOADING ARE CHECKED AS RE� IRED. y� I,p�p . q0 PSF METHODS,WIND ANO SEISMIC BRACING.AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DBAB IQAD - 15 PSF tATERAL BRACING TNAT IS ALWAYS RE�UIRED IS DI3TRISUTSON SOIIRCB TYPE TOP/SIDB LOAD PA@Q TO LOAD LDF LA88L TVTAL I.OAD � 55 PSF THERESPONSIBILITYOF7HEPROJECTENGINEER tT-IN-SX 1T-IN-SX OR ARCHITECT. tlNIPORM PI.00R LZVB TOP 700 FLP 00-00-DO 30-00-00 1.00 2.PROVIDERESTRAINTATSUPPORTSTOENSURE UNZPORM PLOOR DEAD TOP 263 PLP 00-00-00 10-00-00 0.90 FLR t.BFf SPAN CNtR. : 14.00 PT LATERALSTPBILITV ONIPORti NALL DSAD TOP 60 PLF 00-00-00 10-00-00 0.90 PLR RIGHT SPAH ChPR. : 21.00 Ff 3.�ONOTCUT.NOTCHORDRILLIPLVL. UNIPORM HBatt WSZGHT 10 PLP 00-00-00 10-00-00 0.90 4.SHIMALLBEARINGSFORFULLCONTACT. CONCSNTRATSD PIAOR LIVB TOP 5002 LBS 00-00-OOMINBRG�3.00" 1.00 Dg��'I�'1 �IT�U � 5.VERIFYDIMENSIONSBEFORECUTTINGLPLVI CONCENTRA2ED YLOOR DEaD TOP 1876 LBS 00-00-OOMZNBRG.3.00" 0.40 LIVE IAAD DBPL: L / 360 10 SIZE. CONCENTSUTSD FLOOR LIVB TOP 5716 LBS 10-00-OOMINBAG�3.00" 1.00 TOTAL LOAD D6FL: L / 240 6.THISLPLV�ISTOBEUSEDASAFl00R0EAMONLY CONCSNTRATSD PtAOR DBAD TOP 2143 LHS 10-00-OOMZNHAC,.3.00" 0.90 7. OMPRE I N E E B IN RE UI ED A CODa COMPLIANCBS : 50'O.C.OR LESS. WARNING NOTES. R$p�RY M APA PR-L280 DESiGN ASSUMES ALL'iOP'LOADS ARE THIS COMPONENT OESIGN IS SPECIFICALLY FOR L-A ENGINEERED WOOD PROOUCTS. ZCC-SS 65R-24 D 3 APPLIED TO TOP EDGE OF LP lVL SUCH THAT USE OF THIS�ESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP WOiSTS IS I.ADBS RR-25783 IOAD IS DISTRIBUTED EOUAILY TO EACH PLY. STRICTLY PROHI8ITED.ANY MODIFICATIOH OF THIS DOCUMEHT RE�UIRES REVIEW CQlG 11518-A ATTACM THE TWO PIIES WITH 2 ROWS OF t6d BY A DESIGN PROFESSIONAL. Plorlda TL15238 (37l2')NAILS AT 12'OC.STAGGER ROWS. NAILS CAN BE ORIVEN FROM ONE FACE OR HALF PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILIN. FROM EACN FACE.NAILS MAY BE COMPdON OR BOX NAtiS WITH A MINIMUM SMANK DIAMETER MINIMUM BEARING SIZES ARE 5UFFICIENT TO PREVENT CRUSHING OF TNE lP LVL OF 0.131'. 16tl SINKERS(31l4")MAY BE BEAM AS DESIGNEO.IT IS THE RESPONSIBIUTY OF THE PROJECT ENGINEER. USED,BUT HALF MUST BE DRIVEN FROM ARCHITECT OR DESIGNER TO VERIFV THAT THE SUPPORT STRUCTURE FOR THIS BEAM IS CAPABIE OF SUPPORTING THE REACTIONS. CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES.ADOITIONAL ANCHOR LP LVL ROOR BEAM SECURELY TO BEARINGS OR HANGERS. FASTENERS MAY BE RE UIRED. BEARING 1 REOUIRES RIM BOARD,FULL-DEPTH BLOCKING,SQUASH BLOCKS OR OTHER DEVICE TO BE DESIGNED AND INSTALLED TO TRANSFER 3320 LBS. BEARING 2 RE�UIRES RIM BOARD,FULL-DEPTH BLOCKING.S�UASH BLOCKS OR OTHER DEVICE TO BE DESIGNED AND INSTAILED TO TRANSFER 6301 L85. THIS FLOOR FRAMING COMPONENT HAS BEEN OESIGNED WITH AN INPUT TOTAI LOAD DEFLECTION LIMIT OF U240.(PRpVIDEO BY THE LP CUSTOMER). THIS COMPONENT CANNOT BE USED TO SUPPORT CERAMIC 71LE FLOORS. � 9.500 SQPPOAT RBACfI0N5 (I.BS1: MaXIMQM 8 SAR I NG NIIIiB ER - " 1 2 i.'750 "'THIS DRAWING IS NOT TO SCALE"' DtlWN 12038 13019 3.500 �� CR�SS SECTION MCN HBAR.II�G S2Z85 (IN-SX) 6- 0 6- 0 M7UCIMDM DSPLBCPIONS GI.CTA.AT� 11I.Z�OiIA8L8 L1V8 I.OAD 0.38"IL/901) 0.32" •DBrD IAnD 0.20" TOTAL IAAD 0.42"IL/�72) 0.47" Hantling&ErecOm IPTJSdidStartlf�LSl,lVlarWl-Jd5t5pecifit�orts UserNotes(U5eri5re5pauideforfheacc�aacydC�esenofe5) Software Provided By: o,,,�.,� iac zot2 iemuoroyena panne�am dmn�g�ornoiainq componem 09 not cm.notch.Enll o�allerLP SohdSleri LSL.LVL anE IJoials exc�D�as shown LP Engineered Wood Products piuma ena for�es��s��ng ie�erei ro�cea ahs�i b•e•s�gned erfd�n DUCl�anatl melone�fiom lP.Any u6e o�LP So��OStDtI lSL.I`1L enC IJoiat�con�mry qtq U�don SVeet Sute200b nalellaC OyolhaB. No IoeGa e*e Ia be e9V��BC Io t�e �o tne��ml�a sei fonn no�eon,nag.�xs e.,y exo�sa wanemyo�ihe D�tl�ct enn LP componaM�mn aNer eli�na i�em��g.nd�.ntenin9 are ti�cGleims e�l��mpiietl wartaniies inc�ud�ng�he�mplis0 wemntiss ol m�2Mnpbilily NaShville,TN 37219 completed.At no time s�ail ianas g�ea�e�ina�aesig� ena��tnesa b�a panicuie�use Pho�B 800.515.75T0 Icsdz be eppliao b Ihs Gompone F� �'�`�'4� A COP'+OF TNIS DRAWING IS TO BE GIVEN 10 THE INSTAIUNG GONTRnCTOR �CSIQf1 CfilMia The Oes�g�ew ms�enai spec�.Fad ere�n subsfenba� �P antl So��dSten are reg�s�eied inEemeMa o�Lo��sisnaPecfic Corponfon pWG tj Lonfom+ilyw�lh the�slq3�Avis�on�O(NO$'�Oatl lo�� da0ecoon mci�aes sajuslmem�aclorforcrvep.t W lo�tl Cal.Cro065 W�mmg Uaeolthis proa�n mayresu�t�n o.pas�re io wood a��at.k�own $HEET # d�flec��o�.�.s ir.s:en�eneaua l0�RB Sid(0 01 CD1110T�8 t0 GlU3!GPnLB� File:C:1Program Fi1es(xB6)LLP\Wooa-E Design12015.2�W00DE.SPX , Beam C2 Amerhart 2015.2 .qiroweole S�iesa Desg� MSS: 0.62 NOTE: IOAD TABLE 2 PIIES 1.750 X 9.500 LP LYL2900Fb-2.OE� DESIQI QtSTBRU : VSI a o.46 7.THiSCOMPONENTISDESIGNEDIUSUPPORTONIY NOTE: I.OADSSMOWNAREFORINPUTIOADCASE 1). OTMERLOADCASES DESIGN CONSZSTS OF 2 - �LZF.S FASTENED RSI: 0.46 THEVERTICALLOADSSHOWNVERIFICATIONOP ( TOGES'HER (REFSR TO NOTES). � LOADING,DEFLECTION LIMITATIpNS.PRAMING POR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. Lyyg L(1Ap o 40 PSF METHODS.WiND AND SEISMIC BRACiNG.PND OTHEA (DIMENSIONS MEASURED PROM I.EPT END Of SPAN OR CANTi�EVER.) Dsw Lppp - 15 PSr IATERALBRACiNGTHATISALWAYSRE�UIRED�S DISSRZBIITION SOIIRCS TYPB TOP/SID6 LOAD PRODI TO IAAD LDP LHBSL TOTAL IAhD � 55 PS� THERESPONSI&LITYOFTHEPRQIECTENGINEER FT-IN-SX PT-ZN-Sx OR ARCWTECT, QNIpORM TLOOR LZVE SOP 501 PLP 00-00-00 09-06-00 1.D0 2.PROVIDERESTRAINTATSUPPORTSTOENSURE ONiFORM iLOOR DS71D TOB 188 PLF 00-DO-00 09-06-00 0.90 PLR LEFT SPAN CARR. : 25.00 PT LATERN.STABIIITY. [7N"SPORM NALL DBAD TOP 60 PLP 00-00-00 09-06-00 0.90 FI.R RIGt1T SPJs7 CARR. : 0.07 PT 3.DONOTCUT,NOTCNORORILILPLVL i7tIIPORM BEAM WBZGHT 10 PLP 00-00-00 09-06-00 0.90 4.SHIMALLBEARINGSFORFULLCON7ACT. Dgpt,gCpZ�.7�IT'�IA ; S.VERIFY�IMENSiONSBEFORECUttWGLPWL WARNINGNOTES: LZVB LOAD DBPL: L / 360 TO SIZE. TOTAL LOAD DBPL: L / 210 6.TH�S lP LVL IS 7U BE USED AS AFLQOR BEAM ONLY THIS COMPONENT DESIGN IS SPECIFICALIY FOR L-P ENGINEERED WOOD PRODUCTS. 7. MPRESSi N ED E BRACIN RE VI E AT USE OF THIS DESIGN FOR ANYTNING OTHER THAN LP LVL OR LP LSl OR LP I-J015TS IS COD6 COMPLIANCSS : 101'QC.OR�ESS. STRiC7LY PROHIBtTED.ANY MODIFICATION OF TNIS OQCUMENT REQUIRES REYIEW REPORT k BY A DESIGN PROfESS10NAl. APA PR-L280 DESIGN ASSUMES ALL"TOP"I.OADS ARE ICC-65 ESR-2403 APPLIED TO TOP EDGE OF lP LVL,SUCM THAT MINIMUM BEARING SIZES ARE SUFFIGENT TO PREVENT CRUSHING OF THE LP LVL I,ADBS RR-25783 LOAD IS DI$TRIBUTED EQUALIY TO EACH PLV. BEAM AS DESIGNED.IF IS THE RESPONSIBIUIY OF THE PROJECT ENGINEER, CC]iC 11518-A ATTACM THE TWO PLIES WITH 2 ROWS OF 160 ARCHITECT OR DESIGNER TO VERIFY THAT TME SUPPORT STRUCTURE fOR THIS Florida FL1522 B (3-112')NAILS AT 12'OC.STAGGER ROWS. BEAM IS CAPABIE OF SUPPORTING TME REACTIONS�. NAILS CAN BE DRIVEN FROM ONE FACE OR HAIF FROM EACH FACE. NAILS MAY 8E COMMON OR ANCHOR LP WL FLOOR BEA.M SEGURELY TO BEARINGS OR NANGERS. BOX NAILS W�TH A MINIMUM SHANK DIAMETER OF 0.137". tfiC SINKERS(3�1/A')MAY BE USED.8UT HALF MUST BE DRIVEN FROM EACHFACE. � I SUPPORI' RBACTIONS (LBS): 9.5(JG I MAXIM[Ri 8 SABI NG XUHB 8R - 1 2 1.750 "'TNIS DRAWING IS NOT TO SCALE"' D(MN 3605 3605 3.500 IIPLIFT "' '"" CROSS SECTION DIZN BEARINC SIZES (ITI-SX! 3- Q 3- 0 MA7CIDtWf DSPLECTZONS CAI.C.43.AT� AI.I+OWP.BLB LZVE SqAD 0.18"(L/6D4} 0.31" +DEAD S.O�D 0.14" TOTAI. LOAD 0.28"(L/399> 0.46" � Ha,eingsErecr�«, �awsa�asrarua�s�.��.arwi-�as�s��ecar;«u USerNotes(U5eri5resporuideforNeaccuracydtliesenote5) Software Provided By: ov+a�v iec 2oiz ramoore,y,,,aoa�e�,��b��aro�no�m�9�oMpo�.,,� oo�.a��no�ch amioraliari.PSa�ES�a�LSl.lVtendWo�staexcep�asshown LP Engineered Wood Products plumD and(or Sasi8linq IPlirel(OK9s s�eli ba tl0sigmG entl in oubiiSheC m8lenel!ipm LP pnyusx of LP SoINStart ISL,lVL antl IJais�6 Cont2ry 0.14�1f110f1$UB24.$Ui122� in9il116C Dy otners NO loada em lo Oe eOPI�ioO io�he 10��e limili set�orth heAon.rieyale�anyexpnea we�anty0f tM1e p�oduct enG LP compo�en�une�aRer e7�ma 1rem�ng and(esten�ng are dlscie�ma x!!�mai�so war'amies.nciamng ma�mpiron warnnUes of inercnentetii�ry N35Miile.7N 3T119 como�etea ni no��,e sr.ex ioaas g�ea�er�nan eas�9n end ntoess fora o�rt�cuis�use Phone 800.515.I5�0 loads be epplied to Ihe compon�nt Fa�c 866,7`a3.43G9 A COPVOF TH+S DRAW1N615 TO Be C"JEN N�HE INSTAILING CON=RACTOR Design Criteria rna eea�q�e�e ma�a�a,:ae��tee e��n:�t,s�e�ee: �v a�a sorasbn e�ms�sierea treaa�,u�+:or�o��s�.�eaec�rc eomom�ior� DWG # confortnhy wnn vie ia�eai rewsio�a ol NOs'oaea ioaa " eenea�o��n<ruees aaiusimem�actor�a:cnao iotei ioea cai Fmp fi5 Wem�ng.uae ol ih�a proEact meynsult En expasun to waod eus�.known $HEET # oeflec:�o��s ms;aoianoous +o tne Sate ai Cei�tem�•m.e�se cencer. Fde;C:�Program Fiies(z86)lLP\Wood-E Design120t5.21W000E.SPx Beam C3 Amerfiart 2015 2 Aiiowabla$liea6 Oea��gn MSI: 0.13 NOTE: 10A0 TABLE 3 PL{ES 1.750 X 9.500 LP LVL2900Fb-2.0� DSSICN CASTffitIA : VSZ: 0.42 i.THISCOMPONENTISDESIGNED7DSUPPORTONLY N6TE: LOADSSHOWNAREFORINPUTLOADCASE 1). OTHERLOADCASES �ESIGN CONSISTS OF 3 - FS.IES FASTENED RSI: 0.99 THE VERTICALLOADS SHOWN VERIFICATION OP pOR PATTERN LIVE LOADING ARE CHECKED AS RE UIRED. OCETHER iREFER TO NO;ES±. LOADING.DEFLECTION I.IMITATiONS.FRAMING (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) LIVB IA7�D • 40 PSP METHODS.WIND hND SEISMIC BRACING.AND OTHER DBAD IAAD � 15 PSP LATERALBRACINGTHATISALWAYSREQUIREDIS DZS2RZBtTfION SOURCB TYY6 TOP/SIDB LOAD PAOD[ ?O iQ11D LDP I.ASBL TOTAL IAA� . SS PSF THERESPONSIBILITYOPTHEPROJECTENGINEER TI'-ZN-SX TS-ZN-SX ORARCHITEC7. Vl72PORM PIAOR LZVS 70P 500 PLP 00-00-00 14-06-00 1.00 2.PROVIDERESTRAINTATSUPPORTSTOENSURE [7NIFORD! PIAOR DSAD TOP 188 PLP 00-00-00 14-06-00 0.90 PLR LBFT SPAN CARR. : 25.00 Ff t,ATER,OLSTAB�UTY. IINZPORx WALL DBAD TOP 90 PLP 00-00-00 19-06-00 0.90 Put RI(7iT 3P.�ti Gttx. : 0.00 Pf 3.DONOTCUT.NOTCHORDRILLLPLVL. UNIPOPM B67�M wEIGHT 16 PLT 00-60-00 14-06-00 0.90 4.SHIMALLBEARINGSFORFULLCONTACT. CONCExR'72ATSD PLODR LIvB TOP 1J25 LSS 00-00-OOMINBRG�3.00" 1.00 DEe[.6CTION CRITERI'A : 5.VERIFYDIMENSIONSBEFORECUTTINGIPWL CONCBNTRAS&D FLOOR DSAD TOP 497 LBS 00-00-OONZN8RG�3.00^ 0.90 LZVL LOAD DSPL: L / 360 TOS12E. CONCENTRATED FLOOR LZVB TOP 4980 LBS 0�-00-OOHZDiBRG�3.00" 1.00 TOTAL L0J1D DSPL: L / 240 6.TMISLPNLISTOBEUSEDASAFLOORBEAMON�Y. COxCSNTR.ITBD PLOOR DBAD TOP 1867 LH9 04-00-OOMINBRO�3.00" 0.90 7. M I NE E8R IN RE UIREDAT CONCENTRATBD PIAOR LIVB TOP 4980 L8S 10-06-OOMIDTBAC�3.00" 1.00 CODB COd[PLI.WC83 : EACH END OFCOMPONENT. CONCENTRATSD PLOOR DEHD TOY 1867 LHS 10-06-OOMINBRGa3.00" 0.90 RSPOR? 8 COIiCSNTRATHD PLOOR LIVS TOP 1335 LBS 14-06-OOMZNSRG�3.00" 1.00 APA PR-L280 DESIGNASSUMESALL'TOP"LOADSARE CONCENfRATBD PLOOR D871D TOP 497 LBS 1�-06-OOMINHAG�3.00" 0.90 ICC-63 HSR-2903 APPLIED TO TOP EDGE OF LP LVL.SUCH THAT IaDeS [tR-25783 LOAD IS DISTRIBUTED EOUAIIY TO EACH PLY. WARNING NOTES: CQtC 11518-R ATTACH TWO PLIES WITH 2 ROWS OF 16tl Plorida PL15228 (31/2')NAILS AT 12"OC.FROM THIS COMPONENT DESIGH IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRO�UCTS. ONE FACE ONLV. STAGGER ROWS.FLIP USE OF THIS DESIGN FOR ANYTNING OTHER TNAN LP LVL OR LP LSL OR LP IJOISTS IS BEAM AN�ATTACH THE THIRD PLY W ITH 2 STRICTLY PROH�BITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW ROWS OF 16tl(1 V2")NAILS AT 12'OC.70 BY A DESIGN PROFESSIONAL. THE UN�NAILED SIDE OF TME FIRST TWO PLIES. STAGGER ROWS.NAII.S MAY BE PROVIDE RESTRAINT A7 CONCENTRATED LOAD TO ENSURE IATERAL STABILITY. COMMON OR BOX NAIIS WITH A MINIMUM SHANK DIMIETER OF O.t37'.t6tl SINKERS MINIMUM BEARiNG SiZES ARE SUFFICIENT TO PREVENT CRUSMING Of THE l.P lVl BEAM AS DESiGNED.IT iS THE RESPONSi&LiTY OF THE PROJECT ENGINEER. CONCEN7RATE�LOADS MUST BE EQUALLY ARCHITECT OR DESIGNER TO VERiFY THAT TME SUPPORT STRUCTURE FOR THIS DISTRIBUTEO TO ALL PLIES. ADDITIONAL BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. FASTENERS MAY BE REOUIREO. ANCHOR LP LVL FLOOR BEAM SECUREIV TO BEARINGS OR HANGERS. BEARING 2 RE�UIRES FULL-DEPTH BLOCKING,S�UASH BLOCKS OR OTHER DEVICE TO 8E DESIGNED AND INSTALLED TO TRANSFER 2644 L85. BEARING 3 RE�UIRES FULI-DE�TH BIOCKING.SQUASH BLOCKS OR OTHER DEVICE TO 8E DESIGNED AND INSTALLED TO TRANSFER 2844165. BEARING 2 RE�UIRES fULL-DEPTH BLOCKING,SQUA$H BLOCKS Oft OTHER DEVICE TO BE DESfGNED AND fNSTALLEO TO TR4NSFER 2844183. BEARING 3 REQUIRES FU�L-DEPTH BLOCKING,SOUASH BLOCKS OR OTHER DEVICE TO BE DESIGNED AND INSTALLED TO TRANSFER 2844 L85. '4- SOPPORz RHACI'xox5 (LB51: 5.500 4- 0- 0 6- 6- 0 �- 0- 0 MAXIHOM B E.�R I NG NIIMB SR 1 2 3 4 1.750 "'THISDRAWINGISNOTTOSCAIE"' D(%VN 3108 11T31 11731 3108 3.500 UPLZFI "' _" '_' "_ 5.:50 CROSS SECTION MZN SEAPSTiG SIZES (IN-SX) 1- 8 3- 0 3- 0 1- 8 nv.xn�n�crzoNs cu.cvi.Ar� Ac.coP+�,ezs I.IVB LWD 0.02"(L(4425) 0.22" •DBF�U t.OAD 0.01" i'OTI.i, i3Oa� 0.03"fL/30081 0.13" r+arw��yaerecum �aasa�asur�ca�s�,�v�andi-�ascspec�ecar;ms UserNaes(Userisrespasideformeaccurxydmeserwtes} Software Provided B : Y �.:+rn7 IeC 2012 7empoaryannp>rmnnanibrec�ngforholdingcomponent Oonolwt.no�cn.aniio�eibrlPSoi�dStattLSL.LVLandiJoislnexceD�aashown LPEngineeredWoodProducts p�umb ena for rea�s��g ia�e�ai Ioroes ahe��be deaiqnetl ene��Ouoi�snea metenei from LP nny uae of L�Sol�dStan LSI..lvl ena Wasla con�nry 414 Uni0f1$VeSt.$IktC 2Q70 msuuetl�vomen No�oeea ero w De aoG��ea to tne to ina iimita aoi fon�neteon.nogaas anyeKpnas wa�.anryof ms D�tloct em lP compo�enl ume eHer en tne fnm�ng a.W 4arening eie alscla�ma ei��mo��aa�..enanGes�nciuding�M�mpytl wert�nties ol me¢hanteb+lity NdShwlle.TN 3T219 comp�eietl.At no tirtro anei�Ioetls gmeterman aeugn and nmess(or�panicwar use Plione 800.515J5�0 iwds oa�vo��ed m me<ompoixn� Faz 8fi6753.4369 �CCPYOi'iH15 ORAWING 15 TO BE GIVEN/0 FHE INSTALLING CONTRACTOR. Design Criteria The tle9:gn an0 ma1eM�spec�ilietl aq In suDs�eMia� LP anC So�idSterl em mgistend VatlamaMs olloui0ianeDecifit CAryoretion pW�`j � Conform�icy witn Ine lefesl rvvinrona of NOS.'Daea loaa aenact�o��cioaes ea�osimeni tecwrro.creeP io�si ioaa Cal.Pmv 85�'oam�rg:Uaa o/tnis v�duc:maynsuu m�aposuo Io w000 dust.known SHEET # tlef�ectbn Is��aunieneous. io tne 5�aie o�Ceinomia io ceusa cence� Fite:C:\Program Files(x86)�LP�Wootl-E De5ign1201521WOODE.SPX � Beam C4 Ame�art 4G�52 AuowobleSwssDesig� MSZ: 0.49 NOTE: LOAD TABLE 2 PLIES 1.750 X 9.500 LP LYL2900Fb-2.OE DESScrr cxxr�tu : t.TMISCOMPONENTISDESIGNED'fUSUPPORTONIY pESIGN CONSSSTS OF 2 - PLSES ASTEPIF.D VSI: 0.36 THE VERTiCALLOA�S SHOVJN VERIFICATION OF NOTE' LOADS SHOWN ARE FOR INPUT l.OAD CASE(t). OTHER LOAD CASES RSI: D.98 , FOR PAT?ERN LIVE LOADING ARE CHECKED AS RE�UIRED. TOG6THER (REFER TO NOTES). • IOADING.DEFLECTtON LiMRATIOnIS.FRAMING (DIMENSIONS MEASURED FROM�EFT END OF SPAN OR CANTILEVER.) L=`/8 �� • a0 rS[+ MEfHODS.WINDANDSEISMICBRACING.ANDOTHEf7 D6�D ]AAD . 15 PSF LATERALBRACINGTHATISALWAYSREOU�REDIS DISTRIBQTION SOIIRCB TYPB TOP)SIDS IAAD FROM TO IAAD LDP I.ASBL T02AL LCUD . 55 PSP THERESPt7NS181LITYOFTHEPROJECTENGWEER PT-ZN-SX PT-ZM-SX ORARCHITECT LJiIIFO&M PLOOR LZVS TOP 360 YLF 00-00-00 09-06-00 1.00 2.PROVIDERESTRAINTATSUPPORTSTOENSURE UNZPORM PLOOR DBAD TOP 135 PLP 00-00-00 09-06-OD 0.90 PLR I.aFf SPAN CARR. : 18.Q0 FT LATERALSTABILITY, UNZPORM WALL DBAD TOP 90 PLP 00-00-00 09-06-00 0.90 PLR RIGHT SPAH C.VtR. : 0.00 FT 3.DONOTCUT.NOTCHORDRILLLPLVL. ONIpORM BBAM vJ82GHT 30 PLF 00-00-00 0➢-06-p0 0.90 4.SMIMALLBEARINGSFORFULLCONTACT. CONCHNTRATBD PIAOR LN8 TOP 3536 LBS 00-DO-OOMZNBRG.3.00" 1.00 DSPLBCTIQN CRZTSRIA : S.VERIFYOIMENS{ONSBEFORECUTTINGLPLV� CONCSlITRATBD PLOOR D&AD TOP 1336 LBS 00-00-OOMSNBRG�3.00" U.90 LIVB IAaD DEPL: L / 360 TO SIZE. CONCSti1'RATED tLOOR LIVS TOP 3536 LBS 09-06-OOIdZNBRG.3.00" 1.00 TOTAL LOAD DEPL: L / 240 B.THIS LP LVL IS TO BE USE�AS AFl00R BEAM ONI.Y. Cp2iCatiTRl.TBD PLOOx DFaD TOP 1326 i.aS 09-06-OOMINBRG�3.00" 0.90 7.COMPRESSION EDGE BR IN RE UIRED AT COD& COMPLIANCBS : EACH END OF COMPONENT. WARNING NOTES: RHPORT J{ APA PR-L280 DESIGN ASSUMES AlL"TOP'LOAOS ARE TH�S COMPONENT DESIGN IS SPECIFtCAILV FOR LA ENGINEEREO WOOD PRODUCTS. ICC-ES ESR-Z403 APPIIED TO TOP EDGE OF LP lVl,SUCH TFiAT USE Of THIS DES�GN FOR ANYTHING O7HER THAN LP LYL OR LP lSL OR lP IJOISTS IS LADBS RR-25783 IOAD IS DISTRIBUTED EQUALLY TO EACH PLv. STRICTIY PROHI6ITED.ANY MODIFICATION OF THIS DOCUMENT RE�UlRES REVIEW COtC 115 iB-R ATTACH THE TWO PLIES W ITH 2 ROWS OF 16d BY A DESIGN PROFE5510NA1.. Florida PL15228 (3•V2')NAIL$AT 72'OC.STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALP PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITV. FROM EACH FACE. NAILS MAV BE COMMON OR BOX NAIIS WiTH A MINIMUM SHANK DiAMETER MINIMUM BEARWG SiZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE lP LVl OF 0.131'. 76d SINKERS(3v4')MnY BE BEAM AS DESiGNED.IT IS THE RESPONSIBILITY Of THE PROJECT ENGINEER. USEO,BUT HALF MUST BE DRIVEN FROM ARCHITEGT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. CONCENTRATEOLOADSMUSTBEE�UALLY DISTRIBUTED TO A1L PLIE3. ADDITIONAL ANCHOR LP LVL F�OOR BEAM SECURELY TO BEARINGS OR HANGERS. FA TENERS MAY BE REOUIRED. BEARING i REOUIRES RIM BOARD,FULL-DEPTH BLOCKING,SOUASN BLOCKS OR OTHER DEVICE TO BE DESIGNED AND INSTAIIED TO TRANSFER 2193 LBS. BEARING 2 RE�UIRES RIM BOARO,FUII•DEPTH BLQCKING,SOUASH BLOCKS OR OTHER DEVICE TO BE DESIGNED AND INSTALLED TO TRANSFER 2195 LBS. -'F SVPPORT REaCP20NS (I8S): 9.500 MaXER[A! 88ARI NG NQMB E R -jc 1 2 I 1.750 "`THIS DRAW ING IS NO7 TO SCALE"' D(XPN 7686 7686 3.500 IIPL3'YI "' "' CROSS SECIION DD�?I BSAA.'L2� SYZSS IIN-SX) 3- 0 3- 0 MAICIPfIRd DBPLBCPZONS CJ�I.CIR.aT� HI.I10YVAHLB LIVS IAAD 0.13"(L/891) 0.31" •DE7�D IqAD 0.13" TOTAL LOAD 0.22"(Ll509) 0.46" N�a�r�aErecti«, �a�sa�aS��u�s�..�vtar�i•�asi5oec�ecaoms UserNaces(UserasresponsideiorNeaccwacydNesenaes} SoftwareProvidedBy: o„nn� iac zoiz Tsmpprery atM pe+ne�ent bmc�ng fornoltl�nq Compo�o�l Go.�oi cut.�.ott�+,anli or elier LP SolidSten LSL,1V1,end iJoieie axcept ae ehown �P Engineered Wood Products piumc ena�or res,si�ng ia�e�ai to�cea ana�i be Oce�q�en ena m p�0iibhed matanal from�P Any use o(LP Sai�tlSlen 151.LVL enC�JO�sts COMqry inatelied by oUars Na ioacs sre to Ge eppi�e4 ro the io the I!mlu sa;fonn�e�eon,naga!e eny axpress wansntyof I�e prodUr,t and LC 4�4 UnOn StrE¢i.SU[e2000 omponenl vnpi eRe�en�ha lraming erw lesion�ng e+e a�ecR.�ms eu�monea we�,amiea�naod�ng me imp��ea wn'remros or m.rcn.n�nmety NasMille,TN 3TZt9 omDleletl.Al rto Ume snel4loeEa gme�erlhan Ceeign antl f�tnesa fcr e pemwiarausc r� Phone 800.575.