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Home My WebLink About0312 HOLLY POINT ROAD Tl0 Rd • a TY - � - f �q Ea S.I. S3' ' Y Ile tl , a ' e �.. t .. - 4 v r r . - a - , w y I V - v { a —ar ., � ��'1y Y ., _ �- .- .. �. - -. t-.. .. .. -. �. ., .. � ,. - �.: n .. � .�� .. � _ .. ., .: _ _ .' - :, .. .�.. .:. { ,. a a � .. - a c �<. � .. �� Y. N '�� i. .. � _ .. :, n - ..- f� s ��- -: a :, ... .:. - .: .. ,� v;., .: , ,.. a y. .. ,. .. .. '. �. .� ;, .. _, x ',� n .' ., P �. :. J _. - - ; ,. '_ - - '. .J ., � � .. 'h � �' � .. .. ... e r ,� :. .. .. .. � _ ,.r .. Y �, .. y '. A '�.. � .r { .. .. � ,a - .. - �t p. .. .. ... n �.: _ e _ - .. � � .�. .. :. .. � � r _ .. ., �. A' e� ., e ,. Y .. c _ _ ,. o .. .. � � - C ,. � .- _ r ,. � - - - � .. _ e i TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map �432-w Parcel DZE3 Permit# cl To. 1 V Health Division "'e-4s`� L( Pdec�`,&g Date Issued pp Conservation Division ,I�V Application Fee Tax Collector / 011,�A5 16y Permit Fee b D eve lt�/z Serif! Treasurer Planning Dept. Date Definitive Plan Approved by Planning Board Historic-OKH Preservation/Hyannis Project Street Address �,53122 HoLu( --PomT-ROA►D Village CC•-9-TeKy k 1,L_F Owner !<UA N ET" 4- WOO 'Tot-IVY Address 12.0 C b6 W RD 4WABAN 0Z46 8 Telephone &1 rl CI Co s 13 I Permit Request -PNOVAM04 ZfZgyal- Square feet: 1 st floor: existing 200 proposed 003 2nd floor: existing proposed 1g 34 Total new '7 Zoning District Flood Plain `Z©NC G Groundwater Overlay 6 Project Valuation 0 00 Construction Type \6=11FRAIM Lot Size Grandfathered: ❑Yes ❑No If yes, attach supporting documentation. Dwelling Type: Single Family 11$. Two Family ❑ Multi-Family(#units) Age of Existing Structure 50 XMS Historic House: ❑Yes U No On Old King's Highway: ❑Yes %,No Basement Type: ❑Full '.Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) 49' Basement Unfinished Area(sq.ft) 49-- Number of Baths: Full: existing Z new Half: existing new Number of Bedrooms: existing new Total Room Count(not including baths): existing Ca new First Floor Room CNrt o cz; Fa; Heat Type and Fuel: ' Gas ❑Oil ❑Electric ❑Other Central Air: Yes ❑No Fireplaces: Existing New Existing wood/coal s ve: ❑ s No Detached garage:❑existing ❑new size Pool: ❑existing ❑new size Barn:❑exist g ❑new sib Attached garage: ,existing anew size 25 x 19 Shed:14 existing ❑new size 10 x Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Commercial ❑Yes ❑No If yes, site plan review# Current Use Proposed-Use- BUILDER INFORMATION Name Telephone Numberg Address Q / License# (C'5 Home Improvement Contractor# (2 f0_�0 Worker's Compensation# G 68 4I q ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BETAKEN TO RNCTA(; LANOF1111- SIGNATURE � �� FOR OFFICIAL USE ONLY PERMIT NO. DATF,ISSUED MAP/PARCEL NO. ADDRESS VILLAGE w .—, OWNER r - DATE OF INSPECTION: FOUNDATION FRAME INSULATION I�� ,511SSi9d� GEES V/C-pc,z FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING: ROUGH FINAL , sn GAS: ROUGH FINAL - FINAL BUILDING 412 2J7 67 i o? DATE CLOSED OUT ASSOCIATION PLAN NO. 1 C. Close the PPD to the first locking position only by sliding l _ gr� thelmetal tat into the raised belt loop and position the PPD 2 inches(50 mm)from the wall C3 or substrate surface. (Figure 3) i o D. Slide the Ultra Fast Anchor r Straps through the annular space between the pipe and edge of the opening until they catch the opposite edge of the opening. (Figure 4& 8) - E. Slide the PPD flush against the Figure 3:Close PPD to first tab and position. Figure 4:Slide straps through,PPD flush,lock g and secure. substrate surface and close PPD ' to final locking position on latch, then bend latch tab completely over to secure. (Figure 4) R Pull down on Ultra Fast Anchor Straps until spring tab comes in contact with opposite edge of the" 2 ) opening. Using pliers,pull anchor strap approximately s 1/2 inch(13 mm)and at the ° same time put a half twist in the ; strap and then bend the strap over the PPD body. (Figure 5) Figure 5:Pull down straps,twist and wrap Figure 6:Gypsum wall or hollow CMU around. application. 4 G.The length of excess strap will vary depending on the thickness of the substrate(ie. gypsum, i - — hollow core-or CMU versus solid , r - concrete). The excess strap can be cut off if desired. Remaining strap length must be a minimum 2 inches(50 mm)after bending o the strap over the PPD body. (Figure 5) 4. Wall Applications A.The PPD must be installed on Figure 7:Gypsum floor/ceiling assembly. Figure 8:Top view of installed ultra fast anchor both sides of a wall. Repeat the strap. above steps to install the second PPD. (Figure 6) Warranty and Limited Remedy. This product will be 5.Hollow Core Applications t free from defects in materials and manufacture for a B. The Ultra Fast Anchors cannot period of ninety(90)days from date of purchase. 3M be used on solid concrete or A.For hollow core systems a MAKES NO OTHER WARRANTIES INCLUDING,BUT solid block Walls because the _ minimum 1/4 inch(6 mm)bead NOT LIMITED TO,ANY IMPLIED WARRANTY OF _ of 3M Fire Barrier CP 25WB+ MERCHANTABILITY OR FITNESS FOR A PARTICULAR anchors will interfere with PURPOSE. User is responsible for determining whether installation of the PPD on the Caulk must be applied at the top the 3M product is fit for a particular purpose and opposite side of the wall: -of the floor between the suitable for user's application.r if this 3M product is pipe/concrete interface after the proved to be defective within the warranty period stated Instead,use traditional masonry above,your exclusive remedy and 3M's sole obligation fasteners,(minimum pullout PPD is installed on the bottom of shall be,at 31VI's option,to replace the 3M product or strength of 75 lbs. [16.9 N])in the floor. refund the purchase price of the 3M product. all anchor tabs. Limitation of LiablilibL Except where prohibited by F law,3M will not be liable for any loss or damage arising from this 3M product,whether direct,' indirect,special,incidental or consequential, regardless of the legal theory asserted,including warranty,contract,negligence or strict liability. Building Safety Solutions Department 3M Center 207-1S-02 Printed in U.S.A. St.Paul,MN 55144-1000 Bolger4too674 (800)328-1687 — 9e-0400-5078a p,�r pSSit/ us &Q.)LUS c%N Ultra PPD Plastic Pipe Device -¢ Firest inThrou For Use n Through- Penetration Firestop Systems See UL Directory of i Products Certified For Canada and UL Fire Resistance Directory 90G8 Installation Instructions Penetration.Firestop'Device for P/2,.2, C. Chase Wall Assemblies: Secure 3,4 inch (38 mm, 50 mm, 76 mm, the PPD to the header plate with 102 mm)PVC, ccPVC,CPVC,ABS, 1/4 inch(6 mm)by 2 inch(50 ccABS,FRPP, and PVDF Plastic Pipe .