�570 loeds be�OP��ed:o±hp compOnpM Faz 8E6]53.4369 A COP��=i MIS ORA W I NG I S'O 9E GIV E'N W TME INSTALLING CONTRACTOR Design Crit�ia rne des�gn ena m.oiena�speafea ar�m s�os�entm� lF ena Smia5tan em regis�ered bademarks ot Lows�aneFanrc Corponuon DWCi # on#Oiliilt�w�lh ihb l9�esl Avi8i0n5 0(NDS'Oeatl 1094 oa�iedion�ncioaea eojustmam foc:or/or cnao.T tal loea Cei?mo 65 Weming Use ot this prod�ci mey!esw�in e.poavre lo wood dus1.krown de0emwn u insiemaneous. ro me St+�a o�car�o"„a�o ca�se ceoce� SHEET # File:C:\Program Piles(x66)tLP\Wootl-E De5ign1207521W000E.SPX PfOjeCf: Pa� Justin Spreitzer / Location:Beam C5 $(�'�1��;�� Amerhart Multi-loaded Muiti-Span Beam `�,�,;,�--�" 2631 Territorial Road ot �2009 International Building Code(2005 NDS)] St.Paul, MN 55114 (2)1.51Nx9.251Nx5.5FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.112.0 1l17/2017 7:35:12 AM Section Adequate By. 16.9°/o Controliing Factor:Moment CAUTIONS 'Laminations are to be fully connected to provide uniform transfer of loads to ail members DEFLECTION& Center LOADING DIAGR/1M Live Load 0.04 IN Ut 776 Dead load 0.02 in Total Load 0.06 IN U1149 �ive Load Deflection Criteria:U380 Total Load Deflection Crite�ia:U240 i REACTIONS A B x Live Load 2723 Ib 2723 Ib Dead Load 1419 Ib 1419 Ib Totai Load 4142 Ib 4142 Ib Bearin length 3.25 in 325 in sEAM DATA Center Span Length 5.5 ft �� ° �� Unbraced�ength-Top 2 ft - _ ssn__ T _ _ _-B Unbraced�ength-Botiom 5.5 ft Live Load Ouration Factor 1.00 Notch Depth 0.00 UNIFORM LOAO� enter MATERIAL PROPERTIES Uniform Uve Load 500 plf #2-Spruce-Pine-Fir Uniform Dead Load 188 pif Base Values Adiust� 8eam Self Weight 5 pif Bending Stress: Fb= 875 psi Fb'= 958 psi Total U�iform Load 693 pif Cd=1.00 C1=1.00 CF=1.10 Shear Stress: Fv= 135 psi Fv'= 135 psi POINT�OADS-CENTER SPAN Cd=1.00 Load Number Q�g Two Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Live Load 1348 Ib 1348 Ib Min.Mod.of Eiasticity: E min= 510 ksi E min'= 510 ksi Dead�oad 668 Ib 668 Ib Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Location 0 ft 5.5 ft Controiling Moment: 2923 ft-Ib TRAP��Q�DAL LOADS-CENjER SPAN Load Number Qn�e 2.75 Ft from left support of span 2(Center Span) Left Live Load 0 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 80 plf Controlling Shear: -2126 Ib Right Live Load 0 plf 6.0 Ft from left support of span 2(Center Span) Right Dead Load 80 plf Created by combining all dead loads and live loads on span(s)2 Load Starf 0 ft Load End 5.5 ft Comparisons with required sections: Rea'd vi Load Len th 5.5 ft Section Modulus: 36.6 in3 42.78 in3 Area(Shear): 23.62 in2 27.75 in2 Moment of Inertia(de0ection): 41.33 in4 197.86 in4 Moment: 2923 ft-Ib 3417 ft-Ib Shear: -21261b 24981b Beam C6 Amerhart zr,,sz A;Ipwe�lOS1ASSDlS�9n NSI: 0.49 NOTE: LOADTABLE 2 PLIES 1.750 X 9.500 LPLVL2900Fb-2.OE nssxcar cxxransw : vsi: o.a3 1.iH15 COMPONENT IS DESIGNED 70 SUPPORT ONLY hOTE: LOADS SH04VN ARE FOR INPUT LOA�CASE 7).OTHER LOAO CASES DESIGN CONSISTS OF 2 - PLIES FASTEN£D RSI: 0.90 THEVER7ICALLOADSSHOWNVERIFICATIONOF ( TOGrTHER (REFER TO NOTES). � - LOADiNG.DEFLECTION LIMITA710NS.FRAMING POR PATTERN LIVE LOADING ARE CHECKED AS REQUIREO. y1yg IpAp . 40 fSe METHODS WIND AND SEISMIC BRACING.AND OTMER (DIMENSIONS MEASURED FROM I.EFT END OF SPAN OR CANTILEVER.) DE�D i.(�D � 15 PSF LATERALBRACINGTHATISAIYJAYSREQUIRE0IS niSixisUTiON SOUftCa TYes TOP/SZDB LOTD PROM TO LOM LDP LABSL TCYfAL IQAD - 55 PSe THERESF7NSIBIUNOFTHEPRQIECTENGINEER P7-ZN-S% PT-IN-SX ORARCHiTECT. UNZTORM lLOOR LZVB TOP 680 PLP 00-00-00 07-06-DO 1.00 2.PROVIOERESTRAINTATSUPPORTSTOENSURE tlNZPORM PI,OOR DEAD TOP 255 PLF 00-00-00 07-Q6-00 0.96 FLR 2.�P SYAN GRR. : 26.00 FT LATERALSTABIIITY IINSFORlt BBAbf WEIGHT 10 PLP 00-00-00 07-06-00 0.90 PLR RI(af7' SPAN CARR. : 8.00 Pc 3.DO NOT CUT.NOTCH OR DRILL LPLVL 4.SHIM ALLBEARINGS FOR PUIL CONTACT. WARNING NOTES: pgpt,gCl=ON ptZpERia ; S.VERIFYDIMENSIONSBEFORECUTTWGLPLVL LIVS IAAD DEYL: L / 36� TO SIZE. THIS COMPONENT DESIGN iS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. TOTAL LOAD DBFL: L / 140 6.THIS LP WL IS TO BE.USED AS AFLOOR BEAN ONLY. USE OF THIS DESIGN FOR ANVTHING OTHER THAN LP LVL OR lP LSL OR LP 1-JOISTS IS 7.C MPRE I N ED E 8R IN RE UIRED AT S7RICTLY PROH181TED.AHY MODIFICATION OP THlS DOCUMENT kEQUIRES REVIEW WDE COlIPLZANCSS : EACH EN�OF COMPONENT. BY A OESIGN pROFES510NAL. RSPOR2 N 71PA PR-L280 DESIGN ASSUMES A�L'TOP'lOADS ARE MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING Of 7HE LP lVL ZCC-85 ESx-2403 APPLIEO TO TOP EDGE OP lP IVL,SUCH THAT BEAM AS DESIGNED.�T 1S THE RESPONSIBil1TY OF THE PROJECT ENGINEER. LADBS RR-25783 lOAO IS DiSTRIBUTED EOUAILY TO EACH PLY. ARCHITECT OR OESIGNER TO VERIFV THAT THE SUPPORT STRUCTURE FOR THIS CCMC 11518-R ATTACM THE TWO P{.IES W ITH 2 ROV✓S OF 76tl BEAM IS CAPAB�E OF SUPPORTING THE REACTIONS. Plorida FL15228 (3-V2')NAILS AT 12'OC.STAGGER ROWS. NAILS CAN BE DRNEN FROM ONE PACE OR HALF ANCHOR LP LVL FIOOR BEAM SECURELY TO BEARINC,S OR HANGERS. FROM EACH FACE. NAILS MAY 9E COMMON OR BOX NAILS WITH A MINIMUM SMANK DIAMETER OF 0.137'. 76tl SINKERS(3-V4')MAY BE USED.BUT HALF MUST BE DRIVEN fROM EACHFACE � SQPPORT RBAC1'ZONS (LB5S:� 9.SOC MAXZH@t B 8A&I NC NUMB SR 1 2 1.750 DOWN 3542 3592 3.500 QPLZPf •'" "' CROSS SECTZON ?SSn7 HHAP.ING SI28S (IN-SX) 1- 8 1- 8 MAXZ?IIPI DSFLSCfI0N5 CAL1ClT[.AT� A[SAWA8L8 S.IVE LCL�D 0.11"!L/8301 0.25" •DF.aD ia]rn 0.06" 7- 6- 0 TOTAL IAAD 0.15"(L/598) 0.37" '^THISDRAWINGISNOTTOSCALE"' r+ana�ngBE�ectim �awsa�dsurr��s�.�v�andi-�dstspec�flc�;«,s UserNaas(User+srespcmidefartheacc�xydNesenaesJ Software Provided By: o,;,,,, � zsc �oiz Tamporaryen�p¢rtnanent bro<�ng fcrholding tomponent Oo mt wt,nolch.d�ii oreilerLP 6otidSlan tSL.LVL end Woieta a.Cepta9 chown LP Engineered Wood Products plumD ariC for rqsisiin9 kalerel IprCec sheil be tles�igneE enC'n O�ubl�9�eC melenel from�?Any uSe o(LP SoliGStBM1 lSl,lVl an0 Ivoiel3 tOntiery 414 ljikpfl$VBBI,$W(@ 2� inSte�IBd byo�hBn No loed6¢�e b b0 9DP��o4 b tne ta�ne i�m�ts¢et(oRh nenon.negetse anyaxo�sa wemntyof��e produei eM LP componen+um��i a�ta�au tha immmg entl tasien�rvg am Bisc!e�ms a�i rmpiiBE we�ranties inUuE�ng Ne impiie0 werte.�bea ol me2hantepel�y N�Mnlle,TN 3R19 COmplele0.AI no!�ma sh�li ioads g�e��s•t��ndes��gn en�J fi�neas!cre Danir,�igruie PhGl2�.$7$.7$7� ioaas on evv�;ea w me comPa�am Fa� 866J53.n36.9 DBSign CfitEfiO A COPY OF THfS ORA WiNG IS TO 8e C�IVEN 10 TME tNSTALLING CONTFACTOft. Tna tles+qn e�a metenei aWufied ere�n suba�emiai _P end SOV�tlSte1 ere reg�steroE i�sEameMs o�lo��a�ane-0ac�f�c Coryore�ion. DWG # confom:�tywilh Ihe I8Iee1 Avisions o(NpS.'Doatl'�.ned datiea�o��cwees aa;osimem�acco�to.creeo romi ioaa ca�am�e5 ttiem��g uae ot m�s o�oauct may�eawt�n nx�os��a wooa duat,knawn $HEET {( eetlec�mn�a ms�ameneous io�ne s�ate cr C.iltem�a io cana c.�cor File:C:lProgram Flles(z86jlLPiWood-E Desrgn�2075.21WO0DE.SPX Beam C7 Amerhart 70t52 ai�aweeie5�rese0ea�pn MSI: 0.75 NOTE: IOAD 7n8LE 2 PLIES 1.750 X 11.875 LP LYL2900Fb-2.0� DSSIGN C�t.I1'E[tIr : vSI: 0.60 1.THIS COMPONENT IS DESlGNED i0 SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(t).OTHER LOAD CASES DBSIGN CONSISTS OF 2 - PLIES FASTEN"D ASI: D.76 THE VERTICAILOADS SHOWN VERIFICAT10N OF TOGETHER (REFER TO NOTF.S). lOADING.DEFLECTION LIMITATIpNS.FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REpUIRED. I,Ny I,pAp . 40 PSP METhi005.WIND AND SE�SMIC BRACING.AND OTHER i01MENSIONS MEnSURED FROM IEFT END Of SPAN OR CANTILEVER.) D8\D IArD . 15 PSF LATERALBRAGNGTHATISAUNAYSREQUIREDIS DISTAISOTION SOIIRCE TYPE TOP/SZDB IA71D YRO![ TO LOAD LDP LASHL TOTAi. I.f?7�D e 55 PSP THERESPONS�BIlITYOFTHEPROJECTENGINEER PT-IN-SR PT-IN-SX ORARCHiTECT t7NIPOx7e tI.00R LZVB TOP 816 PLF 00-00-00 10-06-00 1.00 2.PROVI�ERESTRAINTATSUPPORTSTOENSURE SJNIPORM PLOOR DBAD TOP 306 PLP oo-oo-o0 10-06-00 0.90 PI.Ft LZPT SPAN CARR. � 18.00 PT LATERALSTABII,ITY UNZFORM BEhM NSIGN'I 17 PLP 00-00-DO 10-06-00 0.90 FLR RIGHT SPAN CARR. : 4.50 Ff 3.DO NOT CUT.NOTCH OR DRIt11.PLVL. PIqUA SP.1N CARRIID CDNTINWOS 4.SHtM ALLBEARING$FOR FULL CONTACT WARNING NOTES� 5.VERIFY DIMENSiONS BEFORE CUTTING IPLVt pgp�,g�I�.7 QylTgp�� ; TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALIY fOH L-P ENGINEERED WOOD PRODUCTS. LZVE IAAD DBFL: L / 360 6.THIS LP LVL iS TO BE USED AS AFLOOR BEAM ONLY. USE OF THIS�ESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR lP I•JOISTS IS TOTAL LOAD DSFL: L / 240 7. PRE N ED E B IN RE UIRED AT STRICTIV PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW 60'O.C.OR LESS. BY A DESIGN PROfESS10NAL. CODB COMPLIAl7C8S r RBPORT N DESIGN ASSUMES ALL'TOP'LOADS ARE MINIMUM BEARING SIZES ARE$UFGICIENT TO PREVENT CRUSHING Of THE LP LVL ApA PR-L280 APPUED TO TOP EDGE OF LP WL SUCH THAT BEAM AS DESIGNED.IT IS THE RESPONSi811,ITY OF THE PROJECT ENCaWEER. ZCC-sS SSR-�603 LOAD IS DISTRIBUTED E�UALLY TO EACH PLY. ARCHITECT OR DESIGNER TO VERIFV THAT THE SUPPORT STRUCTURE FOR THIS LADaS RR-25763 ATTACH THE TWO PLIES WITH 2 ROWS OF 1fi0 BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. CCMC 11518-A (3-V2')NAiLS AT 12"OC.STAGGER ROWS. Plorida rL15228 NAILS CAN BE DRIVEN FROM ONE FACE OR NA�F ANCHOR�P lVL FLOOR BEAM SECURELY TO OEARINGS OR HANGERS. FROM EACH FACE. NAILS MAY 8E COMMON OR BOX NAI�S WITH A MINIMUM SHANK DIAMETER Of 0.131'. 16tl SINKERS(3-1f4')MAY BE USED,BUT HALF MUST BE DRIVEN FROM EACN PqCE. 'k� SiJPPORT RSACPION3 (LBS1: 11.875 MAXII�[M B EARI NG NUtfB SR 1 2 1.750 "'THIS DRAWING IS NOT 1D SCALE^' D(7WN 5950 5450 3.500 �� CRbSS SECTION bffN 88ARZNG SSZ85 (IIi-SX) 3- 0 3- 0 MAXIMON DSPLECfIOHS CAI,CfJ[,ATffi1 11I.LGNABI.E LIV� I.OAD 0.24"tL/519) 0.34" •DSM LMD 0.14'• 1Yri'AL I.OhD 0.33"fI./3731 0.51" Manain98Erecum LR:s•sa�osur[h7�s�.�v�arai-�astsaed6cao«,s userNaes(usgisre;pas�aerormexcuracyofineserwtes) Software Provided By: '��:�� ZBC 2012 temooreya�a vem�e�.a�i e�eu�g ro.rw:a��q compo�e�c Do��coi.norcn,dn��i o�ei�e��v soiws�.n�s�,�v�a�a i.�o�s�c oKc.Pi.s enow� LP EnginBOfed WOOd PfoduCtS plumb entl fo�nsiating leleml fort�s ah�il Oe Oee�iynetl e�d in D�alis�etl me�enai tmm LP Any us4 af LP SoliASin�LSL,LVL eM IJoista contnry ��eEe��oa oyo!nars No�aetls�re l0 0�eOD��o4�o tha tc t�e i��mns sat fonh heroon.negatea enysxpreas wartanryol tne piocuc3 sM LP 414 Urvon Str2et Suite20D0 componen�umii e[�er a�i ihe Inmmg arw fesron�ng ere msc'�e�me e�+Imoliea w�.�anGes��Uua�og iM�mpi��C weiranaes oi merchenub�hly Nashville.TN 37279 com0iaiean;rwemo.snauiwdsgreawrttwnacs�9n ano`�tneeaforaoan�cWeruse. PFloneB00.515.757Q io.as ea•vo�+oa io ine compo�• Fa+ 866.153.4369 Des�gn Crits�a A C0�1'CF THiS ORAW�NG�5 TO BE GIVEN iDTNE INSTq�i.ING CON7RACTpq 7ne tles�gn antl metenel specfiea em m wbsteniroi �P•�a 5ona5inn are�egisiered vaaeman�s oi�o��e�anaaontc Garcoratwn. DWG # m�om�nyw�m me isiosi rews�ons o�NDS•O�ea ioe� ,ei Pmp 65 Wemm �Ufe of Ib�f O�datl m� roa�lt;n ezpomn so wood dua6 know ee8eci�o�i�cweea eaj�so++ent�eaor rororeeo rmai iaae 9 v SHEET # oetiacnon la�n:�smeneooa to+nn ste�n o+CeLlomia�o cause ce�cs� Fae:C:tProgram Fiies(z86)�lPtWooC-E Oes�gn`,2pt5.2tWO0DE.SPX • Beam C8 ' � Amerhart 20�52 .aueweoie siress Des�gn LOAD TABLE MSI: 0.66 rvOTE: 3 PL1E5 1.750 X 11.250 LPlV�2900Fb•2.0� neszca crurfficxn : vsi, o.ao 1.THIS COMPONENT IS DESIGNED TO SUPPORT ONLY OESIGN CONSSSTS OF 3 - PL',ES FASTE,IED NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER IOAD CASE3 RSS: 0.67 THE VERTICAI.LOADS SHOW N VERIFICATION OF FOR PATTERN UVE LOADfNG ARE CHECKED AS REQUIRED. TOGcTHER IREFER TO N�TES i . ' LOADING.DEFLECTIpN�IMITATIONS.PRAM WG (DiMENSIONS MEASUREO FROM LEFT END OF SPAN OR CANTItEVER.� LSVB IQw ' 9� PSP METHODS.WINDANDSEISMICBRACING.ANDOTHER nEAD LO�D m IS FSP LATERALBRAGNGTHATISALWAYSREQUIREO�S DISTRIBDTZON 30URCE TYPB TOP/SIDE ZAAD PRO?S TO IA.1D LD7 L7�BEL TOTAL I.O.�D . 55 P3P THERESPONSIBIlITYOFTHEPR0.IECTENGINEER PT-ZN-SX PT-IN-SX ORARCHiTECT. WIIPORM SNOW LIV6 TOP 42Q BLP QO-00-00 14-06-00 1.15 2PROVIDERESTRAiNTATSUPPORTSTOENSURE UNIpORM SNOW DEAD TOP 209 PLP 00-00-00 19-06-00 0.90 PLR LEFT SPAN CARlt, : 9.00 PT LATERALSTABIUTY. UNZpORlf FI.00R LIVB SZDB 160 PLP 00-00-DO 14-06-00 1.00 FLR RICH2 SPwN ('ARR. : 4.00 PT 3.DONOTCUT,N07CHORDRILLIPLVL. [R7ZPORiS NALL v6AD TOp 90 PLP 00-00-00 14-06-00 0.90 4.SNIMALLBEARINGSFORFUILCONTACT. VNIpORM PLOOR DBAD SSDB 60 8LT 00-00-00 14-06-00 0.90 DSPLECfIOH QtI7'ERZA S.VERIFYDIMENSIONSBEFORECUTTINGLPLVL T7NIPOIW BBAM NSIC6T 17 PLP 00-00-00 19-06-00 0.90 LIVB IAAD DEPL� L / 490 TOSIZE. TO'fAL LOAD DEPL: L / 290 6.TMIS LP LY��S TD BE USED AS Hfi00R BEAfd ONLY WARNMG NOTES: M E ON R I UT A CODE COMPLIANCBS ; &i O.C.OR LESS. THIS COMPONENT DESIGN IS SPECIFICALLV FOR L-P ENGINEERED WO00 PROOUCTS. RBPORT K USE OF THIS DESIGN FOR ANttHING OTHER THAN lP LVL OR LP LSL OR LP WOIST5IS pPA PR-L280 DESIGN ASSUMES AlL'TOP'LGADS ARE STRICTLY PROHIBITED.ANV MODIFICATION OF THIS DOCUMENT REqU1RE5 iiEViEW ICC-BS SSR-4403 APPLIED TO TOP EDGE OF LP LVL,SUCH THA7 BY A OES�GN PROFESSIONAL. LADBS RR-25783 LOAO IS OISTRIBUTED EQUALLY TO EACH PLY, CCMC 11518-R ATTACH TWO PLIES WITM 2 ROWS OF 1&1 MW iMUM BEARING SIZES ARE SUFFICIENT TO PREVENT GRUSHING OF TME l.P Lvl Flozida PL15228 (3-1/2'j NA4S AT t2'OC.FROM BEAM AS DESIGNED.IT IS THE RESPONSIBILITV OF THE PROJECT ENGINEER, ONE FACE ONLY. STAGGER ROWS.FLIP ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM AND ATTACM THE THIRD PLY W ITH 2 BEAM IS CAPABIE OF SUPPORTING THE REACTIONS. ROWS OF 78tl(3-tl2';NAILS AT 12"OC.TO THE UN•NAILED SI�E OF THE FIRST TNO ANCHOR LP LVL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS. PUES. STAGGER ROWS.NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM LP COMPONENTS ARE MANUFACTURED WI7HpUT CAMBER,THEREfORE IN SHANK DIAMETER OF 0.731'.i6tl SMKERS AOOITION TO COMPLYING WITH BUIIDING CODE DEFLECTION LIMITS 3-1t4" MAV BE USEO. OTHER DEF�ECTION CONSIDERATIONS SHOULD BE EVAWATED BY PROJECT DESIGNER.SUCN AS VIBRATION,80UNCE.AND AESTHETICS. THIS FLOOR FRAMING COMPONEN7 HAS BEEN DESIGNED WITH AN INPUT TOTAL LOAD OEFLECTION UMIT O�U24�.1PROVIDED BY THE LP CUSTOMER), THiS COMPONENT CANNOT BE USED TO SUPPORT CERAMIC TI�E PLOORS. � 1L 250 SQPPORT AEALTIONS (LBS1: MAXIMIM B E A R Z N G N Q M B E R "'THISORAWINGISNO7iOSCA�E"' 1 2 1.'75G DGWN 5843 5843 3.SOC ��' -" '— 5.25G CROSS SECTSOIJ MIN BEARIT7G SI285 (IN-SX) 2- 4 3- 0 lfA7fIMUM DHPLSCTIONS CAICU7ATED ALIaP(AB LN8 IqAt) 0.35"(L/191) 0.36 DFAD 7qqp 0.45" 7 HanUirgBEteclion L1�)SditlStartrtvLSI.LVLax11-Jei5t5patifitaoon5 Usallotgs(U5eri5re5ponsidefortheacc�racydC�esenote5) Software Provided B : y o`'i7't� IBC 2012 Tompor»rye�:Ope..a.en(Dmc�ngfornoltlinBcomppne�t ponotcutnol<�.d�llora�lArL.VSo11d5�aRlS�.LVLBnEIJoi9leexceptassnown LPEngineeredWoodProducts piump an�fo:res t'g ietemi forces anel!be Oesigned ana�n p�01 snaE mata�al lrom LP Any uso of�P So��ipStnR 15L,LV�en0 IJoista conlrery 414 UfkOn ShB�,$tYte Z000 tnsblietl oyotnen No ioeas are to ba aDO�'�ma Io tne to�he i�m�ta set lonn nereon,negetes anyezp2sa wamntycf��a proa�ct a�G LP o�oo�d�f��ri aue.au ihe r�m�og a�d m:�o��q aA m:oia�Ts.0��mPrAa wam�c�a:��wa�9 m.Imp!�ed w�rtcntiqs o{merttun4bitity Nasnviiie,TN 372t9 como�eiea at no ume sneu ioeda greater man cxsign ana 6inees Ior e pamwixruse Phme B0p.5157570 ioeas os ePo��se io me comPonen:. F�c 866.753.43b5 A CD?�OF THIS OM WlYG!S?O BE GIV E N TO TH£lNSTAlUNG CONTf3AC7pR Oesigi Cfiteria Tu aes�c��e�e me:e�ei spac�eea are��suas�anoa� �P A�a soi�estert o�e reg�siarec ireeame�s o{�ov�e�.�,.ao��rc co�o�eor, DW G # onlom,'nyw:in me��..e�esi re�ismns oi NOs.•Deaa mea denecuoo�r,u:,aes a�rusv.+em ta�:orlcr cieep.hu�ioen Cai vmv 6S wemmg�.Use ol m�is Proeum roayreswi�.+�apoaum to wooa C�at,soowo $HEET # aeBectron�s insteme�eous ro ma Sta;e o�Cabfom�e w cause ca�cer. File:C:1Program Files fx86)1LP1WOotl-E Design�207521W000E.5PX � Beam - Amerhart zois2 4uowao�.stmae0es�gn MSI: 0.73 NOTE: LOnOTne�E 2 PLtES 1J50 X 11250 LPLVL2900Fb-2.OE � DSsicN cu'r�U : vsz: o.so 1.THISCOMPONENT IS DESIGNED TD SUPPORT ONLV NOTE: LOAOS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES DESIGN CONSZSTS OF 2 - PLZES FASTENED I ASI: 0.B6 TMEVERTICAl.L0A0SSHOWNVERIFICATIONOF TOGETHER {R6FER TO NOTES). lOADING.DEFLECTION LIMITATIONS.FRAMING FOR PATTERN LIVE LOAOING ARE CHECKED AS REOUIRED. 1,� ppap . 40 PSF METHpDS.WIND AND SEISMIC BRACING.ANO OTHER (DIMENSIONS MEASURED FROM I.EFT END OF SPAN OR CANTILEVER.) pp,�p I,p7�D . 15 eSP L4TERAL BRACING THAT IS ALWAYS REOUIREO IS DZSTRIBUTION SOQRCE TYPB TOB/SIDE LOAD PRON TO IAAD LDP LAHYL '1'O'C\I. LQAD � 55 PSP THERESPONSIBILITYOFTHEPRQJECTENGINEER !T-IN-SX 1T-IN-SX OR ARCNITECT. tJNIrORH SNOW LIV6 TOP 470 PLF 00-00-00 12-06-00 1.15 2.PROVIDERESTRNNTATSUPPORTSTOENSURE SJNIPOHTt SNOW D8AI3 TOP 204 PLP 00-00-00 12-06-00 0.90 PLR LEFP Seati CARR. : a.00 PL LATERALSTABIUTY IINIFORM PLOOR LZVt SZD6 160 PLP 00-00-00 12-06-00 1.00 PLR RIGgtT SPAN CNtR. : 4.00 FP 3.DONOTCUT,NOTCHORDRILLLPLVL. LR7ZtORM WALL DEAD TOP 90 PLF 00-00-00 12-06-00 0.90 4.SNIMALLBEARINGSFpRFULLCONTACT QN2PORM PI.00R DBAD SIDB 60 PLF DO-00-00 12-06-00 0.90 DEtLECI'ION CRITEItIA : S.VERIFYDIMENSIONS6EfORECUTTINGLPIVL UNiPORM BEAN NSZGHT 11 PLP 00-00-00 12-06-00 0.90 LIVE LOAD DBFL: L / 480 TOSIZE. T027�L LOAD D6FL: L / 240 6.THIS LP LVl IS TD BE USEO AS AFLOOR BEAM ONLY. WARNING N07E5'. 7.0 MPRE 1 N D IN UT A CODE COMPLZANCES : 5T O.C.OR LESS. THIS COMPONENT DESIGN IS SPECIFICALLY FOR l-P ENGINEERED WOOD PROOUC75. RBPORT M USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP WL OR I.P lSL OR lP WOISTS IS .�7� ptt-L2 BO DESIGN ASSUMES ALL"TOP'LOAOS ARE STRICTLY VROHIBITED.ANY MODIfICAT10N OF THIS DOCUMENT REnUiRES REVIEW ICC-8S ESR-2403 APPLIED TO TOP EDGE OF LP LVL,SUCH THAT BY A DESIGN PROFESSIONAL. LAD85 RR-25783 LOAD IS DISTRIBUTEO EOUALLY TO EACH PLY. CCMC 11518-R ATTACH THE TWO PLIES W I7H 2 ROW S OF 76tl MINIMUM BEARING SIZE$ARE SUFfICIENT TO PREVENT CRUSHING OF THE LP LVL Florida PL15228 (31/2')NAILS AT 72^OC.STAGGER ROWS. BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER. NAILS CAN BE DRIVEN fROM ONE FACE OR HALF ARCFiITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS FROM EACH FACE. NAIIS MAY BE COMMON OR BEAM IS CFPABLE OF SUPPORTING THE REACTIONS. BOX NAI�S WITH A MINIMUM SHANK DIAMETER OF 0.731'. i6tl SINKERS(31/4')MAY BE ANCHOR LP WL FLOOR BEAM SECURELY 70 BEARINGS OR HANGERS. USED.BUT HALF MUST BE DRiVEN FROM EACH FACE. LP COMPONENTS ARE MANUFACTURED WITMOUT CAMBER,THEREFORE IN ADDITION TO COMPLYING WITH BUIIDWG CODE DEFLECTION LIMITS OTHER DEFLECTION CONS�DERATIONS SNOULD BE EVALUATED BY PROJECT DESiGNER.SUCH AS ViBRATIOnI.HOUNCE.AND AES7HETICS. THIS FLOOR FRAMING COMPONENT HAS BEEN UESIGNED WITH AN INPUT TOTA� LOAD DEFLECTION LIMIT OF Lf240.(PROVIDED BY THE lP CUSTOMER}. THIS COMPONENT CANNOT BE USED TO SUPPORT CERAMIC TILE FLOORS. � ?1.250 SIIPPORT R8AC1'IONS ILBS): MAXIIIOTI B EARI NC NQMH 6 R " 1 2 1.750 "'THIS DRAWING lS NOT TO SCALE"' DWN 5002 500] 3.500 �� CR�JSS 5ECfSON hSti BPJ�FtING SIZSS (IN-SXI 2- 4 3- 0 lAXSMiIIS DBPL�SCTI�7S GI.CIJLAT� AL�I4iIAB L1V8 IL]AD 0.29"(L/504) 0.31 DBAD i[]AD 0.31" 0. 4" Z74 . 1 r+a�ainga�recci«, LPwSoli6$yrth)LSLLVLarWi-Jas[Speuficadms usaNaestuserisrespons;aemrmeaccurxyameseraces) Software Provided BY: o,;,�„i xsc zoiz T mpomryx�a oor++a�<�i cnc�ng+o�noia��.g com000em Do ooi cut,.+oi�n.ortu oraner�v Soi�dS�an�5�,�v�e�a��outs exc�pt os snown LP Engineered Wood Products ptumb and lor resisli�g Vit�ml fo�tes shail�e des�gned end rn pu�l��hed meten�:Irpm LP Any uss o!lP So��iCSbrl LSL,LVl��M IJo�a�s Commry 411lJf%pfl$V2E4$WLE�� inefa�bC Dyothers No IoaCs eie ro De a0o��eC to ine to tne i�mi�e sot fonn�e�eo�..neyetes a�YoxDmss wartenryol fhe O�duct arrtl lP omponem unm aher e!�me tmm:nq ena festen�ng ero d�ar.feims e�i�mphed wa'mnees mcWd�rg the Vmplled weinnoea at mercnenueiriiy N35MilI@,TN 37219 compictea nt no 6me sneii io�as greear men oas�gn •rq ntn�ss tor a panicwu use Phone 800.515.7570 oaEs be apo%'�eA lo tha compon�nt Fy( �.