-: mm) long steel screws with Through.Gypsum, Concrete or Block minimum 3/4 inch(19 mm) o Walls,Hollow Core,Floor/Ceiling and diameter steel washers. Anchor Chase Wall Assemblies. For other all mounting tabs. o plastic pipe types and hourly ratings, consult the current UL or Warnock D. Concrete Walls or Floors: Use Hersey/ITS Fire Resistance Directory. traditional masonry fasteners (minimum pullout strength of 75 1.Examination lbs. [16.9N])in all anchor tabs. A.Determine if PPD WilI fit the 3.PPD Installation Using Ultra Fast pipe application and determine Anchor Straps the required number of anchors. (supplied sel.jarately) -.See Table 1.. _ s - Figure 1:Assemble PPD&Ultra Fast Anchor. A.Assemble PPD and Ultra Fast B. Determine if the annular space Anchor Strap. (Figure 1) between the pipe and the edge of 1.Position the PPD with anchor the opening is 1/4 inch(6 mm) tabs up. '` �: or less. Minimal annular space is 2.Position the Ultra Fast Anchor needed to allow the Ultra Fast Strap with the spring tab end Anchor Strap to slide through. up and facing to the outside of See Alternate Anchor Methods the PPD body. .below. Also, If the annular space 3. Slide the bottom end of the is greater than 1/4 inch(6 mm), Ultra Fast Anchor Strap the PPD cannot be used. See UL through the stamped slots in or WH/ITS Fire Resistance the top of the body,through Directory for other applications. fire stop layers, and out the bottom slot in the PPD. Install C. Review current UL or WH/ITS the number of straps required Fire Resistance Directory for according to Table 1. additional application details. B. Open the PPD and fit around the 2.Alternate Anchor Methods pipe. (Figure 2) A.If the annular space does not Figure 2:Open PPD and fit around pipe. allow for using the Ultra Fast Anchor,use one of the following ` anchor methods. �L B. Gypsum Wall or Floor/Ceiling Assemblies: Secure the PPD to Table 1 -PPD Size and Number of Anchors the anchoring surface with steel Plastic Pipe Device Plastic Pipe Size Number of Ultra Anchors hollow wall anchors (pullout strength 75 lbs. [16.9 N] F/2 inch(38 mm) P/z inch(38 mm) 2 minimum)and minimum 2 inches (50 mm) 2 inches(50 mm) 2 1'/4 inch(32 mm) diameter steel 3 inches (76 mm) 3 inches(76 mm) 3 washers. Anchor all mounting tabs. 4 inches(102 mm) 4 inches(102 mm) 4 r rPGlw (WED}N(,V 10 200E 14 08iST, 14 071N , 6802897807 P 2 Permit Number REScheck Compliance Certificate Clucked ay/Elate Massachusetts Energy Code RES check Softwarc Vcrsion 3.6 Release 1 Data 11lename:1C;1YolivylCetiterville' .calc'�5252-polivy.rck PROTECT TITLE:Polivy Rcsidencc CITY: Centerville(Barnstable) STATE:Massachusetts HDD:6137 CONSTRUCTION TYPE; 1 or 2 Family,Detached HEATING SYSTEM TYPE:OUier(Non-Electric Resistance) WINDOW/WALL RATIO:0,21 DATE: 11/16/05 DATE OF PLANS: 10-28-05 COMPLIANCE:Paeacs Maximum UA=725 Yaur 1-loine VA=695 4,1%Better Than Code(UA) Grorw Glazing Area or Cavity Cont. or Door PerjWgj $-Vedic R-Value 1 -Facto S Ceiling 1:Flat Ceiling