�$�'4� A COP�Of 7HiS ORAwWG i5 TO BE GNEN 10 TME M3TALLINGGONTRACTOR. Design Crilaia mo aevgn eoa meie�ai soac�e.a am�o suoaie�o.; �p a�a sorastne.��g�aierod i�na.m.Ma or�owa�e�epeca�c co.Poniwo DWG # onformny wnn me ieaeat nv�ia�ona o�NOS•Oe�O ioed Ee�bc4on�n<tvyesa0justmenlfactorlorcne0 Toteiioetl Cai Pmp65Phminq Us�oltnfsproaummsyneuu��n�xpoe�reiowooaeust.knowo SHEET # aerieceo��e�,�e�ama�eouo +o ma s+e�e or eei�romu�o enuse eaoc.r File-.C:lProgram F�iles(xB6)LLPtWooC-E OeSign�20152�WO00E.SPX ` �'"°'`� - 1-13-U • ,��"�'�� \..'`-'..�� I:SSprn �� i crf 1 Cti Bram'u1hJ.0 i� kmf3camFn�ic 4.1 t_I SJ 4latcnals l�c�tv�x iS4- Member Data Description: Member Type: Beam AppGcation: Fioor � � �� Top Lateral Bracing: Continuous ?�'�''� Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: lBCIIRC live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Msmber Weight: 14.6 PLF Filename: Beam1 �ther Loads Type Trib. Other Qead (Description) Side Begin End Width Start End Start End Category Additionai Uniform(PSF) Front 0' 0.00" 30' 6.00" 7' O.pO" 40 20 live Additionai Uniform(PSF) Front 0' 0.00" 12' 1.25" 7' 0.00" 20 Q live Additionai Uniform(PLF) Front 12' 1.25" 30' 6.00" 0 SO �ive Addibonal Uniform(PLF} Top 12' 1.25" 30' 6.00" 0 100 Live Addibonal Uniform(PSF) Top 12' 1.25" 30' 6.00" 4' 6.00" 35 20 Snow Point(L6S) Front 12' 4.00" 2639 2555 Snow Point LBS Front 30' 6.00" 2262 2190 Snow 9 12 272 9 0 0 � 9 3 4 , � �, sosa Bearings and Reactions input Min Gravity Gravity Location Type Material Length Required Reaction Upiift 1 0' 0.000" Wall SP End-Grain(625psi) 5.50Q" 1.500" 3094# -- 2 12' 2.750" Wall SP End-Grain(625psi) 7.250" 3.673" 12052# -- 3 21' 2.750" Wali SP End-Grain(625psi) 5.500" 2.419" 7937# -- 4 30' 6.000" Wall SP End-Grain 625 si 5.500" 2.069" 6790# -- Maximum Load Case Reactions Uiea brepNN�p poin�Ioaea(o�ii�e ioads)to canyi�g mrmtwrs live Snow Dead 1 2345# -0Sq 748# > 2 5296# 3400# 5530# 3 3452# �699# 4074# 4 1372# 2870# 3608# Design spans 11'10.125" 9' 0.000' 8'10.625" Product: AFP Treated Beam 5 1/4 X 9 1/2 1 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Allowable Stress Design Actual Aliowable Capacity Location Loading Positive Moment 7646.'# 15794.'# 48% 5.12' Odd Spans D+L Nega6ve Moment 8635.`J# 15794.`# 54% 12.23' Adjacent 1 D+L Negative Unbrcd 8635.'# t5705.`# 54% 12.23' Adjacent 1 D+L Shear 3933.# 9975.# 39% 11.64' Adjacent 1 D+L Max.Reaction 12052.# 23789.# 50% 12.23' Adjacent 1 D+0.75(L+S) Tl.Deflec6on 0.2679" d.5922" 1/530 5.72' Odd Spans D+L LL Deflection 0.2155" 0.3948" l/659 5.72' Odd S ans L Control: Negative Unbrcd OOLs: Live=100% Snow=115°o Roof=125`o Wind=lfi0°/ An n��1�ct names a�e haCema�ks of�neu respective mmers � � Copr�ghtiG)2076byS+mpaonStmng�TaCorn{.anyi�x.qlL.HiGHTSqESERVEU. "Pas c,ng„;�P�,,,,1.,.:wn��m,mom0er,Boor�aet,beam or qudet srawn on mis draw�ng meets applawWa da4ign entona toi loads,loadirg CorMinons,arw SPens LstW on tMs sheet. Tlre tlesi n us�t�resview«f b o ualificM desl neror dusl n iutasswiul as i uired px a val.This tleai n assumes roduet installalion oceortli lo the manul�cturer's s ecfiestionx. Page 1 LOUISZANA-PACIFIC CORPORATION / WOOD-E DESIGN 2016.1 O1/17/17 09:24:00 ' WI�Rl�71 NG ��.� �,;,. �� ' `* THIS DESiGN IS VALID I'OR 1'Fi^ PROJECT NP.MEU E3ELUW (JOEi ID} ONI,Y +** WOOD-E DESIGN 207.6.1 EX'r'IkFS ON 3/31/1018. LY WII,L MAKE AVAILAFiLu TO ALL REGISTEREll US�RS 11N UPDA'PED VFRSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTiNUING EFFORT 'PO MIISNTAIN COMP�IANCE WI'I'F! CFIANGING BUILDING CODFS, ?NDUSTF.Y PRACTICES, CODr E�'ALL'ATION REPORTS Ati�/OR METHODS OF ANA7.YS�S. COMPANY: SCHERER BROS. LCIMBER JOB ID: LDK/669 MTKA. HIGfiLANDS RD. ORONO STATE: MN CODE: IBC 2009 PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2900E'b-2.OE DESIGN CRITERIA FOR COM�INATION ROUF AND `r'LOOR BEAM (UNFACTORED LOADSI -------------------------------------------- LIVE DEAI) SAFE SP71N (T.,? SPAN (R) AI,LOWABLE DEFLECTSON iPSF) (PSF) LOAD CARRIFD CARRIED LOADING LIVE TOTAL ---- ----- ---- -------- ------ ------- ------- ------- FLOOR 90 17 NO 19 .000' C.000' TOP L/360 L/240 ROOF 92 17 9.G00' 8.C300' TOP FLOOR SPAN CARRIED IS NOT CONTINUOL'S. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION ----------- REACTION MOMENT SHEAR LIVE LQAD TOTAL LOAD --------------------------------------------------------------- ACTUAL 8628 6469 2990 0.052 0.085 ALLOWABLE 9188 19902 7897 0.298 0_447 STRESS INDICES 0.94 0.33 0.38 L/2052 L/1269 LOAD CASE 1 5 5 3 3 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE LiASED ON THE MAXIMUM STR�SS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIM(JM ACTUALS. **�* ALLOWABLE DEFLliCTIONS ARE F�ASED ON 'PHE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILLVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" I.QADS ?1RE APPLIED TO TOP EDGE Ok' BEAM, SUCH THAT LOAD ZS DISTRIBLITED F,Q(7ALLY TO EACH PLY. *t*ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 1.2" OC. STIIGGGR ROWS. NAII�S CAN BE DRIVEN FROM ONE FACE OR HALF FROM EAC}i FACE. NAILS NLAY BE COMMON OR BOX NAILS WITH A MZNIMUM SHAIJK DIAMETF,R OE 0.131" 16d SINKERS (3-1/4") MAY SE USED, BUT HALF MUST BF. DRIVEN FROM EACH FACE. NOTES `** C�MPRESSION EDGE BRACING REQiJIREG AT 195" O.C. Ok LESS. STRUCTURAL GEOMETRY ------------------- SPAN 1 SPAN 2 9.000' 9.000' TOTAL SPAN: 18.00 FT INPUT LOADS SHAf'E TYPE LOADING SOURCE LDF W1 W'Z X1 X7_ +t�NIF LIVE TOP FLOOR 1.00 280.Q PI,F O.OQO' ifl.000' +UNIF LIVE TOF� ROOF 1.25 252.0 YLF 0.000' 1fl.00U' iUNIf' DEAD TOF WALL 0.90 135.Q PLF 0.000' 18.000' +UNSF DEAD 'I'OP FLOOR 0.90 119.0 PI.,F 0.000' 18.000' Pa4e 2 ' +UNIF DEAD TOP ROOF 0.90 102.0 PLF U.000' 18.000' +UNIF DEAD TOP FLOOR 0.90 11.9 PLF 0.000' 18.000' + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT L.IVE OR DEAD LOAD PSF'. MP.XIMUM SE,CTION FORCES: MUMENT = 7657 LB-FT SHEAR = 3537 TBS MAXIMUM UIQFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS ------------------------------------------------------------------------------------- BRG$l: 2813 BRG#2: 8628 BRG#3: 2813 REQUIRED BEARING SIZES (IN) --------------------------- BRG#1: 1.50 BRG#2: 3.50 BRG#3: 1.50 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? ---- ------ ------ -------- ------ ------ -------- 1 0.052 0.298 L/2052 0.085 0.997 L/1?_69 2 O.OS2 0.298 L/2052 0.085 0.997 L/1269 **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS {2L� . MAXIMUM STRESS INDICES: MSI = 0.33 VSI = 0.38 RSI = 0.99 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 T� DESIGN ANYTHING OTIIER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. I.P IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. woa'oapl�p014�o qowa•9►LZ'fff E9L�xo�/ yd ��. . ...�� . o�e riv�a i�n3a Hivri:: �� .... LL►SG NW'W+s4s> 41�oN anwwy o16�oa0 806E � »�. ._ .. .- . __. . .,,•" __ s�waA�ai >>o�� 1�311HJbd * a3bH31 3Jf ib8 r� �.,.�a �iv.'��ld�xant�trv_�-��_��t�H��s :,o, .��.p,.�a ..� .4� ��s .x,�.:�_. -- — --- - � .: .. __ i., __R_ r :.�. _ � i . t.� � ..... .. ...._._"_'__-....� �... .. .. . .�� .... . .. ,_ � i � __. � 1 '_1 1 � • L^ y� i � I j - � 1'1• '('� I _ �j C � ; � � _ ��As . �� Y � '�� 4 � i �- i � � ! � __. �c � 1 '� t.!�� I �_ __; . �.. .... � _ � o� ..._ � _ t _ � � n:�� , _ 1> ; � .�. < ' ; . � .� � . , �' � r , „ : , ;, .,� x ; �,� :,. � � . � q o _�.—...._, _ ,„ �, a � .w t � I •L - � •i ,- '4 � � 1 ,-_ .� O ?T� �� '� i I .._., t-. ^_ ' .�i. ' '_/.__ � e • . � �,'� , . .. ' _.. . . .� 4 � v c+� :' ' Q I�,� ^ �� x Q ..... "�—�_� � � � � � � � � � , ti� i ' � a,� - � � .� . �' � �� l. ..._._...._, , a .� . � . , t � '� �� :;- � � � � �'� i . � � � �, . � u � � . c .. �e � � n � ' w�o .� : : T " � � x.. � Z� i q� - _ A� , � , � � ._.t.r. ; ;o �� o qa ' �. � � p � : s. mYa ;� ]c T�� I �� I k ._� �� LL.., j�� ai � I i 3 rc '� , ' � � 1 � � �-. ; r . � ( � 64 � � � � ! � �c t � I � �� L�l� �i�, i . , (�1....___ o-'"-e t _..—__._.,._ _ IL �:T . �+ , � qI �� , . pA I � e., . `� • � — a r rw—-�-- � ,x�� - ;� ,�- , � tA� . :� ; . i � i � � x. � � ..._.. ! . .. .... -.__.s�aeei3�f�. .,y _� _ � .. � �n ....._._.._ _ ' - Z e1' u I � __ _. ' ' : r 8� � us� ,'J .. ,. ,. .�- .... -----.... __._..._ .._ _ � � N . � � .. . +� �o . i � ��. _ ---. a s y� � ; ,�� W cc� :••_, i, . e, � 4� j Ni,s ', �a � o X . z $ou � : . . � . n u � ' ----��—----�_.... � � �� , " 1 �,�: ��. � > ..:. . �- " . - p ` - m; sc A R T i i _ � : z Pa' � � $ � u � i � -�. xi � _ � �a4 : �� 1�� . . � � j �».... • E� �., x � + � � S '_.. � ' � u�::a .�.�" �o..-'Y�.. � ,. � � fl < , � �I � 's� �� y s � �Q A��, 4 . � �"� Z; � , . , . - T . n � � �� _ � �� — � Q ., ,$, __ _ � — _ —s� � n � . . ; ..� �gr � �z - — — � �� , _ . .__ k ` �� . l { _ v �� .,. . ._. . ._ �. .. n...�_ .. ,,it,. -I � � � � i" ' - i L . � � a " � . . o �,. � � s.x "' �' : �3 f � � � � x� � �W a s`- i '�. �j W j � A ^� �a '6 g � � �` � a_� L ra °' � t :�� o �$S: � � � �� . Ji � � � F .�• �'� . U . . i I � . � � � K2. .g 3 '. 3 � ! LL "� q 7y � ..... .�. :... . . � �_......__ __ 1 ` ;� �` ��' 4� � _ � i �� Z � a , " � -..,,_._..._. ,r-_---•-- n �..�..., . ''"°�'a�e'�_a - ��,�:�dwa�-�- � �� .. � I � SI � � 3 e.. � � .:x _ sl i _ �� ., : � � � � �',i �z�� "� � � �� :) � � � �.�' ��,, � � V . .....�. .. . ��y �' t i � � . { .... , . � , � . � . � . T ? • • . ' �' „ � � r� I � i _ ..._.__� .... - ._. . . . . �� , � ��. �. � � j i. . , , • , _ _ .... _ _.. , ; , _ __ ---__ �� _.___ i _ Beam 61 Amefiart 20�5 2 AuoweCle S�mss Ues�pn MSI: 0.30 NOTE: IOAD TABLE �PLIES 1.750 X 9.500 LP LV12900Fb-2.OE DSSIGH CASTP3LU : VSI� o.ie t.THIS COMPONENT iS DES�6NED N SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER�OAO CASES �ES SGN CONSISTS OF 2 - PLIES FASTENED RSI: 0.19 TMEVERTICALLOAOSSHOWNVERIFICATIONOF TOGE'CHER (REFER TO NOTES). LOADING.DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REOUIRED. I,tyg I,prp . 35 PSF METHOOS.WIND AND SEISM�C BRACING.AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DS)�D I.OAD � 17 PSP tATERALBRACINGTHATISALWAYSRE�UIREDIS DISTRIBUTION SOLlRCS 'fYPB TOD/6ID8 LOAD PAOi1 TO lAAD LDP LAHBL TCYfAL I4AD � 52 P3P THERESPONSI&LITYOFTHEPROJECTENGINEER PT-IN-SX F'f-ZN-SX ORARCHITECT UHIYDRii �I.00R LIVB TOP 15B PLP 00-00-00 12-06-00 1.15 R00� L8Y! SPAN CJ.RR. : 4.00 TP 2.PROVIDERES7RAINTATSUPPORT5T0 ENSURE UNZPORN PtAOR D6AD TOP 77 PLP 00-00-00 12-06-00 0.90 ROOY RZGef SPAH CARR. : 5.00 FC IATERALSTP8ILITY. SItIIFORI[ HEaei ttEIfiHi' 10 PLP 00-00-00 12-06-00 0.90 3.DO NOT CUT,NOTCH OR DRILL IPLVL. DESI.6CfI0N CRZTHtIA : 4.SHIM ALLBE1IRINGS FOR FULL GONTACT. WARNING NOTES' LIVB LOAD DEPL: L / 290 5.VERIFY DIMENSIONS BEFORE CUTYING LP LVl iOTAL LOI+D DBFL: L / 180 TO SIZE. 1HIS COMPONENT DESIGN IS SPECIFICALLY FOA L•P ENGINE@RED WOOD PRODUCTS. 6.THIS LP LVl 1570 BE USED AS A ROOF BEAM ONLY, USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP lVL OR LP lSL OR LP IJ013TS IS CODB CONPLZADTC85 : MAKE PROVISION FOR ADEQUATE DRAINAGE. STR{CTLY PROHI8ITED.ANY MODIFICATION OF THIS DOCUMENT RE�UIRES REVIEW REYOxT N 7. M E N ED E IN R UIREO AT BY A DESIGN PROFESSIONAL. APR YR-L280 EACHENDOFCOMPONENT. ICC-SS SSR-2403 MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE lP LVL L�DBS RR-25783 OES�GN ASSUMES All"TOP"LOADS ARE BEkM AS OESIGNEO.IT IS THE RESPONSIB�UTY OF THE PROJECT ENGINEER. CCMC 11518-R APPLIED TO TOP EDGE OF LP LYL,SUCH THAT ARCHITECT OR OESIGNER TO VERIFY TFWT THE SUPPORT S7RUCTURE FOR THIS Plorida PL15228 LOAD IS DISTRIBUTED EQUALIV TO EACH PLY. BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. ATTACH THE TWO PL�ES WI7H 2 ROWS OF 16d (yt/2")NAIIS AT 12'OC.STAGGER ROWS. ANCHOR LP Wl ROOF BEAM SECURELY TO BEARINGS OR HANGERS. NAILS CAN BE ORIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAV BE COMMON OR THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED BOX NAIIS WITH A MINIMUM SHANK DIAMETER LOAD ACTiNG OVER 2.5 X 2.5 FT�6.Y5 SO FT) OFOJ37". i60SWKERS{11/4'�MAYBE USED.BUT NALF MUST BE�RIVEN FROM EACHFACE. 12 � 0 � 9.500 SQPPORT RShCPIONS (I.851� MAXIDIUM B EARI NG NOMB ER - - 1 y 1.750 "'THISORAWINGISNOTTVSCALE"' DOWN 1522 152� 3.500 �� CROSS SECTION DQN HSARZNC SIZSS (IIi-S7C) 3- 0 3- MA7CII4QN D8iL8CTIOMS CAI.CUi.1T� Ai.i[71JJ18I.fi LIVE LOAD 0.17"IL/865J �.61" •D�71D I.011D 0.14" TOT7�L I.lWI 0.26"IL/5601 0.83" Man6ing8Erec�On IFWSditlSt2rl6WLSL.LVL2ntll-JOiSISpBcifiCaCOnS UsefNdes(U5Pri5re5pmsidelorthexcuracydR�esenote5) $0(jWafQ P(UvldCd gY: qt;t��t7 IBC 2012 Tempomp�ena pevnanmt omang Iorhoid+�g componmt Do not cN.notch dnll o+al:9r LP SolidSlelt 15L,LVL end Woisls cetapl as e�own lP Engineered Wood ProduCts piumb anE lor ipsisbng laleral lorces Sha�l b�01i�gnetl�ntl in pubiished m�tenal lrorr�lP Any use of LP So�iESte�LSI.IVL entl�Jais;E contnry 414 Unon SV021 Swte2000 in9ta��atl by othe2.tio bads ere Io D8 e00�ie010 Itw to the��mda sel iotfh hqrpo�.�ngales eny6�pnea vnrtantyo�IM pmtluGS enE lP N25MiIlE.TN 37219 component until eNer al�ihn traminy end faatemng eR discle�ma oll�mo�iea warrentiea�ncluding ine imol�ea wamnl�se ol marchanUOility comvlaied A�no ilme aneu ioaaa grea�ar�hnn desVgn amf 5��eea lora penicuiar use Phaie 800.515.757tl loatlsoe.ppinab�hecomponen� F� ��4� A GOPv:3F THIS pqAWING iS TO BE GIvEN 10 TME�NSTAII�NG GONTRACTOR Design Cntaia The des�gn ana maron�l apacifiatl sn�n e�oaie�oei �p e�e soimsinn a�re9�:c.�.a i�.e.meMs o��o�;a�e�naec�nc coroomro�. DWG # confom+itywith iM 191xet nv��iona a!NDS"�aG loatl deflenlm Inc�uaes etljmimam faclorfor c�ee0�Totel loaa cei Prov 65 tv�mmq Use o��nis O��ct mqiswR m e:poswe to wooa duat.known SHEET # Aenecuon�s�ins+ameneous to tne Sata ol Cei�tom�a to c�uw ce�ce�. File:C�1Program Fi1es(x86)�lPlwood•E Design�201521wOODE.SPX Project: page Justin Spreitzer Location:Beam 62 ��t'[3��;�;1 Amerhart Multi-�oaded Multi-Span Beam ��,�„�,��`� 2fi31 Territoriai Road of (2009 International Buikiing Code(2005 NQS)j St.Paul, MN 55114 (2) 1.5 IN x 9.25 IN x 14.5 FT(3.5+7,5+3.5) StruCalc Version 8.0.112.0 1l17/2017 7:13:37 AM #2-Spruce-Pine-Fir-Dry Use Section Adequate By:105.0% Controlli Factor.Shear CAUTIONS 'Laminations are to be fully connected to provide uniform transfer of loads to ail members DEFLECTIQNS L�ef Center RiUht LOADING DIAGRAM Live Load 0.00 IN UMAX 0.02 IN U4086 0.00 IN UMAX Dead Load 0.00 in 0.01 in 0.00 in Total Load 0.00 IN L19106 0.03 IN LJ2964 0.00 IN U9106 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS e B � D Live Load 362 Ib 1491 Ib 1491 Ib 362 Ib Dead Load 62 Ib 656 Ib 656 Ib 62 Ib Tota!Load 424 Ib 2147 Ib 2147 Ib 424 Ib Uplift{1.5 F.Sj -183 Ib 0 Ib 0 ib -183 Ib 8earing Length 0.33 in 1.68 in 1.68 in 0.33 in BEAM DATA �f Center Riaht - ---- - �� _ � � T - Span Length 3.5 ft 7.5 ft 3.5 ft 3s rc B- �s n � 3.5 n Unbraced Length-Top 2 ft 2 ft 2 ft Unbraced length-Bottom 3.5 ft 7.5 fl 3.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS l�f� nt r Riaht hAATERIAL PRQPERTIES Uniform Live load 220 pif 220 plf 220 pif #2-Spnice-Pine-Fir Uniform Dead Load 94 pif 94 pif 94 plf Base Vaiue� Adjusted Beam Self Weight 5 pif 5 piF 5 pii Bending Stress: Fb= 875 psi Fb'= gqq ps� Total Uniform load 319 pif 319 plf 319 pli Cd=1.00 Ct=0.98 CF=1.10 Shear Stress: Fv= 135 psi FY= 135 psi Cd=1.00 Modulus of Elasticiry: E= 1400 ksi E'= 1440 ksi Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-1-= 425 psi Fc--1-'= 425 psi Controlling Moment -1298 ft-ib �ver ieft support of span 2(Center Span) Created by combining aii dead loads and live loads on span(s)1,2 Contro8ing Shear: 12181b At ieft support of span 2{Center Span) Created by combining all dead loads end live loads on span(s)1,2 Comparisons with required sections: Rea,d P� i Seciion Modulus: 16.49 i�3 42.78 in3 Area(Shear): 13.53 in2 27.75 in2 Moment of Inertia(deflection): t7.43 in4 197.86 in4 Moment: -1298 ft-Ib 3367 ft-Ib Shear: 12181b 24981b Beam 83 Amerhart 2015.. AllOwabl�$�R93 DeSiyn M$I S �.�4 NOTE: IOADTABIE 2 PLIES 1.750 X 7.250 LPLVL2900Fb-2AE �ssxcat cstcr� � vsi: O.o6 i.THISCOMPOtJENTISOESiGNEDTOSUPPORTONIY N07E� LOADSSHOWNAREFORINPUTLOADCASE tj. OTNERLOADCASES DESIGN CONSISTS OF 2 - PLIES FASTENEU RSZ: 0.87 THEVERTICALLOADSSHOWNVERIFICATIONOF ( TOGETHER iREPBR TO NOTES?. lOADING.DEFLECTION LIMITATIONS.FRAMING FOR PATTERN LIVE LOADING ARE CHECKED A$RE�UIRED. LIVE tq7�p � 35 PSP METHODS.WIND AND SEISMIC BRACMG.lWD OTHER (DIMENSIONS MEASURED FROM LEFT ENO OF SPAN OR CANTILEVER.) D6AD IAAD � 17 PS1 IATERAlBRACING THAT IS AUNAYS REQUIRED IS DISTRZB9TION SOIIRCE TYPE TOP/SSDi LOAD FROM TO LOAD LDT LAH6L R'OTN. IAhD � 52 PSP THERESPONSIBILITYpFTHEPRWECTENGINEER PT-IN-S% PT-SN-SX OR ARCHITECT ONIpORM PLOOR LIV8 TOP 70 PLP 00-00-00 14-06-00 1.15 ROO? LSPT SPAN GIiR. : 4.00 YP 2.PROVIDERESTRAINTATSUPPORTSTOENSURE UNSPORtd PLOOR DBAD TOP 3� PL! 00-00-00 1�-06-00 0.90 ROOP RZC�lT' SPAN GAR. : 0.00 Tl' WTER,4�STABILITY, o[i2POnai 88Alf NBICHT 7 PLP 00-00-00 1�-06-00 0.90 3.�ONOTCUT,NOTCHORORILLLPLVL. CONCENTRI.T� SNOW LZVS TOP 1105 L8S 00-00-OO7tINeRC.3.00" 1.15 DSPi3ClI0N Q22T�LZA : 4.SHIMALLBFAR�NGSFORFULLCONTACT. CONCSNTxAT� SNOW DEAD TOP 537 L88 00-00-OOMINBRG�3.00" 0.90 LIvB LOAD DSPL: L / 240 S.VERIFY�IMENSIONSBEFORECUTTINGLPLVL CONCENTRATED SNON LIVB TOP 4140 L85 0{-00-00lSENBR6�3.00" 1.15 TOTAL LOAD DSIL: L / 180 TOS12E. CONCENSRATED SNON DBrD TOP 2011 LBS O4-00-OOHZDIBRt3�3.00" 0.90 6.THlSLPLVLISTOBEUSEDASAROOFBEAMON�Y. CONC�iTRAT� SNON LSVB TOP �147 LHS 10-06-00!¢NBR6�3.00" 1.15 CODS COMPLZANCSS : MAKEPROVISIONFOR,4DEOUATEDRAINAGE. CONCSNTRATan SNON D611D TOP 2014 LHS 10-06-OOMZNBA6•3.00" 0.90 xEPORT N 7. SSIONED EBRA INGRE UIREDAT CONCSNi'RATSf7 SxOW LIVS TO4 1105 LBS 14-06-OOMINBRG�3.00" 1.15 I�PA PR-L280 EACH END OFCOMPONENT. CONCSN'[IUTID SNON DBAD TOP 537 L85 14-06-OOHINBAG•3.00" 0.90 ICC-83 SSR-2403 LADBS RR-25783 DESiGN ASSUMES ALL"i0P'LOADS ARE WARNING NOTES: CQtC 11518-R APPLIED TO TOP EDGE OF LP LVL.SUCM THAT Tlorida lL75328 LOAD IS DISTRIBUTED EDUAI.LY TO EACH PLY. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. ATTACN THE TWO PLIES WITH 2 ROWS OF i6d USE OF THIS DESIGN FOR ANYTHING OTHER THAN lP LVL OR LP LSL OR iP IJOISTS IS (3-7�2")NAILS AT 12'OC.STAGGER ROWS. STRICTLY PROHIBITED.ANY MODIFICATION Of THIS DOCUMENT REGUIRES REVIEW NAILS CAN BE DRiVEN FROM ONE FACE Of2 HALf 8Y A DESIGN PROFESSIONAL. FROM EACH FACE. NAILS MAY BE COMMON OR 00%NAIIS WITH A MINIMUM SHANK DIAMETER PROVIDE RES7RAINT AT CONCENTRATED LOAD?O ENSURE�ATERAL STABILITV. OF 0.131'. 16d SINKERS(31J4')MAY BE USED,BUT HALF MUST BE DRIVEN FROM MINIMUM BEARING SIZES ARE SllFFICIENT TO PREVENT CRUSHING OF THE LP LV� BEAM AS DESIGNED.IT IS THE RESPONSIBIl1TY OF THE PROJECT ENGINEER, CONCENTRATED IOADS MUST BE EDUALLY ARCHITECT OR DESIGNER TD VERIFY THAT THE SUPPORT STRUCTURE FOR THIS DISTRIBUTED TO ALL PLiES. ADDITIONAL BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. FA5TENERS MAY BE RE UIRED. ANCMOR LP WL ROOF BEAM SECUREIY TO BEARINGS OR HANGERS. THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED LOAD ACTING OVER 2.5 X 2.5 FT(6.25 SO FT) 12 � 0 r SI7PPORT REAC!'SONS (LHS): ��2�� 4- 0- 0 6- 6- 0 4- 0- D NAXII�faf B BARI HG NUlf B ER 1 2 3 4 1.750 "'THISDRAWiNGISNOTTOSCAIE"' DGirt7 1622 68�7 6847 1822 3.500 UPLIPT '_' "' "' " CROSS SECTZUN MZt7 BBARSNG SI28S (IIi-SX) 1- 6 3- 0 3- D 1- 8 NAX33418[D�LLSC1ZQt7S ChI.C17IJiTSJ J1S.I.ON118LB I.IVS I.OAD 0.01"(L/10950Y 0.33" •D811D IAAD 0.00" 2'OtAL LOAD 0.01"fL/9523) 0.43" HandingBErectim LP�StlidS�arf3��LSL.LVLantll-JdslSpecifitator5 UserNotes(Userisrespor�sidalortheacarxydV�esenates) Software Provided By: Ov17n7 IBC 2D12 Tempo�eryene pertneneni prsc�ng lor hoioi�g componen� Do not cut,notcn dro�or elte�LP Solid&�an 151.LVL arM Woia�a a,ccep��a ahawn lP Engineered Wood Products plumb�nE lor r9sisling�aterol(orce9 shei�be des�gneC em1��n Oublished melenei l�Om LP.Any usc ol�G SolidSterl 15L.LVL eM IJo�ala Gonlrsry 414 UnonStreeL 5tile2U00 in5U118G Oy others No�oetls em to De eppliaC b IM to�he limita sel PoM�emon,ne}atee any arpieaa xertentyof IM Orodutl sM Ln NasMille.TN 37279 comva�am uni�1 etiarau me frem�rg ana lasunug en e�iscieime Ni imqied we�eaMws meivainq the Impliaa wmmmua o(msmMnuE�bry complsted ni�o emo sneu ioeas y�eaia�manaesgn end tnnesa fora paroculeros� Phaie 800.575.7570 ioees oe eppiieE m Ihe tompooent F� 866753.4369 A�OPV OF iH15 ORA WING�iS Ta BE GVEN TO THE INSTA�LING CONTRACTpR. Design Critefia ine nes�gn a�e maienei apeufsd aA��n suDsunth� �P+�d Sa�dSun am reg+aix�tneemeMe o��o��s�eMa�nfc Coqont�o� DWG # onlortnily wilfi ihe leliat Avi�ions o/NDS'Oeetl b�0 defleGtio��ncluans adjusimant i�c�or for cn�p Tat�i toeo Ce1.Pmp 65 W�m�nq Use ol Inrs O�dutt mayn6uli rn ezpo5uR�0 wOOtl dusi,NnOwrt SHEET # Osfl�Ciron�a�inaLnuneO�a. t0 thB 51G1B 0�Ca��fOmie to c1us0 cence! Pile:C:1Prpgram Fifes(zB6�LLP\WooO•E DeS�gn�20152WJOODE.SPX Beam 84 Amertiart 2Ui5: A!!awaD'e Swex Oes�g^ MSI: 0.73 NOTE: � LOAD 7ABLE �pLIES 1.750 X 9.500 LP LVL2900Pb•2.OE DESZc�7 CR[tffitin : VSI: 0.54 1.7HIS COMPONENT IS DESIGNEO TO SUPPORT ONLY NOTE� IOADS SHOWN ARE FOR INPU7 LOAD CASE ji). OTNER LOAD CASES DESIGN CONSISTS OF 2 - PLTES FAS7'ENED RSI: 0.62 7HEVERTICALLOADSSHOWNVERIFICATIONOP TOGETHER (REFER TO NCT£S7. " - LOADING,DEFLECTION LIMITATIONS.FRAMING FOR PATTERN IIVE LOADING ARE CHECKED AS REOUIRED. �yg I,pAp . 35 PSP MEiHODS.WIND AND$EISMIC BRACING.AND OTNER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTIIEVER.) DBAD Lp7D . 17 PST IySERP1 BRACING TMAT IS ALWAYS RE�WRED IS DISTRIBOTION SOIIRCB TY88 TQP/3ID8 LO]ID FROII TO LOM LDP LASSL 1bTAL LCUD � SZ PSP THE RESPONSI61UrY OF THE PRQIEC7ENGINEER FT-IN-SR PT-IN-SX ORARCHITECT UNiYOaM PI.00x LZVE TOP fi83 PLP 00-00-00 09-06-00 1.15 AOOF LEY!'SPAN C71tR. : �.00 Pf 2.PROVIDERESTRAINTATSUPPORTSTOENSURE vNZeOxDf FiAOR DBAD TOP 332 PLF 00-DO-DO 09-06-00 0.90 ROOY RiC.81' SPrst C1�RR. : 35.00 tR' �„QTERALSTABIUTY. UNIPORM BP./1D! W8IG8T 10 PLF 00-00-00 09-06-00 0.90 3.DO NOT CUT,NOTCH OR DRILL LPLV�. DBPt,HCfICt7 C7tiTERIA : 4.SHIM ALLBEARINGS FOR PULL CONTACT. WARNlNG NOTES� LIVE IAAD DSFL: L / 290 S.VERIfYOiMENSiONSBEFORECUTTINGLPLVI 'cOt'P.L LOw D6PL: L / 180 TO SIZE. THIS COMPONENT�ESIGN IS SPECIFICALLY FOR L•P ENGINEERED WOOD PROOUCTS. 6.THIS LP LVl IS 70 8E USED AS AROOF BEAM ONLY. USE OP THIS DESIGN FOR ANY7HING OTHER THAN LP WL OR LP LSL OR LP IJOISTS IS CODS COMPLIANCBS : MAKE PROVISION FOR ADEQUATE DRAINAGE. STRICTLY PROHIBITED.ANY MODIFICATiON Of THIS DOCUMENT REQUIRES REVIEW ABPORT N 7. E I N E E BR ING REQUI D At BY A DESIGN PROFESSIONAL. 7�A eR-L280 f£O.C. RlE . ICC-SS ESR-2403 MINIMUM BEARING SIZES ARE SVFFICIENT TO PREVEN7 CRUSHING OF THE LP LVL LADBS RR-25783 DESIGN ASSUMES ALL'TOP'LOAOS ARE BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER. C(2fC 11518-R APPIIE�TO 7pp EDGE OF LP LVI,$UCH THAT ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS Plorida 7L15228 LOAD IS DISTRIBUTED EOUA�LY TO EACN Pt,Y. BEAM IS CAPABLE OF SUPPORTiNG THE REACTIONS. ATTACH 7HE TWO PLIES WITH 2 RDWS OF 16tl (3-1/2')NAILS AT 12'OC.STAGGER ROWS. ANCHOR LP lVL ROOF BEAM SECURELV TO BEARINGS OR HANGERS. NAllS CAN BE DRIVEN FROM ONE FACE OR HAIF FROM EACH FACE. NAiIS MAV BE COMMON OR THtS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCEN7RATED BOX NAILS WITH A MINIMUM SHANK�IAMETER LOAD ACTiNG OVER 2.5 X 2.5 FT(6.25 SQ Ffy OF 0.737'. 760 SINKERS{31/<')MAY BE USED,BUT nALF MUST BE DRIVEN FROM EACHFACE. 12 � � � 9.500 SUPPpRT PSACfI0i7S (LSS): MAXIIRUL( 88ARI NC HUMB 6A - - 1 2 1.750 ^'THIS�RAWING ISl107 70 SGALE"' DOYR7 4862 4862 3.500 , 17PLZPf "' "' CROSS S6C7ION t42Dt BEAATNC SIZ85 (IIJ-SX) 3- 9 3- 0 hAXZMIIM DEPLBCTI�7b GI.C[Ti.ATED AISIOWA8I.6 LNB LOF�D Q.25"(L/44S) 0.46" •DShD I.C1AD 0.19" TfYI'AL 7.07+D 0.38"(L/296) 0.62" HandingBEret6on LfY�Sdia$tarl6�7LSl,LVL3ndl-JOi5lSpecifiCaGorts UserNdes(Userisrespasidefa'theaccwxydC�eSenIXes) SoftwareProvidedBy: 0�'r7�v IBC 20?2 TBmporeryanp parmenenl brac�ny/c-r holrling compo�.ent Do noi cu�,noicn,an!!o�el�er lP Soi�dSten LSL.LVt cn4�Jo�sta e.upt ea snown lP Engineered Wood Products p�um0 enE�Or tgeisling 18:ere1 lortes Sh9il be tlBBiqnBO anC in publiShaE melenel from LP.Any ue9 oI LP SoliCSfeh ISL.LV(.a�0 kJo�5t8[on,tery 414 lJf1i0f1$trEA,$lNf@ Z� insUlieo by o�hars No IoaEs�ie la be BppiiOd�O tA0 to tne i�m�ns so�bnn nenon.negetes anysx.preaa werremyol the p�otlucf antl LP componeri u:+iu ehe�eli:be inm�ng era festenmg are diac�a�ms au implied wertemies InUua�ng tne impliatl wa�mnGes of ine¢nentebdity NaShville.TN 37219 compiotae.ni no nma cna�i io�ds greeiermm eexlg� .rw fi�maas ro.e o•rt�coiervse. Phme 800.575J57p ioeas ba eOG��ee�a�ne<ompoMm F3x 866.753.4369 A COPV OF THIS DRA WING IS TO BE GIVE N TO THE INSTALLING CONIRAGTOR. Design C riteria rn�aei�gn a�d�a�eriai specified are��su0alani�a3 �P aoa smms�n are..y�s�area i�eaamer�s or�o��si.��aac�r�cor�wreno�. DWG # coniortnnywnn fna�ateat iev;s��ona ot Nos•Deea ioad do(Ieet�on�ncivaas a0iusimant lacarlorcreep.To�ai�oee �el pm0 6s N'�mrrg liee of this pmauc�meynsult:n expoaum to wooC Oust krwwn dsneceo�is��smmenaous �o��e s�e�r oi cai++om��e�o�e��e�s��a�. SHEET # File:C:\Program Files(x86)SLPiWooGE Oesign12015.2\WOODE.SPX Project: Pa9e Justin Spreitzer / Location:Beam 85 5(t�G�� Amerhart � Multi-loaded Multi-Span Beam ��,,,,...�-"' 2631 Territorial Road � [2009 International Building Code(2005 NDS)j St Paul, MN 55114 (2)1.51N x 9.25 IN x 5.5 FT StruCalc Version 8.0.112.0 1/17l2017 7:10:49 AM #2-Spruce-Pine-Fir-Dry Use Section Adequate By:23.3°h Controllin Factor:Moment CAUTIONS 'Laminations are!o be fuily connected to provide uniform transfer of loads to all members DEFLECTIONS C nt r LOADING DIAGRAM Live Load 0.04 IN U1812 Dead Load 0.02 in Total Load 0.05 IN U1212 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS � � Live Load 1348 Ib 1348 Ib Dead Load 668 Ib 668 Ib Total Load 2016 Ib 2016 Ib Bearing Length 1.58 in 1.58 in @EAM DATA Center Span Length 5.5 ft ` '' � "�""� �� Unbraced Length-Top 2 ft _ s.s p Unbraced Length-Bottom 5.5 ft Live load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM l(�ADS Center #2-Spruce-Pine-Fir U�iform Live Load 490 pif Base Values A ��wsted Uniform Dead Load 238 plf Bending Stress: Fb= 875 psi Fb'= 958 psi �am Self Weight 5 pif Cd=1.00G=1.00CF=1.10 Totai Uniform Load 733 If 5hear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Eiasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 2772 ft-Ib 2.75 Ft from!eft support of span 2(Center Span) Created by combining all dead loads and live ioads on span(s)2 Controlling Shear: 20161b At ieft support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd r i Section Modulus: 34.71 in3 42.78 in3 Area{Shear): 22.4 in2 27.75 in2 Moment of Inertia{deflection): 39.3 in4 197.86 in4 Moment: 2772 ft-Ib 3417 ft-Ib Shear: 20161b 24981b Beam B6 Amerhart � ^.0?5 2 auc�nanie swse w:��gn MSi: 0.68 NOTE: IOAD TA$LE 2 pLiE5 1.750 X 7.250 LP LVL2900Fb-2.OE D6SIGN CRITER7A : vSI: 0.36 i.THIS COMPONENT ISDESIGNED iOSUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT IOAD CASE(1). OTHER LOAD CASES DESZGN CONSZSTS OF 2 - PLLES FASTENFD RSI: D.51 TNEVERTICAl.LOADSSHOWNVERIFICATIONOF TOGETH2R (REFER TO NOTES). • IOA�ING.DEF�ECTION IIMITAT10NS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIVE IA.{D � 40 PSF METHODS.WINO AND SEISMIC BRAClNG.AND OTHER (DIMENSfONS MEASURED FROM�EFT END OF SPAN OR CANTIIEVER,) DEAD IAAD • 15 P5P IATERALBRHCINGTHATISALWAYSREQUIREDIS DISSAZBVI'ZON 90VRC8 TYPS TOP/SZDB LO?.0 FROM TO LOAD LD! LASSL TYYPA7. IA71D � 55 PSF THERESPONS181lITYOFTHEPRQIEC7ENGWEER PT-IN-SX PT-IN-SX ORARGNITECT. QNIFORD( tLOOR LIVB TOP 200 PL! 00-00-00 11-00-00 1.00 2.PROVIDERESTRAINTATSUPPORTSTOENSURE UNIrOnlf wu,L Dst� rOr 80 rLP 00-OD-00 i1-00-00 D.90 PLR I.�i'SPAN('J�RR. : 4.OD PT LATERALSTABILITV UNZFORM PI.00R DBAD TOY 75 PLF 00-�0-00 11-00-00 0.90 PI.R RIGHT SPAN CARR. : 4.00 Ff 3.DONOTCUT,NOTCHORDRILLLPLVL. [JF7IPORM 88AT1 WBIGHT 7 PLP 00-00-00 11-00-00 0.90 PI.00R SPAN G\RRZffi� CONTINOOOS 4.SNIM ALLBEARINGS FOR FUl1 CONTACT, S.VERIFY�IMENSIONSBEFORECUTTINGLPL�1. WARNINGNOTES�. Dsn.SCfIfBT CRI7'ffitIA : TO SIZE. LIVS LOAD DBPL: L / 360 6.THIS lP lVl IS 7U 8£USED AS AFLOOR BEAM ONIY TH�S COMPONENT OESIGN IS SPECIPICALLY FOR L-P ENGINEERED WOOD PRODUCTS. TOT7�i. LOAD DSPL: L / 240 7.COMPFtESS N ED E BRACIN R UIRED AT USE OF THIS DESIGN FOft ANYTHING OTHER THAN LP LVl OR LP LSL OR LP IJOISTS IS 119'O.C.OR LESS. STRICTLY PROHIBITED.ANY MOOIFICATiON OF THIS�OCUMENT RE�UIRES REY�EW CODS COMPLZnNC6S : BV A DESIGN PROFESSIONAL. RBPOAT M DESIGN ASSUMES All"TOP'LOADS ARE APA PR-L28Q APPLIED TO TOP EDGE Of LP LVI.SUCH THAT MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL ICC-ES BSR-3403 LOAO IS DIS7RIBUTED EQUALLY TO EAGH PLY. BEAM AS DES16NED.IT IS TME RESPpNSIB1UTY Of THE PROJECT ENGiNEER. LADBS RA-25783 ATTACH THE TWO PLIES WITH 2 ROWS Of'16tl ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPOR7 STRUCTURE FOR THIS CCAIC 11518-R (y1l2')NAILS AT 72'OC.STAGGER ROWS. BEAM IS CAPABLE OF SUPPORTING TNE REACT�ONS. Plorlda PL15]28 NAILS CAN BE ORIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAV BE COMMON OR ANCHOR�P WL FLOOR BEAM SECURELV TO BEARINGS OR HANGERS. BOX NAI�S WITH A MINIMUM SHANK DIAME7ER OF 0.737". 760 SINKERS(31/4')MAY BE LP COMPONENTS ARE MANUFACTURED WITHOUT CAMBER.THEREfORE IN , USED,BUT HALF MUST BE DRIVEN FROM ADOITION TO COMPLYING WITH BUIIDING CODE DEFLEC710N LIMITS EACH fACE. OTHER DEFIECTION CONSIDERATIONS SHOULD BE EVAI.UATED BY PROJECT DESIGNER,SUCH AS V18RATiON,BOUNCE,ANO AESTHET�CS. THIS FLOOR FR,4M{NG COMPONENT HAS BEEN DESIGNED WITH AN INPUT TOTAL LOAD OEFLECTlON lIM1T OF Ll240.(PROVIDED BY THE lP CU5TOMER). THIS COMPONENT CANNOT 0E USED TO SUPPORT CERAMIC TILE F�pORS. � 7.25u 3VPPOAS RBACTZONS (LSS): MAXI2RYR B SAR Z NG DiUM88 A 1 2 :.750 ^'THIS DRAW IA7G IS NOT Tp SCALE"' DOWN 1992 1992 3.500 IIPLZPT "' "_ CRO55 SECTT.ON MIN BEARINC SIZBS (IN-SX) 1- 8 1- 8 MAXIM@f DEPLBCfIONS CTf.COI.RT� 7S.IliP218 Z.ivB I.Oi�D 0.30"(L(940) D.36 DF.�D LWD 0.)6" 0. 9" 4 0. H�g�ng&Erectim IFCa�SditStartC�LSL,LVLa�u11-Jpst$pBCifiCaOMS UserNotPs{UsarisrespcxsidefortheaccuracyofU�esenotes) Software Provided By: at:•In� IBC 20i2 Temooreryena partnanen�oracing br haeing wmponen� Do no�cui,noGr,n.dnii ora�terLP So��id5tan LSI,LVL.erM IJoia�e exceptae ahown lP Engineered Wood Products pium�enE for resisting laleAl fo2e8 ihell bB das�gned eM in puD��shetl metB�el from lP.Anyuee o(lP SoliaS�ert ISL,LVL eM!JO�SIs COMrary d74 UfVOft$V00I,$UIIB� ne�eliad Dyolhers No�oeds e�b ia be appiied to Ihn to�ha��mi!a sei ton�nenon.nagates anyexprafe wnrtontyol tne pioduct end LP wmponent uNil aNarell tne I�nming era lasronmg ero tl�lcle�r,s ell implieG wnrtenGxS inr,ludinglhe ImO��eE wanantiea af inercDanfeDility Naihville.TN 3TI79 omQieiea At ao Gme sheu loeds greeie�i�ar,aee�yn ,�c rn�.,,ror.o•n�owe�o:e Pnone 800.515J57D loeEs De eDD��eO tv tne component Fax 866.7S3.d369 DBSiyn Cri(giB A C(��OF TNIS ORA W ING ES TO BE GIVEN 70 THE INSTALLING CONTRACiOR rna das�g�a�a maianei nvecif+ed ere in suneteR6�i lP end SoIHS'srt are rt9mtered tra0emerka o�Louia�ene�?acific Corporetioo. DWG # confartnirywith me latesf mv�slons ot NOSr Dseo�oaa de(Ieciion�nclutles e!i�ualmeM faCiorfo�cnep iotcl leaa Ce�7mD 65 Wam�rg.Uie of Ih�S prOduU may Beull��n exposute to v+oo0 tlusl.know SHEET � OG�BCliOn iy in4ten(e�B0u5 10!h0$�a!8 O�C<I�(OTiD!0 CeUeO Ge�CO� File:C:1Prpgram Files�xB6pLPlWooGE Design520152\WOOOE.SPX Beam B7 Amefiart 2p152 nlloweoa 5�mes Des�gn NSi: 0.55 NOTE: tOADTABLE 3 PLIES 1.�50 X 7.250 LP�VL2900Fb-2.QE nssir,H aur�u : vsz: 0.2� 1.THIS COMPONENT IS DESIGNEO TO SUPPORT ONIY NOTE� LOADS SMOWN ARE FOR INPUT LOAO CASE�1) OTHER LOAD CASES DESIGN CONSISTS OF 3 - PLIES FASTENED A52: 0.33 THE VERTICAILOADS SHOWN VERIPICATtON OF TOGETHER IBEFER TO NOTES}. LOAD�NG.DEFLECT�ON LIMRAT�ONS FRMAING FOR PATTERN UVE LOAOING ARE CMECKED AS REQUIRED. Lryg I,php • 35 YSr METHODS,WiND AND SEISMIC BRACING.AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) p e�p I,prp . 17 PSY IATERAL6RACtNGTHATISALWAVSREOUIREDIS DZSTRIBLTf20N SOURCB TYPB TOP/SIDS i.Ql1D FROM TO LOAD LDP LA86L TCYfAI. I.Q1�D • 51 PSF THERESPONSI&IITYOFTHEPROJECTENGINEER FT-ILl-3X PT-IN-SY ORARCHITECT UNZPORM FLOOR LIVE SOP 280 PL? 00-00-00 13-00-00 1.15 ROOF LBYP SDAH GltR• : 17.00 F7 2.PROVIOERESTRAINTATSUPPORTSTOENSURE ONZFOAM PLOOR DE)�D TOP 136 PLP 00-00-00 12-00-00 0.90 ROOP RIGIiT SPAN CARIt. : 4.00 P't 1ATERALSTABILITV. ' UNSflOR2i BBNd W6ICHT 11 YLP 00-00-00 12-00-00 0.90 3.00 NOT CUT,NOTCH OR DRILL LPIVL. D�B�'=�� 4.SHIM ALLBEARINGS FOR PULL CONTACT WARNING NOTES: LIVB IAAD DETL: L / 210 5.VERIFY DIMENSIONS OEFORE CUTTING lP�VL TOTAL LOAD DBnL: L / 180 TO SIZE. THIS COMPONENT DESIGN IS SCECIFICAILY FOR L-P ENGINEEREO WOOD PRODUCTS. &THIS LP LVL IS TO BE USED ASAROOF BEAM ONLY. USE OF TMIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I•JOISTS IS CODE COMPLZANCBS : MAKE PROVISION FOR ADEQUATE DRAINAGE STRICTLY PROHIBITED.ANY MODIFICA710N OF THIS DOCUMENT RE�UIRES REVIEW it8aOx7 il �. f N IN UIRED A BV A DES�GN PROFESSIDNAL. APA PA-L280 133"O.C.OR LESS. ZCC-ES 6SA-2403 MlNIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING Of THE LP LVL LADBS RR-25783 OESIGN ASSUMES ALL"iOP'LOAOS ARE BEAM AS DESIGNED.IT IS THE RESPONSIBIUTV OF THE PROJECT ENGINEER, CCtiC 11516-R APPUED TO TOP EDGE OP LP IVL.SUCH 7HA7 ARCHITECT OR DESIGNER TO VERIFY 7HAT THE SUPPORT STRUC7URE FOR THIS Plorida PL152]8 LOAO IS DISTRIBUTEp EQUAL�Y TO EACH PLY. BEAnn�5 CAPABLE OF SUPPORTING THE REACTIONS. ATTACH TWO PIIES WITM 2 ROWS OF i6tl (3-V2")NAILS AT 12'OC.FROM ANCHOR LP LVL ROOf BEAM SECURELY 70 BEARINGS OR NANGERS. ONE FACE ONLY. STAGGER ROWS.FLIP BEAM ANO ATTACH THE THIRD PLY W ITH 2 THIS lVl BEAM HAS BEEN DESIGNED TO SUPPORT A 300 L65 CONCENTRATED ROWS OF 16tl(312")NAILS AT 12'OC.TO LOAD ACTING OVER 2.5 X 2.5 PT(625 SO FT) THE UN-NAiLED SiDE OF THE FIRST TWO PLIES. STAGGER ROWS.NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SMANK DIAMETER OF 0.131'.i6tl SiNKERS 31/4" MAY 8E USED. 12 0 r -� ...T�.,.. III (I I� �.25r I'_ I: SOPPORT R.BACfZONS (LBS!: ;�'., �I,', MAXIId@f S SAAI NG NDMB ER � ��- 1 2 i.750 DOWN 2561 2561 3.500 Qp�(Z "' "" 5.250 CROSS SECTZON !@7 BF.ARRiG SZZPS(IN-SX� Z- 0 2- 0 MAXIM[R3 DSfLSCIIC�HS C.�I.CRLAT� HI.IdD7ABI.8 LIVE I.OAn 0.39"(L/368) 0.59" +DHl�D I.OAD 0.30" 12- 0- 0 'POPl1S. LAM 0.59"(L/242) 0.79" "'THIS ORAWING IS NOT TO SCALE"' IianOingBEreC00n LPNiSofitlStartfU�LSLLVLentll•JOisiSpe('.ifiC200�5 UserNotes{User�srespawdelor�hexcuxydv�eserptasi Sohware Provided BY: o,:,�„� iac zoiz TsmporaryaMpaem.neninmcmgfarnoid�ogwmponam Dono�cuLnotcn.tlnnoreRerLPSolidStanlSL.lVLantllJo�rste.xc.c�.:ano.� LP Engineered WOOd ProduCts plume�na lor ras�si�np ieierei lorc�s sh�N oe oa��gn�a erW in p�ClisneE maNn�i irom lP Any��SB Di LP So��tlStoM1 15�,W L��+d IJoiale conbery 414 UtvOn SVael.Su+t02000 naulled tyolhem No Ioads an to ee avP��ed to�ha �o ih�ilm�is sa�lonh nenoc.nsgetss snyexDrosn wamniyol tn�pmduci entl LP NaShvill&TN 3R19 comDa�enl un�ii atter eii ihe fieming ena faauning are U�acleima a��implietl wem�nlrYL�ntiu0��1he implied werteni�es O(merthenbbifity omv��otl.al rw i�m�shall loeds greaterthnn�feugn e�a fitneaa tore perticWeruaa Pha�e 9W.5�5.7570 io�As c�e apPlina:o�M camponent Fax 866753.43W A COPV pF T.HIS DRAWING�S 70 BE GNEN TO THE�NSTALl.INGCONTRAC70R �PSIQfI(�ifi�(i8 Tna aesiyn e�tl maiena:sDeclfied�w+�suba�ann�! �P end SOI,dSbrt ere reg�cteie0��.aam.�s oi�o��s�a�e�a.��r�cqmo��o�. DWG # conlormirywi�n ins�etesi revislonn of NOS.'DaoE�oed aellect�on�ncwEen aa�uatm�n�fscto�forc�seo Toiel�oae �a!Prop 65 Wem��g Usa o(iMa proAuc�meynnuil�n�apoa�n ro wood tluat,known SFIEET � Oellact�on�s insl�nlenecus lo ihs St810 o(CeltlDm�e to Cau6e CanCe' file:CilProgram Files(x86p.LP�Woad•E De5ign4201521WOODE.SPX Beam 88 Amerhart NOTE' Zo�s2 nuo�eie s��ss a.s�qo LOAO TA&LE 2 PLIES 1J50 X 7250 lP LVL2900Fb-20E DESIGN(RITERIA : MSI: 0.46 V6Ix 0.29 1.THISCOMPONENTISDESIGNED7DSUPPORTQNLY DESIGP CbNSISTS OF 2 - PLIES r^ASTEN6D RSI: 0.41 THE VERTICALLOADS SHOWN VERIFICATION OF NOTE: LOAOS$HOWN ARE FOR INPUT�OAD CASE(i). OTHER LOAD CASES TOGETNER (REFER TO NOTF.S). . LOADING.DEFLEC7ION LIMITATIONS.FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED Llyg ypl�p . 40 PSP METHODS,WIND AND SEISMIC BRACING.AND OTHER (OIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DeAD SAnD - 15 PSP LATERALBRACINGTHATISALWAYSREQUIREDIS DISTRIBUTZON SOQ3tCE TYPB TOP/SID6 IAAD PROL! SO LOAD LDF LABSL Tl7PAL IAAD . 55 PSF THERESPONSIBItJTYOFTHEPROJECTENGINEER FT-IN-Sx PT-IN-SX OR ARCHITECT. ONIPORN FLOOR LZVS TOP 200 PLr 00-00-00 09-00-00 1.00 2.PROVfOERESTRAINTATSUPPORTS70EN5URE OtiZPORM WALL DS11D TOP 80 PLP 00-00-00 09-00-00 0.90 F[.it I.SPf SPAN CARR. : 9.00 Fi' LATERALSTA6ILITY - i7NIPORH ILOOR DHAD TOP 75 PLF 60-DO-00 09-00-00 0.90 PLR RIG9T 9PAN CARA. : 4.00 FP 3.DONOTCUT,NOTCHORDRILLLPLVL. ONIPORli S%I�M WEIGFiT 7 PLT 00-00-00 09-00-00 0.90 PiAOA SPAN CARRIF.D COaJi'ZNOOIIS 4.SHIM ALlBEARINGS FOR FULL CONTACT. S.VERIFYDIMENS�ONSBEFORECUTTINGIPWI WARNINGNOTES: DBTLBCfIC37 CRiTEAih : TO SIZE. L2V8 IAAD DEFL: L / 360 6.THiS LP LVL�S Tl�BE USEO AS nPL00R BEPM ONLv, Tti�S COMPONEhT DESfGN IS SPECIFICAILY fOR 4P ENGINEERED WOOD PROOUCTS. 'rO�rw n0iw DBPL: L / 240 i. PRE i N D IN R UIR A USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP lYL OR lP LSL OR LC I-JOISTS IS EACH END OF COMPONENT. STRICTLY PROMIBIIED.ANY MODIFICATION OF TFIIS DOCUMENT REOWRES REVIEW COD6 COMPLZANCeS : BY A DESIGN PROFESSIONAL. RaPORT # DESIGN ASSUMES AlL'TOP'lOAOS ARE APA PR-L280 APPUE�TO 70P EDGE Of LP LVI,SUCH THAT MINIMUM BEARING SIZES ARE SUFFIGENT TO PREVENT CRUSHING OP THE LP WL ICC-ES ESR-2103 LOAD IS DISTRIBUTED EnUALLY TO EACH PLV. BEAM AS DESIGNED.I71S THE RESPONSIBILITY OF THE PROJECT ENGINEER. LAIIHS RR-25783 ATTACH THE TVJO PLIES W ITH 2 ROW5 OF i6tl ARCHITECT OR DESIGNER TO VERIFY THAT 7HE SUPPORT STRUCTURE FO4�THIS CQSC 11518-R (3•1/2'�NA�LS AT 72'OC.STAGGER ROWS. BEAtd IS CAPABLE OF SUPPORTING THE REACTIONS. Plorida PL15228 NAILS CAN BE DRIVEN FROM ONE FACE OR HAIF FROM EACH FACE. NAILS MAV BE COMMON OR ANCMOR LP LV�fLOOR BEAM SECURELV TO BEARINGS OR HANGERS. 