or Scissor Truss 1820 30,0 0,0 64 Culling 2:Cathedral Ceiling(no attic) 300 30.0 0.0 10 Wall 1:Wood.Frame, 16"ox. 3760 130 0 0 241 Window:TW2442:Wood Frame,Double Panc with Low-E 32 0.350 11 Window:TW28410:Wood Frame,Double Pane with Low-E 28 0,350 10 Window: TW2646; Wood Frame.Double Pane with Law-E 93 01350 33 Window: AFCP302:Wood Frame,Double Pane with Low-E 11 ,01330 4 Window:AFCP304;Wood Frame,Double Pane with Low-E 1.1 0,330 4 Window:TW2846:Wood Frame,Double Pane with Law-E 79 0.350 28 Window:TW2652:Wood Frame,Double Pane with Low-E 30 0.350 11 Window:TW30510:Wood Franc,Double Pane with Low-E 76 0.350 27 Window:DHF3046: Wood Frame,Double Pane with Low-E 59 0.350 21 Window: 1/4 round:Wood Franic,Double Pane with Low-E 16 0.350 5 Window:c34:Wood Frame,Double Pane with Law-E 24 0.310 7 Whitlow: DHP3046:Wood Frame,Doublc Pane with Low-E 30 0.350 10 Window:TW2636:Wood Fraine Double Pane with Low-E 20 0.350 7 Window:c1,25: Wood frame,Double Paae,%th Low-E 5 0.310 2 Window: C14:'Wood Frame,Double Pane with Low-E 8 0.340 3 Window:TW2046 Wood Franc. Doublc Pane with Low-E 20 0350 7 Window:TW26310:Wood Frame,trouble Pane with Low-E 21 0,350 7 FP,010 (Y ED)H'V 16 2001 1,4 ;09/ST 4;Ci7/iNo 0802897807 P S 'Window- DHP3046: Wood Frarne,Double Pane with Lqw-E 30 0,350 10 Door: FWG33611; Class 22 0.280 6 Door:�VH60611: Glass 83 0.280 23 Door:9LITE:Solid 20 0.180 4 Door:FW06061 I:(}Iwss 42 0.280 12 Door.: FW06061 1:G1a$s 42 0.280 12 Door:Solid ferry:Solid 20 0,180 4 floor 1:All-Wood Joist/Truss,Over Unconditioned Spacc 375 19.0 0,0 18 Floor 2:All-Wood Joist/Trugs,Over Unconditioned Space 2003 19.0 0.0 94 Boiler 1:Other(Except Gas-Fired Stearn), 90 AFUE CONeLIANCE STATEMENT; The proposed building design dcscribcd licre is consistent with the building plans, specifications,and other calculations submitted with the permit application. The proposed building has beta designed to meet the Massachusetts Energy Code requirements in McheckVersion 3.6 Release 1 (lorinerly MECchec� and to comply with the mandatory requirenterrts listed in OW RES r,heckinspectiou Checklist. The heating 1091d I or thi4 building,acid the cooling load if appropriate,has been dctcrmined usuig the applicable Standard Design Conditions found in the Code, The T4VAC equipment selected to heat or cool the building shall bo rIo greater than 125%of the design load as specified in Sections 780CMR 1310 and 14.4. Date ��` f l e �am�nonuiea/�l o�✓�c�°°oc/uaetla BOARD&BUILDING REGULATIONS License: CONSTRUCTION SUPERVISOR i { Number.?CS" 069004 , 9 Birthdate�05/26/1955 Expires!05/2612006 Tr.no: 24871 : j 1 Restricted I WILLIAM A RI LE 3i µ PBX 212/1469 MARY D�JNN RDti%' `/ ,t, i BARNSTABLE, MA�2630 Commission r i 4 � Board of Building Regula ions and Standards �� One Ashburton Place - Room 1301 Boston. Massachusetts 0210.8 c i Home Improvement Contractor Registration Registration: 116495 Type: Private Corporation \\;S Expiration: 6/21/2006 RYCON CORP _ WILLIAM RILEY I ' r �z 1469 MARY DUNN RD / Box 212 %'-,' BARNSTABLE, MA 02630 Update Address and return card.Mark reason for chang ' 0 Address Renewal ❑ Employment ❑ Lost Card Board of Building Regulations and Standards License or registration valid for individul use only HOME IMPROVEMENT