80X NAILS WITH A MINIMUM SHANK DIAMETER OF 0.1J7". i6e SINKERS(3714")MAY BE USED.BUT HALF MUST BE DRIVEN FROM EACH FACE. � 7.250 SV➢PORT REACfZOMS (I8S): MAXI2aOM 8 EAR I NG NQMBB R - - 1 � 1.�50 "'TH150RAWINGISNOTTqSCALE"' DOh`E7 1630 1630 3.500 �� CRO55 SECTSON lQ2J BBARI2X; SIZES IZN-SR) 1- 8 1- 8 MAXZDiOM DBPLSCIIONS CAI.C.'OI.7�T� Fl.I.041ABL8 LNS I,OAD 0.13"(L/791) 0.30" •DHAU I.OnD 0.16" TVfAL IAAD 0.21"IL/137) 0.44" r+arxa�r,9aErecom LR�SditlSfarkvl.$L.lK2M1-Jp5tSp0cificali0t6 UserNates(Userisre;pvsiaeforthexcuracyd7iesenotes) SokwareProvidedBy: o,,�,,, IBC 2�12 T.mPo�yeoa��a�.�i ewr�,y ro,�.oia��g<omPo�e�� Do nol tat.�olcli,dnll ora3ler LP So1+dSlart LSL LVL aM IJomte excepl as ahown LP Engineered Wood Product5 piumn ana 1or ne.stmg inewi forcea sneil De Gesiqnea end�n puChsh�d metenel!tom LP Anyuse of lV SofitlSletl LSL,lVL erM ldoisl3 cOnttsry s!aneo by o��a:a No loetla aro ia oe aDolletl ro me ro!�e mm�s eei lonn noreon.nega�ee enyexonsa wemnryo(ihe O�uct antl LP 414 UniOn Street Suite 2000 component unul ahe�eU�ne/mmmg ana fesiemng ere dlscleims eu Impliea werranf�en iaclaa�ng Ue�ao��ed wemnius o�merthen�nCil�ity N35hville,TN 3T119 compieiee.At no:�me snan ioaaa g�eater man cea�g^ end fnnesa b�e perocuiervns Phdte 8D0.575.7570 IoeQs�a eppl�ea 10 Ihe wmpOnent F� �•�`��4� A COPY�TMIS DRA W InG�5�p gE GivEN 70 THE INSTAILING CIXNa7RACiOR oCSign Crit�ia The desi6n anE mx;enal apec+fieE am�n substenuei �P anC Soi�ESten ero reg�sterod UeEsmerpa of l¢uis��na?scilw Corporolron. DWG # confartnitywilh Ine!a(eal revi8ion9 oi NOS'Oead loed defiac��on�ncludes etl�ustment facwrfor cAep Tota=�oaG GI Prop 65 Wem�nq�Use of ih�s pmduct meyrasult In expoa�m to woo0 dus�.krown SHEET � tliflHCliOn i9 inS�Hnle�e0u4 �O�hy$�81x O(Cel�fnm�B!O CBu3e CenCBt File:C:1Program Fiies(x86pLP1Wootl-E Design\2015.21WOODE.SPX Beam 89 Amerhart 20152 Aliaw�D�oS�nsaDea�gn 2f5Z: 0.50 NOTE LOADTABLE 2 PLIES 1.750 X 9.500 LPLV1.2800fb-2.OE Dasxctt cluraniw : vsx: 0.5� 7.THISCOMPONENTISDESIGNEDTOSUPPOR7IXJLY DESIGN CONSZSTS OF 2 - PLZF.S FASTENED RSI: 0.71 THE VERTICPLlOAOS SHOWN VERIFICATION OF NOTE� LOADS SHOWN ARE FOR INPUT LOA�CASE(1). OTMER lOAD CASES TOGF.THER (RBPER TO NOTES). LOADING,DEPLECTION LIMITAT�ONS,fRAM3NG FOP PATTERN UVE LOADWG ARE CFIECKED AS RE�UIRED. �yg �p . 40 PSP METHODS.WIND�wD SEISMiC BRACING.FwD OTHER (�IMENSIONS MEASURED FROM LEFT ENO OF SPAN OR CANTILEVER.) oeAa 1.oAD � 15 e3r LATERAl.BRACINGTHATISALWAYSRE�UIREDIS DISTRZBQTZON SOIIRCS TYPS TOP/SIDS LOAD 7RON 20 LOAI7 LDT LRSEL TOTAL IQAD . 55 PSP THERESPONSI&IINOFTHEPROJECTENGINEER PS-I2l-SX YT-IDi-Sl[ OR ARCHITECT QNIPORM SNOW LIVE TOP 663 PLP 00-00-00 01-09-00 1.15 2.PROVIDERES7RAlNTATSUPPORTSTOENSURE IINIYORlr SxOw LIVS TOv 683 ?Lf 0�-09-00 06-06-00 1.15 12R LEP1' SYADI CARR. : 15.00 Ff LATERALSTABIUTY. VNLpORM YLOOR LIVS TOP 540 YLP DO-00-00 06-06-00 1.00 FLR RSGH7' SPAN CaRR. : 12.00 Pf 3.DONOTCUT,NOTCHORDRILLLPLVL. DNIPOAM SN04/ DS.�D TOP 332 PL! 00-00-00 01-09-00 0.90 4.SHIMALLBEARINGSFORFULLCONTACT. QNIFORli SNON DS�D TOP 332 PLP 04-09-00 06-06-00 0.90 DEPLSCPI@I QtITffi2IA : 5.VERIFYDIMENSIONSBEFORECUTTINGLPIVL UNIPOxn7 lLOOR DBAD SOP ]03 PLF 00-00-00 06-06-00 0.90 LIvB LOI.D DBPL: L / 360 TO SIZE. [lNIPORdI WALL DEAD TOP 90 PLF 00-00-00 06-06-00 0.40 T02hL LOAD DSPL: L / 290 6.THISLPIVLISTOBEUSEDASAPIOORBFI+MONLY UNZPORI�t BSax NHIGaT 10 PLP 00-00-00 06-06-00 0.90 7. MPRE 1 NEDG B IN R UIREDAT CONCEN7FUT8D SNOW LSVS TOP 1{59 L83 O1-09-OOMINHAG�3.00" 1.15 CODH COI�LI/�NC85 : EACHENOOPCOMPONENT. CONCBNTRATSD SNOW DBAD TOP 709 LBS O1-09-OOMINSRG�3.00" 0.90 RBFORT # CONCffi7fRAT8D SNON LIVB TOP 1459 LBS O4-09-OOMI278RG�3.00" 1.15 I.PA PR-L200 DESIGN ASSUMES All"tOP'LOADS ARE WNCSNTRASSD SNOW DBAD TOP 709 LBS O4-09-ODatINeRG.3.00" 0.90 ZCC-BS HSR-3903 APPLIED TO TOP EDGE OF LP LVt,SUCH THAT S.ADBS ttR-25783 lOAD IS DISTRiBUTED E�UALIY TO EACH PLY. WARN WG NOTES: CCMC 11518-R ATTACH THE TWO PLiES WITH 2 ROWS OF t6d Florida PL15228 (3 V2")NAILS AT 12"OC.STAGGER ROWS. THIS COMPONENT DESIGN IS SPECIFICALIY POR L-P ENCaINEEREO WOOD PRODUCTS. NAILS CAN 6E ORIVEN FROM ONE FACE OR HAIP USE OF THIS DESICH FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP IJOISTS IS FROM EACH FACE. NAILS MAV BE COMMON OR STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW BOX NAILS WITM A MINIMUM SHANK DIAMETER BV A DESIGN PROFESSIONAL. OF 0.1J1'. 16tl SINKERS(3114')MAV BE USED.BUi HALF MUST BE DRIVEN FROM PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE�ATERAL STABIUTY. CONCENTRA7E0 10AD5 MUST BE EOUALLY MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSNING OF THE lP lVL OISTRIBUTED TO ALL PLIES. ADDITIONAL BEAM AS DESIGNED.IT IS THE RESPpNSIBILITY OF THE PROJECT ENGINEER, FASTENERS MAV BE RE UIRED. ARCMITECT OR DESIGNER TO VERIFY THAT THE SUPPpRT STRUCTURE FOR THIS BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. ANCHOR LP lVL FLOOR BEAM$ECURELY TO BEARINGS OR HANGERS. �F- 9.500 sveponx �crzorrs ti.es�: M7174IIAOM B 8AR I NG NII118 SR 1 Z 1.750 "'THISDRAWINGISH0T70SCALE"' DOWN 5578 5578 3.500 �� CRC55 SEC1'ION r�arr ezaau�c sizas tnr-sxy I 3- 0 3- 0 IMXZMA(DSFLBCPZ�iS CAI.CDIAT� AI.IAIiABLB LIVE S.MD 0.08^tL/9]]) 0.11^ •DEAD i.MD 0.08" TOTAL I.W�D 0.14"(L/546) 0.31" Hanairg&Erecdm L�SdidStar�LSL.LVLarbl-JpSISpeCificaUorK UseNaes(userisrespa�iaefarmeacwracyotU�eno�esl SOftware Provided By: o„��,,� .ec 2o1z bmPomyeRavem+a�emerac�nqro�now�ogco�+pooem oo�ot<m�otcn.anuo�ene.�pSoraSten�S�,�.v�.ncWoiatsaaceo�esehown LPEngineeredWoodProducts piumc an0 for res�st�np iataml forc�c s�e�l W d�elqneC en0 in pubiishetl m��nel(Tm lP Anyu3!0/LP SOIiC511t1 LSI.LYL YnE IJOifi3 COntR�y 414 Unon SVeel,Suite2000 'nabibE OyOthers. No IoaEa aR Io De ap0lietl Io�he lo iM lim�ta se�loh�nenon.nageies�ny�xDn�s wernnlyof In�pmEucl�rW LP componenl aNii afterall ihe irem�ng ana lasumng are tlis<la�ms ail implletl wenenUe9��WuCIrIg IbY+mpINO wY�n�i�a of ms¢hanb0ili�y NaSMille.TN 37219 comple�ed.At no u�+ss sn�tl IoaEs gieat�nh�n tlealpn and timess�or�p�nicuierus� Pbaie 800.515.7570 �o.ax De apo��•d to tne componoo� Faa 866.753.4,'�69 A COPV OF iHiS DRA W�NG i5 TO BE GIVEN 70 THE IN5TALlINGCONTMCTp(3. D�ign Cri(eria in�aasig�end mote�ei eacir,ea are�o s�oa�ami.i �p n�d Soimsun are ro9�stena ueoeman�s or�omsnna-0ac�ric Corpootwn. DWG � conrormlryw�in mc ietea�ienaione ol Nos-Deaa ioaa d.n.croo�.00��aoe.a��a�meo+tecm��o�c�e�o iouiioee �ai Pmp6SWemirrg uaeofihiapmduclmaymsu4��onvosur��o.00aaLat,krwwn SHEET # tlenection�.s�nstn��eneoua lo tne Sua o�C�btomu to cewe cancar File:C:iProgram Files(x86�LLP1Wood-E DeSign120t521w00DE.SPX Pf0)@Ct: page Location:Beam B10 Justin Spreitzer Multi-Loaded Multi-S an Beam *�t��i��3 Amerhart P ��"� 2631 Territorial Road �� [2009 International Building Code(2005 NDS)] St.Paul, MN 55114 (2)1.5 IN x 9.25 IN x 9.0 FT StruCalc Version 8.0.112.0 1/17/2017 7:59:56 AM #2-Spruce-Pine-Fir-Dry Use Section Adequate By:37.3�0 Conlrolling Factor:Moment CAUTIONS 'laminations are to be full connected to provide uniform transfer of loads to all members DF�LECTIONS Center IQADING DIAGRAM Live Load 0.06 IN U1930 Dead Load 0.07 in Total Load 0 13 IN U841 Live Load Deflection Criteria:L1360 Total Load Deflection Criteria:U240 REACTIONS A � Live Load 473 Ib 473 Ib Dead�oad 612 Ib 612 Ib Tota!Load 1085 Ib 1085 Ib Bearin Len th 0.85 in 0.85 in �EAM DATA Center - Span Length 9 ft _ __ _ _ ----_- _____._..___�__—_____ _...--�---�__.. Unbraced�ength-Top 9 ft 9�i Unbraced Length-Bottom 9 ft � Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIA�.PROPERTIES UNIFORM LOARS ent r Uniform live Load 105 plf #2-Spruce-Pine-Fir Uniform Dead Load 131 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 940 psi Cd=1.00 CI=0.98 CF=�.10 Total Unifwm�oad 241 plf Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E min= 510 ksi E_min'= 510 ksi Comp.1 to Grain: Fc--�-= 425 psi Fc--L'= 425 psi Controlling Moment: 2441 ft-Ib 4.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live Ioads on span(s)2 Controlling Shear: -10851b At right support of span 2(Center Span) Created by combining all dead loads and live Ioads on span(s)2 Comparisons with required sections: Rea'd Pr vi Section Modulus: 31.15 in3 42.78 in3 Area(Shea�): 12.05 in2 27.75 in2 Moment of IneRia(deflection): 56.47 in4 197.86 in4 Moment: 2441 ft-Ib 3352 ft-Ib Shear: -10851b 24981b ProjeCt: �e Justin Spreitzer / Location:Beam Bt t �ti�1;�L�,r� Amerhart MWti-Loaded Multi-Span Beam `�;;�,,;�'� 2631 Territonal Road of [2009 Internationa)Buiiding Code(2005 NDS)] St.Paul, MN 55114 (2)1.5 IN x 9.25 IN x 6.0 FT StruCalc Version 8.0.112.0 1/17/2017 8 00:53 AM #2-Spruce-Pine-Fir-Dry Use Section Adequate Sy: 105.7°l0 Controiling Factor:Moment CAUTIONS 'Laminations are to be fuli connected to provide uniform transfer of loads to all members DEFLECTIqNS Center l.OADING PIAGRAM live Load 0.03 IN L/2792 Dead Load 0.01 in Total Load 0.04 IN U1854 Live Load Deflection Criteria:L/360 Totai load Deflection Criteria:U240 REACTIONS A B �ive load 735 Ib 735 Ib Dead Load 372 lb 372 ib Total Load 1107 Ib 1107 Ib Bearing Len th 0.87 in 0.87 in BEAM DATA en r Span Length 8 (t °��' '� � Unbraced Length-Top 2 ft _. e n— __ _ .__ : _ Unbraced Length-Bottom 6 ft live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS enter #2-Spruce-Pine-Fir Uniform Live Load 245 plf Base Values AdJusted Uniform Dead Load 119 ptf Bending Stress: Fb= 875 psi Fb'= 958 psi Beam Self Weight 5 pif Total Uniform Load 369 pif Cd=1.00 CI=1.00 CF=1.10 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=f.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Comp.1-to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controliing Moment: 1661 ft-Ib 3.0 Ft from left support of span 2{Center Span) Created by combining ali dead loads and Iive loads on span(s)2 Controlling Shear: -1107 Ib At right support of span 2(Center Span) Created by combining all dead ioads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 20.79 in3 42.78 in3 Area(Shear): 12.3 in2 27.75 in2 Moment of inertia(deflection): 25.62 in4 197.86 in4 Moment: 1661 ft-Ib 3417 ft-ib Sheac -11071b 24981b Beam 812 Amertiart " 10t54 Allowenln5tressDea�gn MSZ: 0.68 NOTE: �OAD TABLE 2 PLIES 1.500 X 71.875 lP LVL2900Fb•2.OE DSSZQ7 CRIT�IA : ySI: 0.39 1.TMISCOMPONENTISDESIGNEDIDSUPPORTONIY DES'GN CONSISTS OF 2 - PLIES FASTENED ASZ: 0.49 THE VER7ICALLOADS SHOWN VERIPICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAO CASE(1). OTHER lOAD CASES T�GETHER (REFEP. TO NOTESI. LOADWG.DEFLECTION I.IMiTAT10NS.FRAMING POR PATTERN LNE lOADING ARE CHECKED AS REQUIRED. � ' - PAETHOOS.W iN0 AND SEISMIC BRACING.AND OTHER (DIMENSIONS MEASURED fROM LEFT END OF SPAN OR CANTILEVER.) �'� �� . 35 t SP DEAD IAAD 17 PSP LATERALBRACWC>TMATISALWAYSRE�UIRE0IS DISTRIBPfION SOSIRCH TYPH TOP/SID6 IAAD PROM TO LOAD LDP I.ABHL T(YfAL IAAD . 52 PSF THERESPONSI&LITVOFTMEPRQIECTENGINEER PT-IN-SX P2-ZN-SX ORARCHITECT. LJNITORM lLOOR LIVE 40P 2�5 PLF 00-00-00 16-06-00 1.15 ROOF I.EPf SYAN ChRR. : 10.00 Pf 2.PROVIDERESTRAINTATSUPPORTSTO ENSURE ONSPORM PLOOR DSAD TOP 119 PLi 00-00-00 16-06-00 0.90 ROOP RIGH'I SPAN CARR. : 4.00 Pf' LATERALS7ABILITY UNIPORM wALL DSAD TOP 30 PLP 00-00-00 16-06-00 0.90 3.DONOTCUT.NOTCMORDRILLLPLYi.. UNZpORM BH71at WBIGHT 10 PLF 00-00-00 16-06-DO 0.90 DePI.BCTI@l CRZT6ItIA : 4.SMIMALLBFARINGSFORFULLCONTACT. LIVB LOAD D6PL: L / 24D S.VERIFYDIMENSIONS9EFORECUTTINGLPIVL WARNINGNOTES: TOTAL LOJ+D DBFL: L J 180 TO S72E 6.TMIS LP LY�IS TO BE USED AS AROCF BPAM ONLY THIS COMPONENT DE31GN IS SPECIFICALLV FOR L-P EHGINEERED WOOD PRODUCT3. CODS COMPLIANCE3 : MAKE PROVISION FOR ADEQUATE DRAINAGE. USE OF TNIS DESIGN FOR ANYTNING OTHER THAN LP LYL OR LP LSL OR LP fJ01STS IS RBYORT N 7. MPRE ION ED E R IN UIRED AT S7RICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW APA PR-L280 44'O.C.ORLESS. BYADESIGNPROFESSIONAL. ZCC-ES BSR-2403 I.71DB5 RR-25�83 DESIGN ASSUMES AL�"TOP'LOADS ARE MINIMUM BEARING S12E5 ARE SUFFlCIENT TO PREVENT CRUSMING OF THE lP LVl CQSC 11518-R APPUEO TO 70P EDGE OF lP I.VL,SUCN THAT BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJEC7 ENGINEER, Florida PL15248 LOAD IS DISTR16U7ED E�UALLY TO EACH PLY. ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS ATTACH THE TWO PUES WITH 2 ROWS OF 100 BEAM IS CAPABIE OF SUPPORTING THE REACTfONS. (3')NAILS AT 12'OC. STAGGER ROW S. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF ANCHOR LP WL ROOF BEAM SECUREIV TO BEARINGS OR NANGERS. FROM EACH FACE NAILS MAY BE COMMON OR BOX NAILS WITM A MINIMUM SHANK DIAMETER THIS COMPONENT MEETS CODE AILOWEO OEF�ECTION CRI7ERIA:CALCULATED OF OJ2". DEFLECTION EXCEEDS 3Jd'AND SHOULD BE REVIEWED BY PROJECT DESIGNER FORADEOUACY. LA lVL ROOf BEAMS ARE MANUFAC7URED WITHOUT CAMBER.THEREFORE.IN ADDITION TO COMP�YWG WITH THE OEfLECTION UMITS OF LOCA�BUIl01NG CODES.OTHER DEFLECTfON CONSIDERATIONS SHOULD 8E EVALUATEO BY TM PROJECT ENGINEER OR ARCHITECT SUCH AS PONDING,CRACKING AND AESTHETICS.(POSITIVE DRAWAGE IS ESSENTIAI) THIS lVL BEAM HAS BEEN DESIGNE�TO SUPPORT A 300 LBS CONCEN7RATED LOAD ACTING OVER 2.5 X 2.5 FT(625 SQ FT) 12 � 0 � SIIPPORT RBACPIONS (LBS): 11.875 MA%IMDM B 8 A R Z N G N Q M 8 8 R - 1 2 1.5 00 ^'THIS DRA W MG IS N OT TO$CALE"' MiwN 3335 3335 3.000 OFLIPT --- --- CROS5 SECTZON �MIN 8871R3NG SZZ3S (IN-SX} 3- 0 3- D MAXII2@�t DEPLEC£ZONS CAI.CTJI.AT� A2S.OifAB LIVB Il.7A➢ 0.94"(L/�02) O.B1 DTJ�D IILIAD 0.97" 1'02.�I.IL1AD 2♦ 1. M2nUi�g&E�ectlon LPIN Sditl5t2rYt)LSL.LVL antl I-JdS�Sp2Cifit21ip75 U56t Ndes(User is re5pqt5idC fOr the aCCv3cy Of tt�BS¢nat¢5) Software Provided By: c�„n,� iec zaiz �emaorsy,�a�m,e�e��e�c��q to�noia�og oo�,po�a�� Oo�o�c�t�amn.em�o�ane.tv Sa�eSiantSt..�v�a�,d wonia s.c•v�as anown LP Engitt¢efed WOOd PrOdUCtS pl�mo on0 lor�eisung ieiemi torces sna�i De o�signea entl:n publishe0 mx�ene�fmm LP.Any�sa of LP So�iaSten LSI.lVL end iJaista conl'ary 414 UrvOn SVOEC Sw182000 -nsulleA by otheR.No IoeCs ere lo De eppiied t01he !o t�e i�m��s se<<otth hereon.�egetsa enyexpresa wamMya(iha product enE LP componen�unv�a!taran me tmmmg and Ixaterong ere droc�a�me nn imv��ea wenntian��ciud�rg mx,mpiwa wanan�ws ot mercnenwen�ry N�MiIIC,TN 3T219 eomp�eua.At no time ane�l loeds gmeterinan tlesign eoC�nness(or e uamcuier use �e 800.515.7570 IoeGs De epplied�o Me componem Fax �7534389 DGSifjfl Cfildfi9 A COPYOF TH15 DRA WING IS TO BE GfVEN 10 THE�N54A��ING CONTRFCipR 7he des�qn end ma!anei apecYliea ere in subs�eni�ei �P entl SoiidStan en reg�stena treaer+crls o�Lou��sbnapoclfc Corporefoc.. DWG # confortni�y w�i�;ne ie�eai rovis�nns ot NDS'Oeee ioea aeneccon i�cwdes ad�us:ment�acrorior c�eeo.T te+ioea Cai P�p 65 W�m�nq Us�o�ih»p��meyresuit in ezpoauro lo wood Cuai,known $NEET # delioctwn�s�nawnta�eo�s :o;he State o!Ce�:tom'�e io cause cancer. File:C:�Program Fiies(x86)4LP1Wootl•E De5ign120152\WOOOE.SPX Beam 6�3 Amefiart 20152 AuoweDleSimssDeugn MSZ: 0.29 NOTE: ��T��E 2 PLIES 1.500 X 9.500 LP LVL2900Fb-2.OE DssZcet cnzT�i�. : vsz: 0.21 1.THISCOMPONENTISDESIGNEDTOSUPPOR7pNLY DESIGN CONSISTS OF 2 - PLIES FAS'"6NEP RSI: 0.24 TME VERTiCALL0AD5 SHOWN VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES TOGETHER (REF6R TO NOTES;. LOA�ING,DEFLECTION LIMITATIONS.FRMAING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. pryg LpAp . 35 PSP METNODS.WIND AND SEISMIC BRACING./W 0 OTHER (D�MENSIONS MEASURED PROM LEFT END OF SPAN OR CANTILEVER.) DgAp I,�y�p � 17 PST IATERAlBRACINGTHATISALWAYSRE�UIRE0IS DISTRIBVIION SOIIRCB TYPB TOP/SIDS LOAD TRON TO LOAD LDP LA88L TOTAL L01W � 52 PSl THE RESPON5181LITvOF THE PRQIECTENGINEER ri'-IN-SX tY-IDi-Sx OR ARCFi�TECT [7ttIPOxM PLOOR LZv6 TOP 140 PLP 00-00-00 09-06-00 1.15 ROOP LSP'L SPNt CARR. : 4.00 Pf 2.PROVIDERESTRAIN7ATSUPPORTSTOENSURE tJN'LPORM WALL DSaD SOP 130 PLP 00-DO-00 09-06-00 0.90 ROOf itlC[ff SPAti CJ6tR. : 6.00 P1' IATERALSTABIUTV. UNIPORM PI.00R D6AD TOP 68 PLP 00-00-00 09-06-00 0.90 3.DONOTCUT,NOTCHORDRILLLPLVL. IINIPORM 88AN NBSGHT 8 PLP 00-00-00 09-06-00 0.90 DBTLECTI�7 CRI7'EAIA : 4.SHIMAIIBEARINGSFORFULLCONTACt. LIVB IAhD DHFL: L / 240 S.VERIfYDIMENSION58EFORECUTTINGIPLVl WARNINGNOTES: TOTAL LOAD DBTL: L / 180 TO S12E 6.THIS LP LVL IS TO BE USE�AS AROOf BEAM ONLY. THIS COMPONENT OESIGN IS SPECIFICAILY FDR LP ENGINEERED WOOD PRODUCTS. WDB COMPLiANCBS : MAKE PROVISiON FpR ADEQUATE ORAINAGE. USE OF TMIS DESIGN FOR ANYTHING OTHER THAN lP lVl OR LP LSl OR LP WOISTS IS RSPORT N 7. PRESSiON DGE ACM RE UIRED AT STRICTLY PROHIBITED.ANY MOOIFICATION OF THIS DOCUMENT REQUIRES REVIEW APA PR-L280 EACH END OF COMPONENT. BY A�ESIGN PROFESSIONAL ICC-85 ES&-2903 LADBS RR-25783 DESIGN ASSUMES AlL'TOP'LOAOS ARE MINIMUM BEARING SIZES ARE SUFFIGENT TO PREVENT CRUSMING Of THE LP LVL CtSNC 11518-x APpLIED TO TOP EDGE OP LP lvL.SUCH THAT BEAM AS OESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER. Plorida PL1522 B LOAD IS DiSTRIBUTED EQUAI.IY TO EACH PIY. ARCHITECT OR DESIGNER TO VERIPY TMAT THE.SUPPORT STRUCTURE FOR THIS A7TACH THE TV✓O PLIES W ITH 2 ROWS OF tOtl BEAM IS CAPABLE OP SUPPORTING THE REACTION$- (3')NAILS AT 12"OC. STAGGER ROwS. NAIIS CAN BE ORWEN FROM ONE FACE OR HALF ANCHOR�P WL ROOf BEAM SECURELY TO BEARINGS OR HANGERS. FROM EACH FACE NAI�S MAY BE COMMON OR BOX NAI�S WITH A IdINIMUM SHANK DIAMETER THIS lVL BEAM HAS BEEN DESIGNED TO SUPPOfiT A 300 LBS CONCENTRATED OF 0.12". LOAO ACTING OVER 25 X 2.5 FT(615 SO FT) 12 I 0 r xr 9.500 SUPPORT RSAC1'IONS (LB37: IfA7�i[7!d B 6ARI NC NIIMB 8 R 1 z 1.500 "'?HISORAWINGISNOTIOSCALE"" DGP1N 1649 1644 3.000 �� CROSS SECTION KIII BSI�RSN() SI28S (IN-S%) 3- 0 3- 0 MAXIM�d DHPLSCfI011S GI�CULA?� ALLONABLE LIVH 7.OAD 0.06^(L/1859) 0.46" +DBAD 2.0l1D 0.13" TO'tA7. I,OAD 0.15"(L/750) Q.62• HandingBEtetDon LRWSdidS�arG�LSI.IVtrdl-JdstSpecificaUas UserNaes(UserisrespmsidefixtheaccurxydC�esenotes) Software Provided By: o,,,,,,, IBC 2012 T�mporery e�w pem+aneni brecing�o�noitlirg componen� Do not c��.�o�ch dn11 orailer lP Sol�tlSlah ISL,LVL entl�Jo�ala sxtep�ss SMwn LP Engineered Wood Protlucts plumb entl for ms�s:ing ieterai to¢aa ENII De designed B�t��puEilsned ma�enai!mm LP Anyusa o/lP SoiidStan L5L WL and IJoiaia comrary 414 UMOn SVeuC Suite2000 -nsla�ied by others.No i0e06�n to be applied lo IM to!ne��.mlts sef bnn hereon,neq�tea�nyexpnas wurenryv�iM p�otluci ena LP NaShville.TN 3I219 componsnl unll'.ettnr aii ma framing end faslening ero Om:4�ms au�mpooc wa�m�es��civa��g ma�mo��d wemne�e o1 mercnenua�+�ry mo�etea A�no�ime enel17oa0e grca:erthendesign an�l�uness�or�oemcu�uusa PFqne 80D.5157570 ;oetls oe appileC w me componem. F� ��`��4� A COCV Of THIS DRAWING IS TO BE GIVEN 10 THE INS7ALl!NG CONTRAC'04t Design Criteri3 TM des'�gn and malenea sOA��('ed e��n.subatenliei �P��so��esun.�req�:�e�a��aaemsM:ot i o��:�a�e�asc��r�c coroorei�o�. DWG # confoimitywilh Iha Ielesl rBvis�ons o1 NDS.'O9etl laed aeneu�o��i�.aos ad�ustmeni iacwr!orcreeo Totc+ioae Cei Proo 65 Waminq.Usa o��nis D�aucl mayrsauit m e.posun to wooE dust.krrown SHEET {� aeilearon is�nai»menaous �o�ne State o(Cellfom;a w cevse cencer , File:C:1Program Files(�6}1LP1Wootl•E Oesign12015.2\WOODE.SPX Beam B14 AmerhaA � 29!52 niio�,eiasere..oe:�g� ttSi: 0.37 NOTE: �OAD TAB�E 2 PLIES 1.500 X 9.500 LP LVL2900Fb-20� D$sirar cxxxffi+v. : vsx: 0.zs 1.THIS COMFONENT IS DESIGNED 7D SUPPORT ONLV NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE 1 OTHER LOAD CASES �ESIGN CONSISTS OF 2 - PLIES FRSTF„NED RSI: 0.37 THEVERTICAL.IOADSSHOWNVERIFICATIONOF ( �� TpGE':HER (REPER TO NOTES). • �OkoiNG.DEF�ECT�ON uMiTnT�OUS.FRAn,tING FOR pn77ERN uVE lOADiNG ARE CNECKED aS REQUiRED. . ' METHODS.VJIND AND SEISMIC BRACING,AND OTHER (DIMEh$IONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) LZVS IqAD a 35 PSP DBAD IAl.D 17 PSP LATERALBRACWGTHATISALWAYSREQUlREDIS DISTRIBUTZON SOQRCB TYPS 70P/SZDS IqAD PROM TO LOAD LDP 5.1188L TfYP11L ipTD - 52 PSP THERESPONSI8ILITYpFTHEPRQIECTENGINEER PT-IN-SX TT-IN-SX OR ARCNITECT UNIPORM PLOOR LZVS TOP 110 PL!' 00-00-00 09-06-00 1.15 ROOi LEYf SPAt7 GRR. : 6.00 PT 2.PROVIDERESTRAINTATSUPPORTSTOENSURE UNIPORM w1�I.L oB�D TOP 130 PLF 00-DO-00 09-06-00 0.90 RODP RICBT SPAN CARR. : 6.00 Pf LATERALSTABILITY UNZpORIf FLOOR DSAD TOP 102 PLF 00-00-00 09-06-00 0.96 3.DONOTCUT,NOTCHORDRiLLLPIVI. tInTIPORM 887�tt wEZGAT B PLF 00-00-00 09-06-00 0.90 DSPL8C1'I�i (RTTffitS1� : 4.SHIM ALLBEARINGS FOR FULL CONTACT LIVB LOAD OSl'Lf L / 240 5.VERIFYOIMENSqNSBEFORECUTTINGLPlY1 WARNINGNOTES�. TOSAL LO1tD DStL: L / 180 TO 512E. 6.THIS LP LVL IS TO BE USED AS AROOF BEM7 ONLY THIS COMPONENT OESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. CODB COKPLZANCCS : MAKE PROVISION FOR ADEQUATE DRAINAGE. USE OF THIS DESIGN FOR ANYTHING OTHER THAN l.P LYl QR LP lSL OR�P iJ01STS IS RBPORT M Z M I N IN U� A STRICTLV GROHIBITED.ANY MODIKICATION OF THIS DOCUMENT REQUIR£S REVIEW APA PR-L280 EACH END Of COMPONEN7. BY A�ESIGN PROFESSIONAL. ICC•SS S3R-2403 LAD85 RR-25783 OESIGN ASSUMES ALL TOP'LOADS ARE MINIMUM BEARING SIZES ARE SUFFIGENT TO PREVENT CRUSHING OF THE LP WL CRdC 11518-R APPLIED TO TOP EOGE OF LP LVL,SUCH THAT BEAM AS DESIGNED.iT IS THE RESPONSIBIIITY OF THE PROJEC7 ENCaWEER, Florida PL15228 IOAD IS DISTRiBUTED E�UAIIY TO EACH PLY. ARCHiTECT OR DESIGNER TO VERtFV THAT 7ME SUPPORT STRUCTURE FOR THIS ATTACH TME 7W0 PLIES WITH 2 ROWS OF tOtl BEAM IS CAPABLE OF SUPPORTING THE REAC710N5. (3')NAILS AT 72'OC. STAGGER ROWS. � NAllS CAN BE DRIVEN FROM ONE FACE OR HA�F ANCHOR lP LVl ROOF BEAM SECURELY TO BEARINGS OR HANCaERS. FROM EACH FACE NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER THIS LVL BEAM HAS BEEN DESIGNED TO SUPGORTA 3001BS CONCENTRATED OF 0.12'. LOAD ACTING OVER 2.5 X 2.5 FT(625 SO FT) 12 � 0 r 9.SOG SUPPOFT RPACP20N5 lLBSJ: Mh]�T[Rd B SARI NC NII2iBER 1 I 1.500 DOiIIi 2138 2138 3.00� �� CROSS 56CTION MIN 88ARING SIZBS t2N-SX) 3- 0 3- 0 MAXIMiIIQ DBPLEClI�tS ChI.CUi,AT� AI.IC/W7�8LS LIVB LWD 0.09"IL/1236) 0.46" �DC71D L[]AD 0.15" 9- 6- 0 TOTAL I,OAD 0.19"(L/577) 0.62" '^THISDRAWINGISNOTTOSCALE"' HaMingBErecLm lP6dSdidStarKn�LSL.LVLantli-Jds�Specific�ms UsuNqes{UseriSrespa5ideftfUieaccurxydthaserotesl Software Provided By� ovi,.-,y T IBC 2Ci: mperery�a�q penna�em Gman�for nom�og componem Do nol:ul,�oich,dnll ornl�er LP So��d518rt�SL LJL entl IJoials�xC�D�aa a�own LP Engineered Wood Products piumb an0�orre��sting i�teml loicss shall be des��gneG anG��n puhi�s�ed metenai Irom LP Any use of LP SoliUSun LS�.LVL�rA IJoius conlary nsle11e0 DyoVlera No loeds eie to be eDc��ea to tne lo the lim��s vat tonh hs!eon.negetes anyexpiess werrentyo(ihe pmEuct and lP 414�JNpt$UBCL$I111E� campanom unFi aher eli me Iraming anE festemng ere ainc�a�ms a�l�mpiiae wa�nlies indWing iea�mD��ea wernmiw of morcnanubilrty NaSMille.TN 37219 GOmpla�pd A1 no liTo ih�l!10ltls gRlterlhen dsalgn amf tmeas for e pen�.r.�iar„se Pt�one 800.515J57q �oeGa 6e eppl+eC b�ne componanf. FaX 8�j.�$3.4�j D¢Siyn CfilE�ia A COPv pF TH;S ORAWING IS TO BE GIV EN 70 TNE INSTALLING CONTRACT�i ihe aeaign en0 me�ana�spec�ifee en+n subs4nbal �P e�a sa�nsun ere BAi:iaree��aoemoMa ot to�ta�e�e.vac��rc co�oaAuon. DWG � coniotmi�.Ywi�h Ine�atasl mvision5 of NOS'Dead Iped eaeecron'�ocwcee aejus�ma�t ractmio�cree�iaia+ioea Ca�Gm0 65 Waming use o�ih�s pioCucl muymaNt in eapoaure io wood tluaC,krww $HEET 3i tlefiection,a�ns:enleneous to Ma Steta ol Cal��}omaa ta ceuae cencer. _ Fi1e:C:\Program Files(HB6)\LP\Wootl-E Desigo120152�W00DE.SPX ��; N � . BeamChek v2010/icensed to:J L White Co!nc Reg#2308-64395 Date: 1/13/17 Selection W 16x 57 36 ksi Wide Flange Steel l.ateral Support: Lc=7.5 R max. Conditions Actual Size is 7-118 x 16-318 in. Min Bearing l.ength R1= 1.4 i�. R2= 1.4 in. (1.0)O�DeFl= 0.60 in Recom Camber-0.90 in Data Beam Span 24.5 H Beam Wt per ft 57.0# Reaction 1 TL 13549# Reaciion 2 Tl 17775# Bm Wt Included 1397# Maucimum V 17775# Max Moment 115835'# Max V(Reducedj N/A TL Max Oefl L/240 Tl Actual Defl L/490 Attributes Section(in') Shear in TL Defl in Actual 92.20 7.06 0.60 Critical 58.50 1.23 1.23 Status OK OK OK Ratio 63% 17% 49°� Fb(psi) Fv si E psi x mil} Vatues Rei.Value Fy 36000 36000 29.0 Ad'usted Values 23760 14400 29.0 Adjustments YP Fador, Lc 0.66 0.40 At Point Loads: Provide these minimum bearing lengths in inches or provide web stiffeners. B= 1.4 C= 1.4 Loads Uniform T�: 100 =A Point TL Distance B=12627 9.0 C= 14850 18.5 Uniform load A Pt loads: B � � Rt = 13549 R2= 17775 SPAN=24.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Beam 616 Amerhart 2015.? Allowable Streas Dma��qn DSSI: 0.�1 NOTE: LOAD TABLE 2 pLIES 1.750 X 14.000 LP LSL 1.55� Oa5IGta Cxirffitin : VSI: 0.16 1.THISCOMPONENTISDESIGNEQTOSlJPPORTONLY NOTE' LOADSSMOWNAREFORINPUT�OADCASE(7). OTHERI.OADCASES aESZGN CONSISTS OF 2 - P�ZES FAS."NED ASZ: 0.33 THEVER7ICALLOADSSHOWNVERIFICATIONOF TIX;ETHER iREFER TO NOTES). . IOADMG.OEfLECTION UMfTATIONS.FRAMING F�R PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIVS IA11D � 90 YSP � METNOOS,WIN�ANO SEISMIC BRACING,AND OTHER (OIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTkLEVER.) D6AD LCU6 - 15 PSF IATERALBRACINGTHATiSALWAYSRE�UIREDIS DT32RSBOTION SOURCH TYPS ?OP/SIDS IAAD PROM TO LAAD LDF I.AHBL TCYfAL IAAD � 55 PSP THERESPONSI&UTVOFTNEPRQIECTENGWEER FT-ZN-SJC PT-ZN-SX ORARCHITECT. [JNZPORAI PIAOR LIVE SIDE 80 FLF 00-00-60 22-00-00 1.00 2.PROVIDERESTRAINTATSUPPORTSTOENSURE UNZPORM PLOOA DBAD SIDS 30 PLf 00-00-00 22-00-00 0.90 PLR I.EPf SPAN CARR. : 4.00 Pl' LATERALSTABIUTv. UxiPORaa BBhls wB2c7iT 16 PLT 00-00-00 2Y-00-00 0.90 PI.x 7uGUT SPAti Gxn. : 0.00 rr 3.DONOTCUT,NOTCHORDRICLIPLSI. CONCBNTRA2� PLOOR LIVB SIDY 1759 LBS 17-00-OOt�IN8RG.3.00" 1.00 4.SHIMALLBEAR�NGSFORFULLCONTqC7. COHCSNi'itAT� PLOOR DBJ�D SIDE 660 LBS 17-00-OOMZDTBAG.3.00" 0.90 DEPLECPZCN7 CRiTE[tTA : S.VERIPYDIMENSIONSBEPORECUTTINGLPISL LZVB IAAD DSPL: L / 480 T0S12E. WARNINGNO7ES: TOTAL LOaI1 D6FL: L / 240 8.TH IS LP LSl�S TO BE USED ASA f IOOR BFAM ONLY. 7. MPRESSION ED E 8 IN UiRED AT THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. CODE COMPLZ].NCBS : 103'O.C.OR LESS. USE OF THIS DESIGN POR ANYTNING OTHER THAN LV LVL OR lP lSL OR LP IJOISTS IS RBPORT 8 STRICTIY PROHIBITED.ANY MOOIfICAT10N OF THIS DOCUMENT RE�UIRES REVIEW APA PR-L280 DESIGNASSUMESALL'TOP"LOADSARE BYADE5IGNPROFESSIONAL. ICC-85 63R-2403 APPLIEp t0 TOP EDGE OF LP LSL.SUCH TFWT I.l.DeS nx-25783 LOAD IS O�STRIBUTED EOUAILY TO EACH PIY. PROVIDE RESTRAINT AT CONCENTRATED lOAD TO ENSURE IATERAL STABILITY. CCHC 23319-A ATfACN TNE TWO PUES WITH 3 ROWS OF 16C Flozida PL15Y28 (3-V2')NAILS AT 12"OC.S7AGGER ROWS. MiNIMUM BEARING SIZ£S ARE SUfFICIENT TO PREVENT CRUSHING OF TME LP LSL NAI�S CAN BE DRIVEN FROM ONE FACE OR HAIF BEAM AS DESIGNED.IT IS THE RESPONSIBILITV OF TME PROJECT ENGINEER, FROM EACH FACE. NAILS MAV BE COMMON OR ARCHITECT ORDESIGNER TO VERIfY THAT THE SUPPORT STRUCTURE FOR THIS BOX NhIIS WITH A MINIMUM SHANK DIAMETER BEAM IS CAPABLE OF SUPPORTING TNE REACTIONS. OF 0.131`. t6tl$WKERS(3-114')MAY BE USED,BUT HALF MUST BE DRIVEN FROM PROVIDE ANCHORAGE FOR UPUf7 AT SUPPORTS.ANCHORAGE DETAIL TO BE EACH FACE PROVIDED BY PROJECT DESIGNER. CONTACT HANGER MANUFACTURERTO VERIFY ANCMOR LP LSL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS. CONCENTRATED SIDE lOAOS MUST 8E EDUAILY OISTRIBUTED TO ALL PLIES.7HIS CONNEC710� AND RESTRAINT OF THE TORSION INDUCED BY THE SIOE LOAD ON THE MEMBER ARE THE ESPONSIBI ITY F THE PROJECT DESIGNER. } SIIPPARS RBACfIONS 1LB91: :.�.O�C 7- 0- 0 15- D- 0 lQXIMfIId B EAR I NG NUNB BR - " 1 2 3 1.�50 7HISDRAWINGISNOT7DSCALE"' DOWN 137 3513 2149 3.SC0 pPI.IF[ 721 '-' '-' CROSS SF.CTION xsx as�auac s=zas �nr-sx) 3- D 3- 8 3- 0 MAXZM�tt D8Pf.8CfZONS CAIiCS7l+AT� J�.LpWABLC LN8 S.CYfD 0.16"(L/1120) 0.31• •DSAD LOAD 0.10' TOTAI. I.CV�D 0.23'(L/7861 0.7a^ Han4irg8Ereclipn LP�«Sd�idStarl()LSL,LV�antll-JoiStSpeCifitaUOrtS UselNaes(User�srespasidefatheaccwacydtl�esenoles) Software Provided By: o+�,�n� IgC 2012 lemporaryerapennenemDrec�nglonc�id�nyromponeni Donctcai nolth.dnporallurLPSahCSUtlLSLLVlaM11.1oistsexcapteea�awn LP Engineered Wood Products Oaumb enE forms�si�rg le�emi torc�a she��ba dea�qrmd and�n p�b�ishe0 mo�enai iro••v�P.Any uae of LP Soi�OStert LSI,lw�anC Woiata con�rary 414 Uf1i0�$t6d.$u[82000 'nstelleE byotners. nia ioads aro ro De eOW�eE w��e io�he I�m�ts sni horth hereon.�oga�ae enyezprees wa.anlyo��M pmtluc�•�tl L� com9onenl unuJ altereu the�rem�ng ana�astenug ero e�ac4ims au�mp3�ed wncanliea incluomq tne impi�ed wamn4es o/mercna�uDaliry Na5lmne.TN 37219 comoietea.At�o(ma sneu ioeae gmew�mao des�g� e�d Gmes�lor�p�n;<w�.use PbOne 800.575.7570 ioaas oe apphetl ro ma componem F9z 868.T53.43E� A COPV OF THIS ORAWING IS TO BE GIVEN 70 THE iNSTALUNG GONTRACTOR DBSign Criterie Ttq den�gn ane me�e�ei aG,ec�fied are in substenfiei LP an�So1�ESIeM1 en reg�s.nrad I2oembrks of LouisienepeCifl<CorpOrBlion DWG # conlom.iitywith Ihe�e;eat revislo'la oi NOS.'Oeetl loed a.tiaa�o��waa:na�wima��rg�wrro�cwaP Ta�ei lastl �ei.�mp 85 Wemmg Uae o(tn�s protluc�may reaai��ezposun to wooC dus�,hrown SHEET # Cdieaion�n insuntaneaue 10IhE S18tR O(CliiSOs*1W SO GOUSC CG�GOf FAe:C:Wrogram Files(x86j1LPiWooa-E Designl2075.21W00DE.SPX Beam 817 Arr�erhart 20'S2 A�bwe0leSlressOesiqn MSS: 0.50 NOTE LOAD TqBLE 2 PLIES 1.750 X 14.000 LP LVL2900Fb-2.OE DSSicca� cnir� : vSI: 0.3� 1.THISCOMPONENTISDESIGNED70SUPPORTONLY DESIGN CONSZSTS OF 2 - PLIES FA5:ENED RSI: 0.90 THE VERTICALlOADS SHOWN VERIFICATION OF NOTE LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER 1,0A0 CASES '('pGETHER (REFER TO NOTBS I. LOADING,OEFLECTION UMITATi0N5,FRAMING FOR PATTERN IIVE LOAOING ARE CHECKE�AS REQUIRED. I,Iyg I,ppp . 40 PS� METHODS.WIND PND SEISMIC BRACING.AND 07HER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) D�1,p I,prp . 15 PS7 LATERAL BRACING THAT IS ALiNAYS REQU�RED IS DZSTRIBUYZON SOIIRCB 1YPE TOP/SIDS IAAD PROIf SO LOAD LDP I.ABBL TOTAL SAAD � 55 PSF THERESPON51&LITYOfTHEPROJECTENGINEER FT-IN-SX PT-IN-SX �RARCHITECT. t7NIPORM FIAOR LIVB TOP 320 PL� 09-00-00 18-00-00 1.00 2.PROVI�ERESTRAINTA7SUPPORTSTOENSURE UNIPORM PL(JOR LIVB TOP 1{0 FLT 00-00-DO 09-00-00 1.00 PLR LSPL SPAN CNtlt. : 0.00 FT tATERAISTABILITY. LINZPOAM PLOOR DEl�D 70P 140 PLF 09-00-00 18-00-Otl 0.90 FLR ASGH7' 3PW C,AStR. : 0.00 Yl' 3.DONOTCUT.NOTCHORDRILLLPLVL. IIxiYORla F[.OdR DEhD TOP 53 FLt 00-00-00 09-00-00 0.90 4.SHIMALL.BEARINGSFORPULLGONTAGT. DNZIOAH B6Ati WEIGHY U PLt 00-00-00 18-00-00 0.90 DEPLSCIICN CRITER7h : S.VERIFVDIMENSIQNSBEPORECUTTINGLPLVL LIVB LO.�D DEtL: L / 480 TO S�ZE. WARNING NOTES: TOTAL LOAD DSPL: L / 240 6.THIS LP LVL IS TO BE USED AS A fL00R BEAM ONLY. 7.COMPRESSI N EDGE BR IN R UIRED AT THIS COMPONENT DESIGN IS SPECiFICALLY FOR l-P ENGtNEERED WOOD PRODUCTS. CODE COMPLIA2iC65 : 85'O.0 OR LESS. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP IJOISTS IS AEPORT IF STR�CTIY PROHIBI7ED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW �.nA Pn-L280 DESIGN ASSUMES ALL"TOP'1.OADS ARE 8V A DESIGN PROFES510NA�. ICC-85 6SR-2103 APPLIED TO TOP EDGE OF LP LVL.SUCH TMAT I.ADBS RR-25783 LOAO iS DISTRIBUTED EQUALLY TO EACH PIY. MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL C(21C 11518-R ATTACH THE TWO PUES WITH 3 ROW S OF t6tl BEAM AS DESIGNED.IT IS THE RESPONSiBILITY OF THE PROJECT ENGINEER, Flozida en15228 (31Y2')NAIIS AT 72'OC.STAGGER ROWS. ARCHITECT OR DESIGNER TO VERIFV THAT THE SUPPORT STRUCTURE FOR TNIS NAILS CAN BE DRIVEN fROM ONE FACE OR HALF BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. FROM EAGH FACE. NAllS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SMANK DIAMETER ANCHOR l.P WL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS. OF 0.13P. 16d SINKERS(31f4")MAY BE USED,BUT MALF MUST BE DRIVEN FROM LP COMPONENTS ARE MANUFACTURED WITHOUi CAMBER,THEREFORE IN EACH FACE. ADDITION TO COMPlY1NG WITH BUILDING COOE DEFI.ECTION UMITS OTHER DEFLECTION CONSIDERATIONS SHOULD BE EVALUATEO BY PROJECT DESiGNER,SUCH AS ViBRAT10N.BOUNCE.AND AESTHETICS. � 14.000 SOPPORT REkCfI0N3 (ISSJ: MA7[IMIIDI 8 EAR 2 NG NUNB 8R 1 � 1.�50 "'TH�SDRAWINGISN0T7D3CALE"" DCSiJN 2419 3530 3.500 4PLiiR' "' "' cr�oss ssrriox rPIIl�7 8&1RING 5I26S (IDl-SX) � 1- B 1- 8 i7AXIMR6 DBFLECPIONS CAI.C[TI.AT� hI.i.OWA8I.8 Llvs i3OhA 0.35^(L/609) 0.45" *DSAD I,OAD 0.23" 1Y1TAI.LOAD 0.51"(L/414) 0.89" Ha'xfirg&Erection LP�Sditl$tarC+�LSL LV�xxlFJast$pecificatiau UserNdes(UserisrespauidebrtheaccuracydUiesenotes) Software Provided By: �;;,,;,, .ec 2o.z kmpoin.ryan0 parm n�ni Dnuny�or�o�dmg cemp�nenl Do nol co�.�oicn.d�ik oraifar La Sol�dSinn 151.lV�and IJo��ata ezcep�aa s�ow� LP Engineered Wood Products plumD enC br 2a��sl��g ie�enl torG�s shell ba GeSigned end�n publ�ishe0 malene!(mm LO qnyuse o/LP SolidSt�M1 LSL,lVl en0lJo�ale coninry 414 Uf110f1$UC24,$utB21�0 nsulletl�yothers No loaea a�e ta Co eppli�tl to the io the I�im�is set lonh heteon,ne9etes anyeKv��s werten:yot tM Droa�ct an0 LP NdSMille,TN 3T179 omponeni�nl�l aftere!I IM/roming arM festem�g tlro O�ncieime ei1 impNetl wertentiea rncluE�n91M implie0 w�rtantisa of inercMn4bility comvieiea.Ai rro��me enau iosa.greou�i�enaes�qn arM�anese tors osnicuia�use PhOnE 000.575.757q ionds oe eva';ed+o ine comvon•m Fan Bfi6]53.4389 A COPV OF TMIS D13AWING IS 10 8E GIVEN TO THE INSTAILING CONTRACT013 DPSign CntHia T�a aeaiqn and me�ene�apoc�feC eie�n aubslenuel �P ervl SoiidSten en reg�sie�eC�m0ema�xs of Lou�s��sn�Fec�f��rperoDor, p1/�((j # aonlom+ny wnn me leies�rov�aone of NOS'Osae ioaa tlefiec:ion�inciudas aC;�atmem 4cror Iar cnoo�Toin��oaa Gi.Pnp E5 we�.,�,y Uaa o��+��.s oAn�ci mey ms�i��n eapoauro m waaN duai,krww� aoneci�.on��s��s+emaneo�s to me sieie oi cei.�om�a�o�Au:d�e�,�a� SNEET # file:C:1Program Fi1es(r.86)LLP�woal-E DesigM2fi15.2�W00DE-SPX Beam B18 Amerhart 2'�15 2 AnoweDle Stnss Dea�g� MSI: 0.51 NOTE: LOAD TABLE 2 pLIES 1.750 X '14.000 LP LVL2900Fb•2.OE D8SIQ1 CRITERU : VSZ: Q.45 1.THISCOMPONENTISDESIGNEDTDSUPPORTONLY NOTE: LOADSSF'IOWNAREPORINPUTLOADCASE(1).OTHERLOAOCASES DESIGN CONSISTS OP 2 - PLZES FASTENEC RSi: 0.84 THEVERTICALLOAOSSHOWNVERIFICATIONOF TOGETHER (REFER TO NOTSSI. LOAOWG.DEF�ECT70N LIMITATIONS.FRAMING FOR PATTERN LWE 10A01NG ARE CHECKEDAS RE�UIRED. � " ' MEfHODS.WINDANO SEISMIC BRAC�NG.AND OTHER (DIMENSIONS MEASURED FROM IEFT EN�OF SPAN OR CANT�LEVER.) LIVS IAAC� 40 PSP D6AD 16MD . 15 PSF IATERAL8R4CINGTHATISAW�AY$REOUIREDIS DISTRIBUTION SOUXCB TYPS TOP/SIDB LOAD PROM TO tAAD LDF L)188L TQTAL 2.LUD . 55 PSP THERESPONSlBIIITYOFTHEPROJEC'ENGINEER FT-IN-SX FT-IN-SX OR ARCHITECT pNIpORM pLOOR LIVS SiDB 160 PLP 00-00-00 32-06-00 1.00 2 PROVIDE RESTRAINiAT SUPPORTSTO ENSURE QNIPORM W].LL DBI�D 70P 130 PLP 00-00-00 32-06-00 0.90 FLR LEFT SPAN CARR. : 4.00 PT IATERALSTP81l.ITY LR7ZPOHlS SNOf�' LZVS TOY 105 PLP 00-00-00 32-06-00 1.15 FLR RZCHT SP1N CARR. : 4.00 PT 3.D0 NOTCUT.NOTCH OR DRILL IPLVL. IINIFORx PLOOR DEAD SIDB 60 PLF DO-00-00 32-06-00 0.90 3.SHIMALLBEARINGSFORFULLCONTACT UNIFORri SNON DBAD TOP 51 PLP 00-00-00 32-06-00 0.90 DBPLECfIqN CRIT�iIA ; S.VERIFVDIMENSIONSBEFORECUTTINGLPWL tlN2PORtt BBAM NSIGIiT 14 PLP 00-00-00 32-06-00 0.90 LSVB IqI.D DBPL: L / 480 TOSIZE. CONCBNTRA'iHD FLOOR LZVB iOP 2567 LBS 17-06-OOMINSR6.3.00" 1.00 TOY7J, LOAD DSPL: L / 240 &THISLPLVLISTQBEUSEDASAFLOORBEAMONLY CONCBNTRATED tI.00R DEAD TOP 963 LBS 17-06-OOMZNHRGe3.OQ" 0.90 7. MPRE St N EDGE6fiACIN R OUIRE�AT CODE C07SPLIANCES i 77"O.C.OR I.ES$. WARNING NOTES� RBPORT R AP7� FR-L280 OESIGN ASSUMES ALL"iOP'LOA�S ARE THIS COMPONENT DESICaN IS SPECIFICALLY FOR L•P ENGINEERED WOOD PRODUCTS. ZCC-ES ESR-3403 APPLIED TO TOP EDGE OF LP LVL.SUCM THAT USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP lVL OR LP LSl OR LP WOISTS IS LADBS RR-25783 LOAD iS DiSTRIBUTED EQUAILV TO EACH PIY. SIRICTLY PROHI6ITED.ANY MODIFICATION OP THIS DOCUMENT REf1UIRES REVIEW CCHC 11518-R ATTACN 7HE TWO PLIES WITH 3 ROWS OF i6tl 8Y A DESIGN PROfESS70NAL. Plorida PL15�28 (3-112')NAI�S AT 12'OC.STAGGER ROWS. NAiLS CAN BE DRIVEN FROM ONE FACE OR HALF PROVIDE RESTRAINT AT CONCENTR4TED LOA�TO ENSURE LATERAL STABIUTY. FRQM EACH FACE. NAI�S MAV 8E COMMON OR 80X NAILS WITH A MINiMUM$HANK OIAMETER MINIMUM BEARING S12ES ARE SUFFICIENT TO PREVENT CRUSHINCa OF THE 4P lVl OF 0.131'. 16tl SINKERS(3�1l4')MAY BE BEAM AS DESIGNEO.li IS THE RESPONSIBILITV OF THE PROJECT ENGINEER, USED.BUT HALF MUST BE ORNEN FROM ARCHITECT OR DESIGNER TO VERIFY THAT TNE SUPPORT STRUCTURE FOR THIS BEAM IS CAPAB�E OF SUPPORTING THE REAC710NS. CONCENTRATED LOADS MUST BE EOUALLY DISTRIBUTED TO AlL PLIES. AODI710NA1 ANCHOR�P LVL F�OOR BEAM SECURELY TO BEARlNGS OR HANGERS. FASTENERS MAY BE RE �RED. BEARING 2 REQUIRES FULL-DEPTH BIOCKlNG,SQUASM BLOCKS OR OTHER DEViCE t0 BE DESIGNED ANO INSTALLED TO TRANSfER 492 LBS. BEARING 2 REQUIRES FUIL-DEPTH BLOCKING,SCUASH BLOCKS OR OTHER DEVICE TO BE OESIGNED ANO INSTAILED?0 TRANSFER 4921BS. BEARING 2 REOUIRES FULL-DEPTH BLOCKING.SQUASH BLOCKS OR OTNER �EVICE TO BE DES�GNED AND lNSTALLED TO TRANSFER 492 LBS. � 14.000 BUPPORT RBACfIOHS iLBSI: MA7CII20M H SAR I NC NQMB E R 1 2 3 1.750 DOWN 3247 12119 2660 3.500 I7PISPf "' "' CROSS SeCTION iQ.IN SBAFiING SIZ6S IIDI-SX) 3- 0 5- 8 3- D sv�xascros nsrescrioxs ru,caux� u.r.ownei.s I.IVE IAnD 0,19"(L/1093) 0.43" 17- 6- 0 15- 0- 0 �DBAD I,OAD 0.28" 32- 6- 0 TOTAL Lox.o 0.37^(L/56Z) 0.87^ ^'THISDRAWINGISNOTTOSCALE^' r+anair,�B,Erecuon �wr>sa�asra�uv�s�,�vtxwi-�as�speciac�;ons USeNoteS(USerisrespm5ideforthexc�acydV�esendes) Software Provided By: TamOo�aryaMpartne�amGmcngfornolnmgzomoonnm o,��oi��i�oi�n.a�no�atia.t.aso��asi,n�s�.iv�„�ai�o�si::.�eo�+s+�w� LPEngineeredWoOdProduC[S "��" IeC20i2 olumo ana fo�resu,ing ieteroi forcea ahaii o�aea=gned end�n Vublisl�eC metenei(rnm LF.Anyuse a/LP Solia54rt LSL.lVL xn�IJo1sIs coM(ary 414 Uf�Of1$tr¢Et,SuitE200D rnlell�d OyoNers. No ioaCa ere to Ee epplied to ir+e 10�he I�imita sel fo�h hB/89n.�egete5 enyex0�bf wYrt��ty0`the pmauc�t entl LP ompanem u�f�!e�ro�ea�ee fwm�nq e�w(es�en�ng aa mac�e�me e�l�mp0en werrenliee��noWd'�ng Iha ImpbaG wemMrea of inerct+anbe�t�ty NaShville.7N 3T279 <ompietea At no Gme sne�7loatla gnetertha�tlus�gn arw rimess fora panicwarvse. P1»ne 800.515.7570 io.oa oe apa�oa�o ena componsn� Paz 866753.4389 A COO V OF THlS DR4 W I NG IS'O BE G V EN 10 TME INSTA�iiNG CONTRACTOR Design Critgia TM design end metanei spetifietl erB in s�bStenUel LP antl Soi�ESbn ere iegu!ered tmdemnrxs o��o�iaieMPe<iGc CatporeY.on. OWG # Conforenilyw�ih Ihe letest reviaiona of NOS'De9d IpaO aeliecGon mUUUes a0;uvmeM/atwNor cme4 rota!inae �e!Prop 65 w�m��g Use ol ih�s pmduet mey resuM�n exDoaure fn waotl duet,4nown aeneaw��s��steo�n�eo�s. io�rw s�+�s or cemo�+�e to ce�se ce�ce. S HE ET # Pile:QSProgram Files(x86)tLPlWootl-E Design@015.P.WOOOE.SPX Beam 819 Amemart Y0�52 AuoweoleSlnssOoa�gn 115I: 0.T9 NOTE: LOno7ne�E 9 PLIES 7.750 X 71.875 LPLVL2900Fb-2.OE �asxc�c�T�u : vsx: 0.61 i.THISCOMPONENTISDESIGNEDTOSUPPORTONLY DESIGAI CONSISTS OF 3 - PLIFS FASTENED RSI: 0.39 THE VERTIC.4LLOADS SHOWN VERIPICATION OF NOTE: IOADS SHOWN ARE FOR INPUT LOAD CASE(1). 