CONTRACTOR before the expiration date. If found return to: Board of Building Regulations and Standards Registration: 116495 One Ashburton Place Rm 1301 lug Expiration: 6/21/2006 Boston,Ma.02108 Type: Private Corporation Y P P RYCON CORP WILLIAM RILEY 1469 MARY DUNN RD b Boz,212 BARNSTABLE,MA 02630 _ Administrator Not valid without signature a TO _ 77, N L� z Itpo - i a 1 _44 z f Kip LL o - / l i� O PHONE NO. 5083625456 Nov. 27 2005 01:06PM P2 0�77�7 7'r43Z m - xiTC�/f/�� m. - - — N 417/ ce LL r , f 9 f ll c I Sent By: Kenneth D. Polivy, M.D. ; 6179643555, Nov-15-05 2:17PN1; Page 1,11 I FROM PHONE NO, 5083625456 Nov. 1G 2005 04:e9PM F1 Town of Barnstable so . Regulatory Services Thomas F.Creileg Director 'Buildiug DMsllon Tom Perry, Building CorarWssioner 200 Matt Street, Hyannis,MA 02601 www.tcwn.barnstable.ma.us offioo: 508-862-4038 Pau: 508-790-6230 Property Owner Must P Complete and Sign This Section If Using A wilder o Q f ;/tt ,as Owner of t1te subject property hereby authori= 1 to act on my beh-,lf, in all ratters relative to work authorized by this building permit application for, (Addficn4fjob) $irjatuze of own! Date C. print Name The" Town of Barnstable BARMA",9 LE.� Department of Health Safety and Environmental Services MASS. i639. �0 prEO MAC a Building Division 200 Main Street,Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 Inspection Correction Notice Type of Inspection Location M Z 1-b It/ Po, A+ Rd Permit Number 96 I 1 Owner Builder One notice to remain on job site,one notice on file in Building Department. The following items need correcting: Q i JMoK� a.Pcc-to� nQe�ee� gtr'S �jfC'r�or+ /"1't't"I C. CL CC eSS h tQ L 1 A$11 -I n el QyrneC-C 65'5 1)eecle3 0Wr- A J` A,.b 1 4 1 n !2 X [7 Gl✓ C t n fS (�G lA t f C ()U 1 P 6 (� l of IS l F `__�P ,e-�-�� J»S �'�l(acA4� �irC' (T��C� I.Jti �l3 /'✓1'ts:t he T� �-1/Ct�C' Ll 1 r Please call: 508-862-4B3'8 for re-inspection. 40 Inspected by , ��+ b W Date a� f SHE Town. of Barnstable Regulatory Services anxrsreat Thomas F.Geiler,Director s63 ,�� Building Division Tom ferry,Building Commissioner • 200 Main Street, Hyannis,MA 02601 , Fax: 508-790-6230 pffice: 508-862-4038 Permit no. Date AFFm,A.VIT OR sUpPLF,NMNT TO PERMU APPLICATIONw VP MGL a 142A requires that the"reconstruction,alterations,renovation,repair,modernize az Deco ied ion, -improvement,r'Moval,demolition,or construction of an addition to any pre-existing wry P bg containing at least one but not more than four dwelling units or to structures wbiche adj scent to such residence or building be done by registered contractors,with certain exceptions,along with other requirements, Es ' 4ted Co Type of Work: Address of Work: POI Owner's Name• r Date of Application: , I hereby certify that: gegistration is not required for the following reason(s): []Work excluded by law ❑lob Under$1,000 []Building not owner-occupied []Owner pulling own permit Notice is hereby given that: ' OWNERS PULLING THEIR OWN PERMIT OR DEALING WITH IyaROVEMENT WORKDO�NOT HAVE CONTRACTORS FOR APPLICABTFRED LE HOME ACCESS TO THE ARBITRATION PROGRAM OR GUARANTY FUND UNDER MGL c.142A. SIGNED UNDERPENALTMS OF PERJURY Ihereby apply foi apermit as the agent of the owner, oll Contractor N e