07MER LOAD CASES TOG6'i'HER (REFER TO NOTES). LOADING.DEfLECTION UMITATIONS.FRAMING FOR PATTERN UVE LOADING ARE CHECKED AS REQUIRED. �yg Ip,J�p . 90 PSP METHODS,WIND AND SEISMIC 6RACING.lW D OTHER IOIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DSAD L071D . IS PSP IATERAL BRACING THAT IS AUNAYS RE�UIREO IS DISTRIBPP20N SOIIACE TYPB TOP/SIDB IAAD tROM TO LOAD LDP IJ�SRL TO'1'AI. I.0)14 . 55 PSP THERESPONSI&UTYOFTMEPRQIECTENGWEER PI-ZN-SX !T-SN-SI( OR ARCHITECT. LiNIPORM SNON LIVS TOP 630 PLr 00-00-00 09-00-00 1.15 2.PROVIDERESTRAINTATSUPPORTSTOENSURE IINZPORH PLOOR LZVS TOP 600 PLP 00-00-00 12-06-00 1.00 PLR LEFP SPAN CaRR. : 4.00 PC LATERALSTABILITY IINSpORM SNON DSAD TOP 306 PLP 00-00-OQ 01-00-00 0.90 PLR AIQfI SYnN CNtR. : 26.00 Pf 3.D0 NOTCUT.NOTCM OR DRILLLPIVL. IINIPORM FLOOR DSAD TOP 22S PLF 00-00-00 12-06-00 0.90 4.SH1M ALLBEARINGS FOR FULL CONTACT [JNIpORA( [�ALL D8hD TOP 96 PLF OD-00-00 1Z-06-00 0.90 DBTLBCT2@1 CFSTBRIA : S.VERIFYDiMENS10NSBEFORECUTTINGIPLvt IIetZPORn as�et wsZGx'1' 18 8LP 00-00-00 13-06-00 0.90 LiVs IAwD �8ln: L / 36� TO SIZE. CONCHHTRASBD SNOW LIVE TOY 3023 LSS O4-00-OOI6ZNSRG�3.00" 1.15 TOTAI. LOAD DHlL: L / 240 6.7MIS LP LVL IS?O BE USEO ASAFLOOR BEAM ONLY CONC8N7RATHD SNO/P DEAD TOP 146B L85 04-00-OOMINHRG�3.00" 0.90 7. PRE N E B IN UT A CODE COMBLI]WCBS : 5Y O.G OR LE$$. WARNING NOTES: RBPORT 1t � AP.1 PR-L280 DESIGN ASSUMES ALL"TOP'LOADS ARE THIS COMPONENT OESIGN IS SPECIFICALLY FOR Lp ENGINEERED WOOD PRODUCTS. iCC-cS ¢SR-2903 APPLIED TO TDP EOGE OF LP LVL.SUCH THAT USE OF TNIS OESIGN FOR ANYTHING OTHER THAN LP LYL OR LP LSL OR LP IJOISTS IS L11DSS RR-25783 LOAO I$DISTRIBUTED E�UAILY TO EACH PLY. STRICTLY PROHIBITED.ANY MODIFICATION OF THIS UOCUMENT RE�UIRES REVIEW CQSC 11518-R ATTACM TWO PIiES WITH 2 ROWS OF t6tl BY A DESIGN PROFESSIONAL. Florida FL15228 (3-i/2')NAILS AT 72"OC.FROM ONE FACE ONLY. STAGGER ROWS.FLiP PROVIDE RESTRAINT AT CONCENTRATEO LOAD TO ENSURE LATERAL STABIUTY. BEAM AND ATTACN THE THIRO PLY WITH 2 ROWS OF 16tl(3-1/Y)NAILS AT 72'OC.TO MINIMUM BEARING SIZES ARE SUFFIGENT Tp PREVENT CRUSHING OF THE lP W� THE UN-NAILED SIDE OF THE FIRST T✓JO BEAM AS DESIGNED.IT IS THE RESPONSIBILIN OF THE PROJECT ENGINEER. PLIES. STAGGER ROWS.NAIIS MAY BE ARCHITECT OR DES�GNER TO VERiFY THAT THE SUPPORT STRUC7URE FOR TMIS COMMON OR BOX NAILS WITH A MINIMUM BEAM IS CAPABLE OP SUPPORTINCa TME REACTIONS. SMANK DiAMETER OF 0.131'.i6d SINKERS ANCHOR LP WL F�OOR BEAM SECURELY TO BEARINGS OR HANGERS. CONCENTRATED LOADS MUST BE E�UALLV DISTRIBUTED TO ALL PLIES. ADDITIONAL THIS FLOOR FRAMING COMPONENT MAS BEEN DESIGNED WITH AN INPUT TOTAL fAS7ENERS MAY BE REOUIRED. LOAD DEFLECT�ON LIMIT OF U240.�PROVIDED BY THE LP CUSTOMER). 7HIS COMPONENT CANNOT BE USED TO SUPPORT CERAMIC TILE FLOORS. � i "OPpORT ASACI'ZONS (LBS): ;1.H?5 i III MAXIIADM 8 EARI NG NDM B BR � � . . ' ' 1 Z 'Sc ^`THISDRAWINGISNOTTOSCALE"' DCWN 10048 6586 ?.500 orLzrr --- --- s.zso CROSS SECTZON aurr sanxu�c szzas cna-sx� 6- 9 4- 4 MA7CIMiRI Dffi�LECLIONS GLCtTI.k?� 11l.i.[1AiABI.E LIVS I.MD 0.78"(L/508) 0.40^ +DHAD TJ]AD 0.30" 10TAI.I,MD 0.48"lL/299) 0.60" Handing&E�6[nm LPP)$d�itl$13rt19lSL,�VL�tlI-JaSlSpecific�orr. USe�NOteS(USai5r25pOn5iblBflxUieactvaCy0fV1E5¢nctBS) Software Provided By: fl',��"� IBC 2012 7..�po�N aoe pu„��i e�.o�oq ro.raia�rg<omPo�. oo�m ow.�o�on.a�u or mm.�c sor�asan�s�.�v4 aoa��ofs�s.,caa o,.now� LP Engineered Wood ProduCts Pwmn a�a ro��as�si nq iei•mi roRea anon oe aes�g�sa.oe��v�ai�anea mxisnai r�m ta.nny uer o��P sa�dsen�5�.�vt eM IJoi�ta conl�ary 4ta Unim SVeeC SWte2000 �naiaiied Eya�en No loetls�n lo M eDPIieO�o;�e to ihe lim�te e��forlh hereon.nege�ea�ny ea0roaa wartentyof IM D�ducl end LP component unt��eh��eu iM framing uro fauemng en a�ade�ms�n��mp�iea wartanGes�mciudinq tne imol��eu werranues of inean�nLbuiry NaShville.TN 37219 compiQteO ai no�ime anen ioeds ynatermenaes�gn ane Gineu bre canicNeruse Phme 800.515.7576 �oeds bo eppi�na io ine compone f�c 886.753.43� A�ppv pF TMiS DRaW?NG IS TO BE GNEN 10 TME�NS7ALLINGCONTRACTOR Design Criterla Fhe design enG me�enel epecifed ere in suea�ent�ai LP ena SoimEten ere ngisiemtl ineam.erks of Lou•afenePeclfic Corpont�on DWG # onfortnitywrl�Iho le��st revla+ona oi NDS'Dsetl loatl Eaiieeuon inclutlea ee�wtmeni factor lorcreep 7ote�roatl Cal Pm065 Wem.ng:Ua•of�n,A veod�ci may neWt�n�apoeun to wod a�at.x�wwn $HEET # defiec[ion is�ns�nl�neo�s �o rhx Srote ol Ca��fom��.e�o ce�s�unc�r. File:C�.\Progiam Files(x8fi)1LP1Woo4•E Oesgn�207521W000E.5PX _ Beam 820 Amerhart � 20�5.2 AllowebleS�ressOesign � NOTE: LOAD TABLE 2 PLIES 7.750 X 9.500 LP�V1.2900fb-2.OE DSSIGN CAITffitSA : MSI� 0.28 i.THISCOMFbNENTISDESIGNEOTDSUPPORTpNLY vSi: 0.62 THE VERTICALLOADS SHOWN VERIFICATION OF NOTE� LOADS SHOWN ARE FOR INPUT LOAD CASE(7). OTHER�OAO CASES DESIGN CONSZSTS OF 2 - PLIES FASTENF,D RSI: 0.64 FOR PATTERN LNE IOADiNG ARE CHECKED AS REOUIRED. TOGETHER (RP,FEP. TU NOTES). - - LOADING.DEfLECTION LIMITATiONS.FRAMING iDIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTI�EVER.) �� I�� 35 PSP METHOOS,WINDANDSEISMICBRACING,ANOOTHER DEAD S.MD . 17 PSP (ATERALBRACINGTHATiSALWAYSRE�U1RE01S DISTRIBUTIOt7 SOURCH TYPS 20P/SZD& IAAD BRON TO SAhD LDP LASHL TOTAL LO}S7 . 52 PSF THE RESPONS181U7Y OF THE PROJECTENGINEER PT-IN-SX YT-ZN-SX OR ARCHITECT. UNZFORM FLOOR LIVB TOP 298 PLP 00-00-00 OS-00-00 1.15 ROOP LHYf SPAN GRR. : 13.00 PI' 2.PROVIDERESTRAINTATSUPPORTSTOENSURE ONIPORM FLOOR DEAD TOP 145 PL! 00-OD-00 OS-00-00 0.90 ROOF RIC�1' SPTN CARA. : 4.00 PT IATERALSTABILITY. pMIPORM HBAM WEZGAT 10 PLP 00-00-00 OS-00-00 0.90 3.DONOTCUT,NOTCHQRDR�LLLPLVL. CONCBNTRATSD SNOW LZV8 TOP 3298 LBS O1-00-OOMINBRG�3.00" 1.15 DBpL8Cf2@I �'n*T�enTa : 4.SHIM ALLBEARINGSFORFULICONTACT. CONCSN'IIUTSD SNON DBAD i0P 1602 LBS 01-00-OONZNBR0.3.00" 0.90 LIVB IAAD DSFL: L / 2�0 S.VERIFYDIMENSIONSBEfORECUTTINGIPLVL TOTAL LOwD DBFL: L / 180 TO SIZE. WARNING NOTE5- 6.THI$lP LVL IS iD BE USED AS AROOF BEAM ONLY CODH COMPLIANC85 : MAKE PROVISION FOR ADEQUATE DRAWAGE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L•P ENGINEERED WOOD PRODUCT3. R6PORT N 7. M I N E IN R UiRED AT USE OF THIS DESIGN fOR ANYTNING OTHER THAN L7 LVL OR LP LSL OR LP IJOISTS IS APA DR-L260 EACH END OF COMPONENT. STPoCT�V PROHIBITED.ANY MOOIfICAT10N OF THIS DOCUMENT REOUIRES REVIEW tCC-as eSx-2a03 BYADESIGNPROFESSIONAL. I.AD85 RR-25783 DESIGN ASSUMES All"TOP`LOADS ARE CQSC 11518-R APPLIED TO TOP EDGE OF LP LVL,SUCH THAT PROVIDE RES7RAINT AT CONCENTRATED LOAD TO ENSURE LATERAI STABILITY. nlorida FL15228 LOAD IS DISTRIBUTE�E�UALLY TO EACH PLV. ATTACH THE TWO PLIES WITH 2 ROWS OP t6tl MINIMUM BEARING SIZES ARE SUFFIGENT TO PREVENT CRUSHING OF THE lP WL {3-112"j NAILS AT 12'OG STAGGER ROWS. BEAM AS DESIGNED.iT IS THE RESPONSiBi�ITY OF THE PROJECT ENGINEER. NAILS CAN BE DRiVEN FROM ONE FACE OR NAI.F ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS fROM EACH FACE. NAILS MAY BE COMMON OR BEAM IS CAPABIE OF SUPPORTING TME REACTIONS. BOX NAIIS WITH A MINIMUM$HANK DIAME7ER OF 0.131', i6d S�NKERS i3-��4')MAY BE ANCHOR LP WL ROOF BEAM SECURELY TO BEARINGS OR HANGERS. USED.BUT HFLF MUST BE DRIVEN FROM G TNIS WL BEAM HAS BEEN DESIGNEO TO SUPPORT A 3001BS CONCENTRATED CONCENTRATED LOADS MUST BE EQUALLY lOAD ACTING OVER 2.5 X 2.5 FT(6.25 SQ FT) DISTRIBUTED TO ALl PLIES.ADDITIONAL FASTENERS MAY BE REOUIRED. :2 � 0 � SIIPPORT REACTZWi5 iLBS7: 9.SD0 MA%IM@f B BARI H G NIIM B ER - - 1 2 1.750 "'THIS ORA WING IS NOT T�SCALE^• DbPIIi 5049 2109 3.500 UPLIFP "' '"' CROSS SECTLON rux esr,�n�c srzss (ur-sxt 3- 0 3- 0 MAXIMOtQ D8PL8CfI�75 Cl�i.C.UI.ATF.D AI�I�WABI.E L.'NH I.C1AD 0.03"!L/1970Y 0.24" 'DBhD I�OAD 0.02" T01'AL I.QAD 0.0�^(L/1317) 0.32" Ma�ding&Erectlm �a�sa�asrar��s�.�v�awi-�ascs�c��c�;ms UserNaestUserisrespyxidehrNeaccurecyUtl�esenotes) Software Provided By: ot"7;n iE: 2072 TemDoearye�d pemiane^.�Drecing fornola�ng componenf Do not c�i,notcn,dnii oraile�LP SoI�a5�artl5l.lVL a�d tJo�ata oxcepi aa anown LP Engineered Wood Protlucts plumb an.�formsisi�ing Inleal(orcea xnnii oe des�gnad end�n puDlisne6 matanel�rom LP.Any uee o�LP So�iESu�LSI..LVI.en0lJo�ats contnry di4lJro0r1$UCC(,$yitE 2000 �nslelletl�y olnan.No loeae eR lo M apP��e�to Ihx to Ue iimrta sei fonn hemon.rrogeiaa enyesprtes ws�ranryof�he piod�c�eno lP component uanl after nl�ma(nmmy end�asiening ero diaclaima eu�mplroa wananuea mcluamg the�mp�iea wertenboa ol memMnubi�iiy NaShville.TN 37219 compie�ea A1 no lime St+e1110AtlD 9rvetort�enEavgn �nd fimess b�e qaN<ulerusa Phar�e 800.515.7570 IOads be aDP��ed to Ne compOn8n1. F�t Q�,7$3,4�i A COPY OF TNiS 0�1A W ING IS TO BE GI�EN/0 THE 3NSTALLING CONTRACiIX2 Dasi�Cnt��a Tne Oasign and meiene�spaciFad en m sueatantiei �P a�e soimsmn e��q�sierea�maemeMs a+�o��.�e,,,.aat�rc co��i�o� DWG # confomf'itywith tha!eteel'Bviswt+s 97 NDS'Deatl b�a aenecron incWoes sajustment raCarto�creap ioiai ioaa cei prop 65 wsming.Use o!�hu pioeua meyreswt In mavoauro ro wooa auzt..nown $HEET # oaneoro��s��Bm��e�.o�a io irw si.�.or ceurom�a m ceuse�e��a� File:C:1Program Fites(x86)LLP\WOotl-E De5ign12015.21WO0DE.SPX Beam 820-B Amerhart 20�5.2 Albwabie Stnsa Dsc�gn N91: 0.88 NOTE: �OAD TABLE 2 PLIES 1.750 X 11.875 LP LVL2900Fb-2.OE naSicrt cxiz'ffiuw : vSI: 0.69 1.THISCOtriPONENTISDESIGNEDTOSUPPORTONLY DESiG[3 CONSISTS OF 2 - PL:ES FASTENED RSZ: 1.00 THE VERTICALLOADS SHOWN VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(t). OTHER LOAO CASES TOGETHER (REFHR TU NOTES). LOADING.DEFLECTION LIMITATIONS,FRAMWG FOR PATTERN LNE LOADING ARE CHECKED AS REQUIRED. � (DIMENSIONS MEASURED FROM IEFT END OF SPAN OR CANTIIEVER.) LNB I.W�D 10 P&P METHODS,WIND AND SEISMIC BRACING.AND OTMER DEAD IAAD • 15 PSP L4TERP18RACMGTHATISAUNAYSREQUIRED�S DISTRIHiTIZON SOVRCS TYPS TOP/SIDB LOAD PROI! TO LOhP LDF iJ�BSL TOTAL LOAD • 55 PSP THERESPONSIBIUTYOFTHEPROJECTENGWEER PT-2N-SX PT-IN-S% ORARCMITECT ONIPORM SNOM LIVE TOY 630 PLP 03-09-00 09-06-00 1.15 2.PROVIDERESTRNNTATSUPPORTSTOENSURE UxIPORM pLOOa i,IvB TOP 520 PLF 00-�0-DO 09-06-00 1.00 PLR Ls1+'i' SpAN GRR. : 5.00 P'P LATERALSTABILITY. UHIFORM SNOW DSAD TOP 306 PLP 03-09-00 09-06-00 0.90 PLR RIGF[T SPAt7 C.ARR. : 21.00 P!' 3.DONOTCUT,NOTCHORORILLLPIVL. UNZPORN Pi.00R �BAD TOP 195 PLP 00-00-00 09-06-00 0.90 4.SHIMALLBEARINGSFORfULLCONTACT. ONIPOR27 NAI.L DB.�D ?OP 90 PLF 00-DO-00 09-06-DO 0.90 DBPLECTICN C7tI1'BRSA e S.VERIFY�IMENSIONSBEfORECUTTINGLPLVI UNSPORM BBJN[ MSICHT 12 PLF 00-00-OD 09-06-00 0.90 LZVB LOAD DBPLc L / 360 TOSIZE. CONCBNTR�TBD SNOW LIVS SOP 3023 L88 03-09-OOlSID1BA6.3.00" 1.15 TO?.�L LOAD DSPL: L / 210 6.THISLPLVLIS'tDBEUSEDASAFlOORBFNvtONIY CONCBN'fR)�7SD SHON D&1D TOP 1468 LHS 03-09-DOMZNBRG-3.00" 0.90 7. PRE I EO B IN UIRED A CODa COMPLZAtiCBS : 3T O.C.OR LE$$. WARNING NOTES: RSPORT p APA PR-L280 DESIGN ASSUlv1ES ALL"iOP'LOADS ARE THIS COMPONENT DESIGN IS SPECIFICALLY FOR l•P ENGINEERED WOOD PRODUCTS. ICC-BS SSR-2403 APPUED TO TOP EDGE OF LP LV�,SUCH THAT USE OF THIS DESIGN FOR ANYTNING OTHER THAN LP WL OR lP LSl OR l.P IJOISTS IS LADB3 RR-257B 3 LOAD IS DISTRIBUTED EQUAILY TO EACH PLY. STRICTLY PROHIBITED.ANY MOOIFICATtON OF THIS DOCUMENT REQUIRES REVIEW CCMC 11518-R ATTACH THE TWO PLIES WITH 2 ROWS OF 76d BY A DESIGN PROFESSIONAL. plozida PL15228 (3-1/2")NAIIS AT 12"OC.STAGGER ROWS. NAILS CAN BE DRNEN FROM ONE FACE OR HAI.F PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE IATERAL STABILITY. FROM EACH FACE. NAILS MAV BE COMMON OR BOX NAI�S WITH A MINIMUM SHANK O�AMETER MINIMUM BEARING 512ES ARE SUFFICIENT TO PREVENT CRUSNING OF THE LP lVL OF 0.131'. 16d SINKERS(3-1/4')MAV BE BEAM AS DESIGNED.IT IS THE RESPONSIBILITY Of TNE PROJECT ENGINEER, USED.BUT HALF MUST 8E DRIVEN FROM ARCHITECT OR DESIGNER TO VERIFY THA7 THE$UPPORT STRUCTURE FOR THIS BEAM IS CAPABIE OF SUPPOR?ING TME REACTIONS. CONCENTRA7ED LOAOS MUST BE E�UAI.LY DISTR16UTE0 TO ALL PUES. ADDITIONAL ANCHOR lP WL FLOOR BEAM SECUREIV TO BEARINGS OR HANGERS. PASTENEKS MAV 8E RE UIRED. THIS f�00R FRAMING COMPONENT HAS BEEN DESIGNED WITH AN INPU7 TOTAL LOAO DEFLECTION LiMIT OF L/240.(PROVIDED BY THE lP CUSTOMER). THIS COMPONENT CANNOT BE USED TO SUPPORT CERAMIC TILE FLOORS. -�C 11.975 SVPPOR? RFACfIONS (LBS): qA7@ffII4 B EAAI NG NQMB BR 1 Z 1.750 "'THISDRAWINGISNOTTOSCALE"' DUWN 6878 7859 3.500 �� CRO55 S2CfiON e�r esr.aure sxzas cna-sx� 3- 0 3- 0 tGXIIA[A!Dffi LBCTI�7S CAIiC[TI.AT� HI.I�C7WASL6 ISVE I.MD 0.11^(L/5201 0.31^ •DBab IAAD 0.12" TClfAI. W7�D 0.36"(L/308) 0.96" Nana�nyBE�ecuon ��Sa�ds��s�..�vLx+a�-�os�spec�scaii«u USerNdeS(UserisraspauipeiaUiC?ccurxyofYiesen0tes) Software Provided By: o,,,,,,� IBC 2012 Tempo�aryene pertnanam�rac�ng lor nolC�rg componanr po rwi cct,ra�cn,enu or enar�P So6aSian LSL,LVl��a IJois�s�xc�p�u anown LP Engineered Wood Products piumC ena for resiating leienl foeeea ah�9 be des�p�e0 anE��ouDl�eneu m�ienal fmm LP Any use ol LP SoIiCSiart LSL.LVL aiW Wo�ets eoMrery 414 UnOn SVBB1,SUf22000 �nsieii�tl�yothers No laetls em to be eOP��etl�o iha io ine i�mita sa�fortn he�eon.negeiea enye.pnea wermnlyol lhe pnEuct eM LP N15MiIIB.TN 37719 componenl onGi e1te�sii t�e framing entl�estero�g an Oiscuims au imo��ea werrenass i�Wud�ng tno+mpi�iee w�rtanua�ot rrwrt��ntabiliry mpieted.At no��me sheu loadn gieeienhen tles�vqn an0 rnneas tor a pamcu�a�uaa Ptqne 8�.5157570 loeas be eOPlieo to me compooent Fax 866.�53.4`� a C07Y0�TNIS DIZAWING IS TO BE GIVEN 70 THE INSTALLING CONiRACTOR. Daspn Critefia Tbe dealgn ene meienei epuw/ino ere�n sabalen0e' �P anC 50��'JSdrt ert rmgistervd lAtlame�lu of I.ou4iena-PaCifit Corponlion DW G # coMortn�rywilh ine ietettievis�ons of NOS.'Dsatl matl eanec000��cweea ea��atma��acro�ro.cnso TOIa�IoeE ��P�o g5 Wemmg:Use ol�nis o�tla<i mny resuit��aaosure to wooa auei.kno.n $HEET # O�II�C�iO��3 i�ilGnlYnlO�i f0 ihB Ste1B O�CGIi(OT�i 10 LOU9!G9nCB� , Fi1e:C:�Program Files(x86)1LP1Wootl-E Design\2015.2\WOODE.SPX , _ � �� , _ _ , �� __ � , � r – _. ; -�� .. , i F,=,-- "'' � 7 � ' 4 i � ' I _. ��. �/ .. .. ...... ..�� ..... E � : , . ....._.. � � ' --...._._... � � t � � « — � � � — � � ' , � `� �-�--.._.� . __ �. �n i �� ! _ .....� Yj ,. N :, . ,.,. I '�.. , '.. 'ff i �i � �'�, IF i i;..--.�.� , t . i I � � ' r'� � � � ,: � �� !� ' ., "� ' :�rn t�–�-----�–� _� ____.__._. _ __.. � � �� ' ; �s` �� _' � ��] �–� ll � . 4�"' � V .�...a. r.__ . . � k i P f�^ >� � ,d y pe � * ('� �r I {-�-- . �� O y � �� _._. �.-- . � � i � i f � � . — o � s � � �� _ � � � �, � �—_.. � ��_�• ��_ � `� - ,.: i _ , � _�� k E v. � a N Oi i � ...... . � ; . � � �: _ ; _ _ � � � p . . O ♦ € - e- < .j j_ -1 _... �� , a . __ � = Y , I.�. � � �, � �� - — - � �D R � � � . --1–_� , � . � r .�� z « ;s ` � �$� i f -� , � ; � � ' � � . i .�- ` .: . , ' �. _ � i � � ... . �.�.� • ; F � �� ; , � .._ .. � . � . . .... ..._... ., � �IF " f � n - '�� i f . � � „ � � � � n �' ` --- - L/� i � ;'.. E �) ��. t �� .. � __._...., r� ..._..... q L . � ; ... iu.�i �� ..._.... .Q � : ` F� i, �,� , ..•. v� ,� �+� ��, � . �� N ,4 �? 't.t_7- ox � � y ; f �: � �v y....� ._.. a S� �. � ......_.... ____....-7- ; �e� � I ........._ .. � . � c . ., ; q = ° i o E - —� - � , � , � � . � �..,.. � Q ^' ,5 _ � - , , _ � " r + i i , _�'_' : i . F . �§_ --.._... ..._. { _ � . v��,A � ��'! � � ' � , � , — _ _... _ � i ° ( _ _ — ,�,� ,� � �i . � � � � �'y �a �' ��n -�'.,-�-.� � R i ---� y' ro �7� � . . �i ' ¢ z , � ' � .T � �� E �.� �1 I t _ _� e E• .... ..__ _ ......--- —�--' - . _ __"':... � � z . : I f _ ` t.-_ -- �- � � _.m . ... . , � , ' � o ' SIn � �{ �'. ' � .... ....12] Y ......... 't I �; \T1 � i . . ... � I� � : E _ �1 � , i . a � __ . � . o _� � � , � � _ � _ ___ _ �.- E � -�- � _ _ ____ _ . �:� -- - ; � - - --- - 1 " . .. . C� , �� f, f � �� : ,� ' , �; ��. , , � _ �� ;� ��, � E ; , � _. ..; _ sn�Er Ho. � ,� R.,iein�. �, ��T2 T��Ta[A� AVE ��TvITi��J(P�T$. 7y�T7 � ,-;`�=' ---- - _- - __-._ _ _ y;�.'� BRUCE LEHRER * ARCHITKT . e �ia.�: - ��a4��— -� ' ..— - `"'<•"'�•j'r 3908 G�orpla Av�nw Narth GY+lai.MN SSA27 :;� ,r`,`i�, UPPEItWiEVE[ PL;AF7 � __.. ___ ..._. �. __. �.___ `'- _; _ ._. ._.., �, . j.' PFron�/Faw 763 333-27�6•�mal6 aihlpd�7ohee.com � ProjeCt: Pa� Justin Spreitzer Location:Beam A1 �P(#�;�,� AmerhaK Multi-Loaded Multi-Span Beam �,,,,f.�:--^" 2631 Territorial Road o� [2009 International Building Code(2005 NOS)] St.Paui, MN 55114 (2)1.51Nx9.251Nx6.5FT #2-Spruce-Pine-Fir-Ory Use StruCalc Version 8.0.112.0 1/17l2017 6:29:51 AM Seciion Adequate By:165.2% Controliing Factor.Moment CAUTION,� 'Laminations are to be fully connected to provide uniform transfer of loads to all members DEF�ECTIONS nter LOADING OIAGRAM live Load 0.02 IN U5124 Dead Load 0.02 in Total Load 0.03 IN U2232 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 gEACTiONS A � Live Load 341 Ib 341 Ib Dead Load 442 Ib 442 Ib Totai Load 783 Ib 783 Ib Bearing Length 0.61 in 0.61 in BEAM DATA Center Span�ength 6.5 ft — --__-...__ __ ._.__ _ _ _--_ ____------ � Unbraced Length-Top 6.5 fl 6.5 k Unbraced Lergth-Bottom 6.5 ft E� live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS nter #2-Spruce-Pine-Fir Uniform Live Load 1Q5 ptf Uniform Oead Laad 131 plf Base Values Ad'us d eeam Self Weight 5 plf Bertding Stress: Fb= 875 psi Fb'= 947 psi Totai Uniform Load 241 plf Cd=1.00 Cl=0.98 CF=1.10 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Eiasticity E min= 510 ksi E min'= 510 ksi Comp.�-to Grain Fc-1= 425 psi Fc-l'= 425 psi Controliing Moment: 1273 ft-Ib 3.25 Ft from ieft support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Convoliing 5hea�: -783 Ib 6.0 Ft ftom Isft support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Ren'd r i Section Modulus: 16.13 in3 42.78 in3 Area(Shear): 8.7 in2 27.75 in2 Moment of Inertia(de8ection): 21 27 in4 197.86 in4 Moment: 1273 ft-Ib 3376 ft-Ib Shear. J831b 24981b BeamA2 Amerfiart • ' 20�5 2 nnoweoie Sioss Oes�pn MSZ: 0.67 NO7E: IDAD 7qBLE 2 pLIES 1J50 X 9.500 LP LY12900fb•2.OE DESIQI CRZTffitU1 � vsz: 0.50 � • i.TH�SCOMPONENTISDESIGNEDTOSUPPORTONLY DESIGN CONSISTS OF 2 - FL:aS FASTENED RSZ: 0.57 THE VERTICALLOADS SHOWN VERIFICATION OP NOTE: LOADS SF10WN ARE FOR INPUT lOAO CA5E(7). OTHER�OAD GASES TOGETHBR (RSFER TO NOTE5). � IOADiNG.DEFIECT10N LIMITATIONS.FRAMING FOR PATTERN LIVE LOAOING ARE CHECKED AS REOUIREP. I,rvg =,p7�p . 35 PSP � � MEfHODS.W IND AND SEISMIC BRACING.ANO OTMER (DIMENSIONS MEASURED fROM LEFT ENO OF SPAN OR CANTILEVER.) pp,� I,p�p . 17 PSP LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTAIBDTION SOURC6 TYPB TOPJSIDS 2AAD PROM TO LOhD LDT LABSL T'pTAI, Iq�D . 5y pgp TNERESPONSI&LITYOFTHEPRQIECTENGINEER YT-ZN-SX PT-IN-SX ORARCHITECT t7EtIpOxM PIAOR LZVa TOP 630 PLP 00-00-00 09-06-00 1.15 ROOP LEP7 SPAN Gxx. : �.00 t•P 2.PROVI�ERES7RAINTATSUPPORTSTOENSURE UNSrOaM PIAOR DBI�D TOP 306 PLP 00-00-00 09-06-00 0.90 ROOP RS6HT SPl1N CAFtR, ; 32.00 iR' LATERPLSTf$ILITY. WIIlOIW 881117 NSIGHT 10 PLP 00-00-00 09-06-00 0.90 3.DO NOT CUT,N07CH OR�RILI�PLVL. Dqpy��.