egistrationNo. Date OR Owner's Name °FINE ram, Town of Barnstable Regulatory Services BARNSTABLE, t; MAC; . Thomas F.Geiler,Director �Alfo;;. Building Division Tom Perry,Building Commissioner 200 Main Street,Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 August 17, 2007 William Riley 1469 Mary Dunn Rd. Barnstable, MA 02630 RE: 312 Holly Point Rd., Centerville, Map : 232 Parcel : 028 Dear Mr. Riley : As you may recall, you began work on a shed located at the above referenced address. In February of this year you were informed that a building permit was needed for the work. To date, you have failed to apply for the building permit as directed and remain in non- compliance with 780 CMR. A complaint will be filed against you with the BBRS if you fail to apply for a building permit by August 24, 2007. I look forward to resolving this matter and you may reach me at (508) 862- 4034 with any questions. By Order, e . Lauzon Local Inspector Q zoning5 BUILDING PERMIT PARCEL. LJ ?32 028 GEOBASE ID 14421 ADDRESS Z I P LOT 44 BLOCK LOT S i ZE DBA DEVELOPMENT DISTRT(Igl G� S.RMTT O18 DESCRIPTION .ADD "ND Ft/ADD TO G«R/AuD DECKS/ADD SOPT CC. k:� �IIT TV gPE.' B DDI TITLE BUIL-ING PERMIT. ADDITION ,1 CONTR"'TOE �: WILLIAM, RILEY 1 Azcl� , C,� Department of Regulatory'Services TOTAL FEES:.. $ ,838.00 BOND $_00 ox� CONSTRUCTION COSTS $680,000.00 � �► i 34 RE S W A�D/ALT/CONV 1 PRIVATE, :' 0�� + EL%MSPABLE, + MASS. 1639. 1� FD MA'S A f� I BUILDING.DIVISIONBY DA lL I ;SUED i2/12 200b EXPIRATION DATA" `y f� THIS PERMIT CONVEYS NO RIGHT TO OCCUPY ANY STREET,ALLEY OR SIDEWALK OR ANY PART THEREOF, EITHER TEMPORARILY OR PERMANENTLY. EN- CROACHMENTS ON PUBLIC PROPERTY,NOT SPECIFICALLY PERMITTED UNDER THE BUILDING CODE,MUST BE APPROVED BY THE JURISDICTION.STREET OR- ALLEY GRADES AS WELL AS DEPTH AND LOCATION OF PUBLIC SEWERS MAY BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS.THE ISSUANCE OFTHIS PERMIT DOES NOT RELEASE THE APPLICANT FROM THE CONDITIONS OF ANY APPLICABLE SUBDIVISION RESTRICTIONS. MINIMUM OF FOUR CALL INSPECTIONS REQUIRED FOR ALL CONSTRUCTION WORK: APPROVED PLANS MUST BE RETAINED ON JOB AND WHERE APPLICABLE, SEPARATE 1.FOUNDATIONS OR FOOTINGS THIS CARD KEPT POSTED UNTIL FINAL INSPECTION PERMITS ARE REQUIRED FOR 2. PRIOR TO COVERING STRUCTURAL MEMBERS HAS BEEN MADE.WHERE A CERTIFICATE OF OCCU- ELECTRICAL,PLUMBING AND MECH- (READY TO LATH). PANCY IS REQUIRED, SUCH BUILDING SHALL NOT BE ANICAL INSTALLATIONS. 3.INSULATION. OCCUPIED UNTIL FINAL INSPECTION HAS BEEN MADE. 4.FINAL INSPECTION BEFORE OCCUPANCY. POST THIS CARD ® ITIS VISIBLE BUILDING INSPECTION APPROVALS PLUMBI G IN PECTION APPROVALS ELECTRICAL INSPECTI N APPR VALS Xe � m 5 mxC F,* _fAIA 3 1 HATING INSPECTION APPROVALS ENGINEERING DEPARTMENT I" 2 pla� BOARD OF VEALTH G'�xl c �005— 0 OT ER: SITE PLA R IEW APP AL 1 (011 L HALL NOT PROCEED UNTIL ERMIT WILL BECOME NULL AND VOID IF CON- INSPECTIONS INDICATED ON THIS ECTOR HAS APPROVED THE STRUCTION WORK IS NOT STARTED WITHIN SIX CARD CAN BE ARRANGED FOR B` STAGES OF CONSTRUC- MONTHS OF DATE THE PERMIT IS ISSUED AS TELEPHONE OR WRITTEN NOTIFIC/ NOTED ABOVE. TION. ; w r, r--------- -___ ____ -. �, �� i (� � � E { � f The Town of Barnstable Department of Health Safety and Environmental Services aOTa, Building.Division 367 Main Street,llyannis,NSA 02601 d l e: 508-862=4038 Feat: 508-790.6"0 MAXREVIEW Owner: _ lu Map/Parcel: 2 3 Z- 0 2 P Project Address: 7 �C�' , .. Builder; The following items were noted on reviewing: Q . 