=��I� 4.SH�MALLBEARINGSFORFULLCONTACT. WARNINGNOTES: LIVS IAAD DSPL: L / 240 5.VERIFYDIMENSIONSBEfORECUTTiNGLPLV� TOTAL LOM DLPL: L / 180 TO SIZE THIS COMPONENT DESIGN IS$PECIFICAILY FOR l�P ENGINEERE�WOOD PRODUCTS. 6.THIS lP LVl IS TO BE USED ASAROOF BEAM ONLY USE OF THIS DESIGN FOR ANYTMING OTNER THAN LP LVL OR LP LSl OR LP W015T5IS CODS COAIPLIAlICHS : MAKE PROVIS�ON FOR ADE�UATE DRAINAGE. STRICTLY PROHIBITED.ANY MODIFICATION Of TNIS OOCUMENT REQUIRES RE41EW RBPORi M 7. MPftE SI N EDGE BR ING RE�UIRED AT BY A DESIGN PROFESSIONA�. APA pR-L280 76'O.C.OR I�E5S. ZCC-HS BSR-2903 MINIMUM BEARING SIZES ARE SUPFIGENT TO PREVEN7 CRU5HWG OF THE LP lVi. Z,t.pBS RR-25783 DESIGN ASSUMES ALL`fOP'LOAOS ARE BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF TME PROJECT ENGINEER. CQfC 11516-R APPLIED TO TOP EDGE OF LP LVL,SUCM THAT ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS llorifla FL15228 LOAD 15 OISTRIBUTED EQUALLY TO EACH PLY. BEAM IS CAPABLE OF SUPPORTING THE REACTION5. ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-7/2')NAIIS AT 12'OC.STAGGER ROWS. ANCHOR LP LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS. NAI�S CAN BE DRNEN FROM ONE FACE OR HALP FROM EACH FACE. NAILS MAV BE COMMON OR THIS LVL BEAM HAS BEEN DESIGNEO?0 SUPPORT A 30p L8S CONCENTRATED BOX NAILS WITH A MINIMUM SHANK DIAMETER LOAD ACTWG OVER 2.5 X 25 FT(82S S�FTj OF 0.131". i6tl SINKERS(3714')MAY BE USED.BUT HALF MUS7 BE DRIVEN FROM EACH FACE. 12 � 91 9.500 SRPPORT REACPIONS (28S): KAXIMCR! H SARZ N6 NIIMB SR �r - - 1 2 I 1.750 TM'THIS DRAWING IS NOT 7D$CAIE"' DOWN 4991 9491 3.500 L78LIYf _" "' CROSS SECTION �MIN 98AAII�}G SI2SS (TN-SX) 3- 0 3- 0 MAXIMOF!D�L6CII�iS CAI.C[7I.71T� AI.[qW.�eI.S LIVl3 IAAD 0.23"IL/481) 0.46" •DEAD IqAD 0.17" TOTAi. IMD 0.35^(L/320) 0.64" HandingBEtetli0n �a�sa��arrr,�s�.�vi.ana�-dasispec�ficaoms userNaes(usg�sresoasiaerormeaccurecydmmer�> Software Provided By: Temporeryena p.miane�i nncing iornold�ng comooneni Do noi c�t.nalcn.anu orairor�P SoilaSmn 45C,lvt aM IJmsts uu�ae�now� �"��"�� IBC 2012 a LP Engineered Wood Products plumb end�or resi5t�ng leterei forces ahal�Da tlaaignxE end��pubiisha0 mnienei fmm LP.Anyuae of LP Soi�tlSieA LSI,LVl end IJo��sta contnry 414 UtmOn$V9Ct.SUiI¢2000 �nstallad Oyo�nara Nc IoeEs eie io Do�pO��eG�o ihe to iAe limits settonh hereon,negetes enyerprosn wa}nntyof Ih�peoducl and lP N�Milie.TN 37219 component uo�d aner eu me fmmmg and festemng sn d�uiaims aN�mpiiee warrenaes+�Uuding Ihe�mcheC wartenties of ineronenieCii�ry comoieted.A�no t�me a�e!i toeas qrea�e�tnen deaiqn entl i�nness�m a uahicu�er use. PtlIXie 800.515J570 ioaas ea aov��ed to m�comoo�•m p� g��r�y�g F CO�YOF THIS ORAWING�S TG BE GIVEN W TME INSTAILINGCONTRACT�i Design Critaia T�e tles�gn enU matenel speeited sm m substanliei LP entl SoiidStan a�e rog�s:ema treCemarks o(LcwaianeFaciflc Corpontion �WG # tonfarm�.lywitl+��o leteal nv�x�ona o!NOS'D6e0 ioetl aeneciro��nnwa:eei�s�mam remo�ro:creev��e��oaa Cel.Prop 85 Wem;ng.Use attnm omduct meymsui�m expoaum ro wwA tluat,known detleuion Is insinn(eneoas 10 tne Ste�s ot GGtomre�o causa c�nce� SHEET # File:C:1Prograrn Files{x86)tLP\WoOtl-E Design12015.21W00DE.5PX BeamA3 Amerhart 2ot5: nuoweoie Stnes Daa�gn MSI: D.67 NOTE: LOnDTAB�E 2 PLIES 1.750 X 9.500 LPLVL2900Fb-2.OE oasirar ctux�u : vsx: D.So 1.THISCOMPONENTISOESIGNEDTOSUPPORTON�Y DESZGN C'JNSISTS OF 2 - PLIES FASTEN6D RSIt 0.57 THE VERTICAI.LOADS SNOWN VERIFICATION OP NOTE- lOAOS SHOWN ARE FOR INPUT LOAD CASE(i).OTHER LOAO CASES �,�HER (REFER TO NC7'E51. IOADING,DEFLECTION LIMITATIONS.FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REOUIRED. i,Iyg yqAp . 35 PSP METHODS,WIND AND SEISMIC BRACING.fW D OTHER (DiMENSIONS MEASURED FROM LEFT END Of SPAN OR CANTILEVER.) D&1D YA�D � 17 PSF IATERAI BRACING THAT IS hL1NAYS REdU1RED 15 DISTRIBVTZOIi 300RC& TYPB TOP/SZDS L071D PROII 70 IAAD LDY LASEL TOTAI.LOaD � 57 PSP THE RESPONSIBILITYDF THE PRNECTENGINEER PT-ZDT-SX PT-IH-SX ORARCHITECT. IIxZrOwt PIAOR LIvB TOP 630 PLP 00-00-00 09-06-00 1.15 ROOP L�!SPAN CAWt. : 9.00 Pl 2.Pf20VIDERESTRAlNTATSUPPORTSTOENSURE ONLPORtt FLOOR DiAD TOP 306 PLP 00-00-00 09-06-00 0.90 RAOP RSC.'!iR' SPAN GRR. : 33.00 Pf IATERAl5TA81LRY t7N7[PORt� sEAtt WEIC87 10 PLT 00-00-00 09-06-00 0.90 3.DO N07 CUL NOTCH OR DRILL LPLVL. DLPLSCl'ION CAITOiIw : 4.SHIMALLBEARINGSFORFULLCONTACT. WARNINGNOTES: LIVB L011D DBPL: L / 240 5.VERIFYDIMENSIONSBEPORECUTTINGLPIVL TMAL 4W+� DBPL: L / 1B0 TO SIZE. THIS COMPONENT OESIGN IS SPECIFICALLY FOR l-V ENGINEERED WOOD PROOUCTS. 6.THIS LP LVL iS 70 BE.USED AS AROOP BEAM QNLY. USE OF TNIS�ESIGN FOR ANYTH�N6 OTNER TMAN LP LVl OR LP lSL OR LP IJOISTS IS CODH COMPLZAttCBS : MAKE PROVISIOtJ FOR ADE�UATE DRPJNAGE. S7RICRY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT RE�UIRES REVIEW RBPORT fi 7. PRESSI N E BR �N R UIR AT BY A DESIGN PROFESSIONAL. APA 8R-L280 76'O.C.OR LESS. ICC-8S 65R-2903 MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF 7HE LP LVL LADBS RR-25783 DESIGN ASSUMES ALL'TOP'LOADS ARE BEAM AS DESIGNED.IT IS TME RESPONSIBIUTY OF THE PROJECT ENGINEER, CCMC 1151B-R APPIIED TO TOP EDGE OF LP LVL SUCH THAT ARCHITECT OR DESiGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS Plorida PL15228 LQAD IS DISTRIBUTEO EOUALLY TO EACH PLY. BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. ATTACH THE TWO PI�ES WITH 2 ROWS OF/8d (3-112')NAILS AT 12'OC.STAGGER ROWS. ANCHOR LP lVL ROOF BEAM SECUREIY TO BEARINGS OR MANGERS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAIIS MAV BE COMMON OR TNIS LVl BEAM MAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED BOX NhIIS WITH A AMNIMUM SHANK DIAMETER LOA�ACTING OVER 2.5 X 2.5 FT(625 SQ FT) OF 0.131". 16tl SINKERS(�1/4')MAY BE USEO.BUT HALF MUST BE DR�VEN FROM EACH FACE. 12 � 0 r °.500 SOPPORT RF.ACPZONS (LBS): MAXZMUId 8 BARI NG NIIDf 8 B R 1 2 1.75Q ^'THIS DRAWING IS NOT 70 SCALE"' D(AIIi �491 �491 3.500 �� ^ROSS SECTION �BEMINC SIZE3 (IIl-SXJ 3- 0 3- 0 M7�XIMW!DHPLBCTION..9 CJ1i.CZJI.A1'� h[.I.GWABL6 LSVS LOAD 0.23•iL/481) 0.66° *DBAD I.071D 0.17" TOTwL I.WD 0.35^IL/320) 0.62" HandirgBE�eclion IPG�SdidS�2rW)ISL,lVl2rWl-JoiSlSpecificaUps UserNaes(Usaisresponsidefatheaccwxydmesenaes) Software Provided By �,.,,;,, 7cm n tDrec�n fornclein I IBC 2012 oo�ye� pe�,�e� q 9oomPo�e� rx�oiow�oion.e�umana��asoi�es�.nts�,tv�soai�o�si+•.�.pua:naw� LP EnginAered Wood ProduCts plump an�br ras�al�ng I�t�nl/o�Cse sne!�Ce O�a�gneG antl�n publi6MC r++atenal!mm LP.A�y uae o�LP SolidSurt LSL.Wl arM IJacla contmry 414 Unim Street,Swte2000 �neullea byciners No Ioe�!eA lo De sOD!�aC lo Ihe �o the fim�ta sai!orlh�ereon.r»gates enyeKDross wenentyof�M O�uc�end LP componem u�i�i aMe.ei+me�umi�g erM Iesien�n9 em auclsims an�mo��ed wa�nnnea incivaing Ihe imphotl v.artant�se ol m�rcnsnl�eioq N35MiIiC.TN 37218 comuietea 4i no!�i*w sneu ioaaa gn.�annan�e�ign a�a r�noaa ro�a panicuisruse. PhOne 800.515.7570 io.as ea.vW�ed w ine compo�.�t Fax 868.753 a38B Oesign C��lEna A COPYOF THIS ORAWING IS TO BE GIVEN W TNE INSTALIiNG CONTqACiOR Tne aos�gn ana maiene�apeclfoC eic��n subzlnnnal �p e�0 SoiiOSten an�is�end tmEemetics af touisiarul'eciFc Corpontion pW(�` # co�fom�ilywith Ine�atest n��aro�6 0�NDS'OeeO b�0 tleneciion incruaes sajusime��fector lor:�en�To�a1 ioaa Cel Pepp 65 Wem�n9.Vse o/INs D�tluC�mayn6W(in sMpoauro to wood tlual.hnown SHEET � a.necow�e��.sie�a�eoua ro tne Sfeta o(Ge1o..nia to c.uas unce� File:C:\Piogram Fiies(x86)V.P1Woo6-E Oes�gn�2015.2�WOODE.SPX Beam A4 Amerhart • 26i5 Z Auoweble S�roas Deslgn MSI: 0.31 • NOTE: LOADTaeLE 2 PUES 1,750 X 9.500 �P�VL2900Pb-2AE� DSSictl czurffitu : vSi: 0.35 1.THISCOMPONENT IS DESlGNED 1U SUPPORT pNLY NOTE: lOAOS SHOWN ARE FOR INPUT t,0A0 CASE(i). OTHER l4AD CASES DESZGN CONSiSTS OF 2 - PLIEg FASTEN6D R31; 0.78 THE VERTICALLOADS SHOWN VERIPICATION OF pOR PATTERN UVE IOADING ARE CtiECKEO AS REQUIRED. TOGETHER f REFER TO NOTF.S). lOADING.OEfLECTION IIMITAT10NS.FRAMING (DIMENSlONS MEASURED FROM LEFT END OP SPAN OR CAN71lEVER.J LZVB tA7�D � 35 PSP � � METHODS.WINDANDSEISMICBRACING.JJVDOTHER D8M I.OTD . 1� PSF tATERALBRACINGI'HATISALWAYSREOWREDIS DISTRIB(TfIpN SOURCS TYYE TOP/SIDB LOAD PROM TO IAAD LDF LA88L TOTAL S.CUD = 5] PSP THERESPONSI&UTYOFTHEPROJECTENGINEER PT-IN-SX PT-IN-SX ORARCHITECT. DNIFOIw PIAOR LIVB TOP 665 PLP 00-00-00 14-06-00 1.15 ltOOv LSFT SPA[7 Gna. : 4.00 P1' 2.PRQVIDERESTRAINTATSUPPORTSTOENSURE IINIpORi1 �'IqOR DBAD TOP 323 PLP 00-00-00 14-Ob-OD 0.90 ROOT RSQR' SPAN GRR. : 34.00 !T LATERALSTABIUTY. VNIPORlt SShM W8IC8T 10 PLP 00-00-00 14-D6-00 0.90 3.DO NOT CUT,NOTGN OR ORILL LPLVi.. Dgpq,g�=� �Tg�� : 4.SHIM ALLBEARING$FOft FULL CONTACT. WARNING NOTES: LIV6 IAAD DBPL: L / 290 S.VERIFYDIMENSIONSBEFORECUTTlNGLPLVL TOTAL LOAD D6PL: L / 180 70 S12E. TMIS COMPONENT DESIGN IS SPECIFICALIY FOR L-P ENGINEERED WOOD PRODUCTS. &THIS lP LVL IS TO BE USED AS AROOF BEAM ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP WL OR LP LSL OR LP IJOISTS IS CODS COIiPLZANCE3 : MAKE PROVISVON FOR ADEQUATE DRAINAGE. STRICTLY PROHIBITED.ANY MODIFICATION OF iH15 DOCUMENT REQUIRES REVIEW Rgppe'[ ti 7. PRE I N ED E BR IN REQUIRED AT BY A OESIGN PROFESSIONAL. APA PA-L280 61CHENDOFCOMPONENT. ICC-85 E3R-2903 MINIMUM BEARING SIZES ARE SUFPICIENT TO PREVENT CRUSHING OF THE lP lVl LADHS RR-25783 DESIGN ASSUMES AL:."TOP`LOADS ARE BEAM AS DESIGNED.iT IS THE RESPONSIBILiTY OF TME PROJECT ENG�NEER CCMC 11518-tt APPLIED TO TOP EDGE OF lP LVL.SUCH 7FiAT ARCHITECT OR DESIGNER TO VERiFV THAT THE SUPPORT STRUCTURE FOR THIS Plotida PL15]26 LOAD IS DISTRIBUTED E�UALLY TO EACH PLY. BEAM IS CAPABLE Of SUPPORTING THE REACTIONS. ATTACH THE TWO PLIES WITH 2 ROWS OF 16tl (3-112')NAILS AT 72'OC.STAGGER ROWS. PROV�DE ANCHORAGE POR UPL�FT AT SUPPORTS.ANCHORAGE DETAII TO BE NAI�S CAN BE DRWEN fROM ONE FACE OR HALP PROVI�ED BY PROJECT DESIC�NER. FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITM A MINIMUM SHANK DIAPdETER ANCHOR LP LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS. OP 0.131'. 16C SINKERS(31l4')MAY BE USED,BUT NALF MUST BE ORNEN FROM THIS LVL BEAM HAS BEEN DESIGNED TO SUPPOR7 A 3D0 LBS CONCENTRATED EACH FACE. LOAD ACTING OVER 2.5 X 2.5 FT(6.25 5�FT) 12 � 0 � 9.500 9- 0- 0 6- 6- 0 9- 0- 0 SUPPORT RBACPZONS (LBS): NJ1X430M 8 EAA I NG NOMB 8 R �}c 1 Z 3 4 ( 1.750 "•THISDRAWINGiSNOTNSCALE"" DONN 1642 6161 6161 1642 3.500 IIPLIFS 6 _'_ "' S CROSS SEC'fI6N IQN HE7IFIM; S22S9 IIN-SX) 1- 8 3- 0 3- 0 1- 8 MA%IDIIID(DBPS�BCi'ZONS CAIL.UTAT� AI.I.W7ABI.8 LIVE I.W+D 0.09"(L/2218) 0.33" *DB7�D I.MD 0.02" 1'OTAI. LUAD 0.05"(L/1580) 0.43" HxxlingBEreclim LFY��SdidStarl�LSI,�VLanOi•JastSpecifica0pn UserNaeS�Userisr05pmsiNeforUieacaxacydtllesena�) Softvrare Provided B Y� oi=�?�ir IBC P012 lemporaryand pertnanem bracing tornolO�ng componen! oo�,ot cu��otcn,nru oraneri.v SoiiaStan�5�.�v�end wo�sts excevt as snown LP Engineered Wood Products oi�.��e a�a ro��e:�se�y mia�ni ro20e fnsu oe a.e�y�oa e�+e��P�ai�snea msicnei r�om l0 q��use o(lP Sa��tlStan l5L Lv�e�a iaws�n comrery 474 Urtim SUeel.Suite2000 insullea oy omers N610aEs anl l0 06 epplied Io the to tne iimrte sei foM neieon,rroqa�aa enyexpmsa wainmyof tne O�aua enA tP compo�eoi��ri afio.ai�ine t�am��g a�d l.sar+��g a� a�a<inms eu�mpnea..ar�en�,cn��cwe�ng ina�mPi�cd wamnt�aa ot memnar,moirty NasMille.TN 37219 completed.A�no Ame snoli ioeds gnaier;nan oeeiqn ane 6meee b�e peniculx.use Ptqne 800.515.T570 loeds 6e eppi,ea fo ine componeM. Fy� g�]�j3,q3gg Oagn Critef�a �CCPY OF TH�S DRAWING IS TO 8E C�VEN 10?HE INSTALtiNG CONtRACTOR ina oes��gn e�e mate�ei soecifeE are in s�bawnua: LP entl SofiaSfert en ng�atena��demarks o/Louiauns-0em�c Corporation pW� � contom��tywrtn ms 4iasi mv�s�wns or NOS-Oeaa meo tleLeceon�.nel„aen eo�ustmeM Eaqor/orc�eev-Tme�load Cei Prop 65 Weming�Ua�o�f ix o�au<I mey�exaR m e.poa�re ro wooa aunt.known SHEET # delbclion is��sten:en�oua to�h�Sta�e ot Ca��om�a to ceuae cencer. File:C:\Program Files(x86yLLP\WooO-E Design�20/521W00DE.SPX ProjeCt: Pa� Justin Spreitzer / Location:Beam A5 �[F91�;�,,i� Amerhart Multi-loaded Multi-Span Beam L,;,,,,u.�-�`" 2631 Territorial Road � [2009 Intemationai Building Code(2005 N�S)j SL Paul, MN 55114 (3)1.SINx9.251Nx9.5FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.172.0 1/17l2017 6:43:39 AM Section Adequate By:67.5°� Controliin Factor.Moment CAUTIONS "laminations are to be fuli connected to provide uniform transfer of loads to all members DEFLECTlONS nt r LOADING DIAGRAM Live Load 0.05 IN U2462 Dead Load 0.09 in Total Load 0.14 IN U827 �ive Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 499 Ib 499 Ib Dead Load 986 ib 986 Ib Total Load 1485 Ib 1485 ib Bearin Length 0.78 in 0.78 in BEAM DATA Center Span Length 9.5 ft —_____ _ _' Unbraced Length-Top 2 ft - _ 9 s h � Unbraced Length-Boriom 9.5 ft � � live Load Duration Factor 1.00 Notch Depth 0.00 MqTERIAI PROPERTIES UNIFORM LOADS en r Uniform Live Load 105 plf !�2-Spruce-Pine-Fir Uniform Oead load 200 plf B�se Values Adiustg� geam Seif Weight 8 plf Bending Siress: Fb= 875 psi Fb'= 1105 psi Total Uniform Load 313 pli Cd=1.00 CI=1.00 CF=1.10 Cr-1.15 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi Comp.-L to Grain� Fc-1= 425 psi Fc-1'= 425 psi ConVoliing Mament: 3526 ft-Ib 4.75 Ft from Ieft support of span 2(Center Span) Created by combining all dead loads and live ioads on span(s)2 Controliing Shear: -14851b 10.0 Ft from lefl support of span 2(Center Span) Created by combining ail dead Ioads and live ioads on span(s)2 Comparisons with required sections: Rea'd �rovided Section Modulus: 38.31 in3 64.17 in3 Area(Shear): 16.5 in2 41.63 in2 . Moment of Inertia(deflection): 86.13 in4 296.79 in4 Moment: 3526 ft-Ib 5907 ft-Ib Shear: -1485 ib 3746 Ib BeamA6 Amerhart � ' 20i52 Alioweble Stnaa Ona�gn MSI: 0.28 N07E �OnD 7ABlE 2 PUES 1.750 X 9.500 LP LYL290aFb•2.OE DSSICd7(9t2T8R2A : VBI: 0.62 1.THIS COMPONENT IS OESIGNEO 1U SUPPORT ONIY HOTE: LOADS SHOWN ARE FOR INPUT LOAO CASE 1). OTHER�OAD CASES DESIGN CONSISfiS OF 2 - PLI£S FASTENED RSI: 0.6� THE VERTICALLOA05 SHOWN VERIFICATION OF FOR PATTERN LIVE LOADING ARE CMECKED AS RE�UIREO. TOGETHER (REFER TO NOTF,S;. LOADING.OEFLECTIDN LIMITATIONS,FRAMING (pIPdENS10NS M'cASURED FROM LEFT END OF SPAN OR CANTILEVER. L=Vg =�07�0 � 35 PSr � � METHODS.WIND AND SEISMIC BRACING.AND OTHER � DBAD I,(?7�D . 17 PSD IATERPI BRACING THA7 iS AIWAYS REQUIRED iS DSSTRIBUTION S02TRC8 TYPH TOP/6IDB IAAD FROM TO IAAD LDP LABEL TOSAL I.OAD . 52 PSP THE RESPONSIBILITYOF THE PROJECTENGlNEER PT-IN-SX PT-IN-SX ORARCHITECT. ONZpORN lI,OOR LZVE TOP 298 YLP 00-00-00 OS-00-00 1.15 ROOP LBFt SPHN GRx. : 13.00 F1' 2.PROVlDERESTRAINTATSUPPORTSTOENSURE LJNIlORN FSAOR DS}�D TOP 145 PLP 00-00-00 OS-00-00 0.90 ROOP RZC:lST SPAN CARR. : 4.00 PT LATERALSTABIIITY, UNZpORM BS11M NHZCFff 10 PLP 00-00-00 OS-00-OQ 0.40 3.DONOTCUT.NOTCHORDRILLLPLVL. CODSCSNTRATSD SNO➢t LZVE TOY 3298 LHS O1-00-OOMIMHR6�3.00" 1.15 DSPLBCfIQtd CRITffitZA 4.SHIMALLBEARiNGSFORfULLCONTACT. CONCaNTRATBD SNOii DSAU TOP 16Q2 L83 O1-00-OOMIDTBRC.3,00" 0.90 LIVS IAAD DEPL: L / 210 5.VERIFYDIMFNSIONSBEFORECUTTINGLPLVL " TOT1�L LOAD DEPL: L / 180 TO S12E. WARNING NOTES: &THIS LP LVL IS TO BE USED AS AROOF BEAM ONLY. CODE COtiPLIANC89 i MAKE PROVISIDN FOR ADEOUATE OR/UNAGE. THIS COMPONENT�ESIGN IS SPECIFICALLY FOR L-P ENGINEEREO WOOD VRODUCTS. RBPORT # 7. PRE i N ED E BRA IN REQUIREO AT USE OF THIS DESIGN FOR ANYTHMG O7HER THAN lP lYl OR lP LSL OR LP IJOISTS IS 7�1. aR-L280 EACH END OF COMPONENT. STRICTIY PRONIBIYED.ANY MODIPICA710N OF TH�S DOCUMENT REQUIRES REVIEW ZCC-SS HSR-2403 BY A DESIGN PROFESSIONAL. LAD85 RR-25783 DESIGN ASSUMES ALL TOP'i.OADS ARE CCMC 11518-R APPLIEO TO TOP EOGE OF LP WL$UCH THAT PROVIDE RESTRAINT AT CONCENTRAiED LOAO TO ENSURE LATERAL STA8ILITY. Florida PL15218 LOAD IS OISTRIBUTED EOUAL�Y TO EACH PLV. ATTACH THE TVJO PLIES WITH 2 ROW$OF 16d MINIMUM BEARING SI2ES ARE SUFFIGENT TO PREVENT CRUSHING OF THE lP Wl (3V2")NAILS AT 12'OC.STAGGER ROWS. BEAM AS DESIGNED.IT IS THE RESPONSI8ILITY OF THE PROJECT ENGINEER, NAILS CAN BE DRIUEN FROM ONE FACE OR HALF ARCHITECT OR�ES�GNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS FROM EACH FACE. NAILS MAY BE COMMON OR BEAM 15 CAPABIE OF SUPPORTING THE REACTIONS. BOX NAI�S WITH A MINIMUM SHANK DIAMETER OF 0.137'. i6d SINKERS�3-1lA')MAY BE ANCHOR LP LV�ROOF BEAM SECURELY TO BEARINGS OR HANGERS. USED.BUT NALF MUST BE�RIVEN FROM THIS i.VL BEAM NAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED CONCENTRATED LOADS MUST BE EDUALLY LOAD ACTING OVER 2.5 X 2.5 FT(625 S�FT) DISTR�BUTED TO ALL PLIES. ADDITIONAL fA5 NER MAY BE R IRED. 12 � 0 � 9.500 SIIPPORT RBACf10N5 (LBS1: XAXIM[M B BARI NG NIIMB E R --�j�c� - 1 2 � 1.750 '"'THISORAWINGISNOTTOSCALE"' DOhN 5099 2109 3.SOC DPLIFi' "' "' CR6SS SECfION 1QDT 88)JtSHG SIZES (IH-SX)� 3- 0 3- 0 MAXZMUN D%PLBCIIpN$ CAI�CI7I.AT� ALLOMABI$ LIVS I.QAD 0.03"fL/19T0) 0.24" •DBAD I.MD O.Q2" TCYPAL iAAD 0.04"(L/1317} 0.32" Har�ing 8 Erection LPO Sqi0S12rY�LSL LV��d I-JaSt SpCCifit�d�s User Notes(User is rapasidelor Me accwacy dtl+ese notes} Software Provided By. �,;,,;,, IBC 2012 Tempomryerapam+enemomungforrwimngcomponem ponoicu�.not:r,.anuo�auerl,oSoiiaStanLSI,LVLaneWaslaazce0�aeerrown LPEngineeredWoodProducts plumE anC for�paisLne Islaral fomet�na;i pa q�s�gneC enp�n p�b��shoE malenql irpm�P qny use ot LP SoI�dS�eM1 151,lVl BrW IJoisis<ontrery �nau��eC byainen. No ioetla ere�o Da epptie7 to ine lo ihe Iimala set foM herean nagetas n�y expresa wartanryof t�e p�oCu<�aM lP 414 Unan SVeet$uile 2000 omoona�i un��i efler en tne t�ming end fesien�ng sm G�aGeims e�l:mpiie�wertenLna mclu0��ng lhe imphBE walnc�ies o�mercl+.anl6bilily NaSMille.TN 3T215 compieioa at�o nma enen ioaar gmaie.;nen aeaign ena 6�roas�ora pen�cweruse Phon2�.515.7570 Ivada�e aDD�+eE ro the compor¢m p� g��r�q� Desgn Criteria A GOPV OF TNIS ORAVJING IS'O BE GIVEN lp T4E�NSTPLIING COIJTRACTpR Tne design end ma�e�a�ypec�ifetl s:e in subslaM�a� �P+�a So��dSian arc�egrswrcd�rooamarr�o o(Lou�aien�.A�c�fic Coryorotion DWG � canfom+�tywnn�ne��.aiest mvie�ona o�NDS'Oead toea aefiaulon,nc:uaea aGjus�ment fe<Wr�o•cnep Tc�ei loed Ca�?mp 65'.Vammg�Use nf ih�a proCutt mey�esw�m exqoeuro to wood dua1,known $HEET # oeflectron is Ins4nlnneow lo the S:ete o�Celibmin lo ca�sa cence� File:C'1Program Fifes Sx86)1LP1Wootl-E DesigM207525WOODE.SPX ---- -_ Le� nd Connnon Naine , �� __ O��fO COPY Flower,_Grass ,,,, ��,, — -- __ ,. Gra.ss Foerster's Feather�-� .-'� ��`• �',. _—�- -- _-- --- - . Flower, Perennial r,� Astilbe, Pink Cora1 Bells - P�uple Palace Da�hly, Stella _ _ �c Dianthus F'�rewitch � Fern, Japanese Painted _ 4<>� Hos F�ancee 2 _ � s�d Shrub, D�eciduous Choke Black :*= Lilac Dwarf Tinkerbelle + + + S 'c t + + Shrub Ever n Broacileaf � � �� Yew Tauton . ��`�" Tic-ee Deciduous '� �` �� '. �1��r�� . H clran Pee Gee Tree ° �� .�� <> � soa. . Q *_ a NOI�TH *=*- �►OCl. *, *_ *- �� Hunter irri ation s stem wi�h 100% lawn covera e g y g Revision #: 1 Scale: Landscape Plan: 1055 Landscape Design by: Sue Bieeker Date: ?J6/2017 1�� - �o� 669 Highland Lan�� Bleekers Nursery �� -��3� °��