1 Y, -row kN c r ' c Reviewed by 4- Date% P IVY RIE -IDEN CIE OL S CENTERVILLE, MASSACHUSETTS 10-28-05 PROJECT TEAM: JOHN J. CRONIN.. AIA GENERAL CONTRACTOR: WILLIAM RILEY SIMI. ETECTORS REVIEWED L U Y NE ROGERS - - R L CON B R E BUILD] DEPT. DATE BARNSTABLE, MA /.{/J FIRE DEPARTMENT - DATE THE It IL.O GROUP - BOTN SIGNATURE=ii<t REQUIRED FOP FFP.N/TP,Nf- STONEHAM, MA LIST OF DRAWINGS I FOUNDATION PLAN 2 FIRST FLOOR PLAN 3 SECOND FLOOR PLAN 4 ROOF PLAN 5 ELEVATIONS 6 ELEVATIONS 1 SECTIONS F1 FIRST FLOOR FRAMING PLAN HBO F2 SECOND FLOOR FRAMING PLAN ILILIJ F3 CEILING FRAMING PLAN r" F4 ROOF FRAMING PLAN ry` GI GENERAL NOTES ❑O❑❑ ❑❑❑❑ asTIN r- - The MZO Group * �o.c. su weawn • - v _ cc,�cr¢re w.0 GRAM SPACE [�]. 6d 64 6d 64 ]d 66 64 64 6d 64 Fi1d s '-a__-__.____{ 6-z_ :�"1_____{:_ _______F_ __________ CONCRETE m d 4 m-z a �ox waio 1 S-o .y11 66 �- .ccesaro w'"� r®m 9 w,�,v. wew.area _rr A i-1 ^CONCRETE FOOTING b GR4WLSPACE P-1 All • _ qq I I L oasTMo rn..wt sv ro/ +_ �� m }I L' ` / B 16-8' ri -__• • to 1-1Li .-.�•< 0 U - : •+�., d va..wx..+ r� 1+ f sly' �la�/ Qm m /.- m. s.n H c; it FBI . ____-___ m �r�"paa I r•r T � , ns ro-v.�Dr�� i Q m 0 -- .--- - CONCRETE/ E FOOTING a O we OR FROST WALL ' s row.ro nra ¢ ,r NOTE: - - 4 �°"°""�ae"'�°a tea° " e SEE 5HEET-7 FOR DETAIL as� a aK asol -------------- - mar.�Dma o..,a Caw LOCATIONS W L9 9.6' t-4 4E' r6✓- ' S4✓- - _ 10.�8115 . DwlRe.'ndbT FOUNDATION PLAN N,,5252 The MZO GROUP SDhI ol rd• IO6 N- 6VT 34' 65✓- E3 N- SA 53 133 N- r-V COII ,4 9{z 3rE Fi y - 414+10z� QR Deck Living Room Deck n .......... .... ... ..v.r .. - w aro Kitchen s°R G [3-o a.aas 7,.W��r_�-c...- vh mono t ia� r- mCk Dining Area _.;- F`cry w-.TN_ O d Sleep Area- 0: OfficjArea3d' rt5ptq � 71 0 Sitting Area - W.I.C. -4 Fy ___ w m o-w 5d' 6Q N- /soya v O r"� �1 0 2-C azage 0 Exercise Area Q a --S '60 54 3drl B'j (D ath Are .r I a t— -GR2 4 0 0 zo so zo r- 40 rAN- F l30 t10✓. 5-T 8'-T SB T3 .. S-O✓- 9d'N- Y'-T M- LlA'N- 10.1805 FIRST FLOOR PLAN 0 5252 The MZO GROUP 14d' l-0' 3A 68 B-S 3A Rd B.T �,n i a H , ol 9 � U s ---- Bed#3 Loft Guest Suite/Bed#2 m q i I q 4 BathL fl Bath p 0 '1 &Z bd d' 5-1 4A f- d'.O 3d' Rd ELI 6'-iO 7-TI 1+ Sitting Area f; II I a w jl Bed#4 I w _ o 0 SECOND FLOOR PLAN us.v.vr. NO 5252 3 . The MZO GROUP a 0ll I � , 1 I ` =ir---- tT OT si I I I 1. I ROOF PLAN No.5252 - 4 The MZO GROUP i._—_.—__— •: __.._.__—_ - - ..uev$�Fl ^ ii!450EW�LLmNV MCRSECIlOi.5 _ E a ] ----- 01 n >6D; IoD Dil w�5�io - w�t+m �If� I..'�-i i 5azc*m we.ans�n �i'1 uu011 3 3. < meva w.w_a F RIGHT ELEVATION ��so FT a u FFgl 10 h �' M1 h it 4uAIRAN 00 r 'b Q `il Q❑❑�4 Q;❑❑�� ❑ ® * r ¢ ALL WINDOWS ARE ANDERSEN IILT-WASH g 400 SERIE5 UNLESS OTHERWISE NOTED. ❑❑❑❑ I r ❑'❑ ❑ �r,m - _ ANY SUB5TTTUT10N5 AND/OR DEVIATIONS (T� ' ❑❑�❑;❑ �I❑❑�❑ Q Q ,a;°�°'I„y ---— MUST BE APPROVED BY ARGHrrEGT AND F+{ I - OWNER ---- - io.xe-0s a woxaroo-,a�wocoa �ix..;.t y FRONT ELEVATION No 5252 5 The MZO GROUP a E . I 4`7 a � I - - ; � {AxB9 unP95 r.mmo�¢wHE LEFT ELEVATION wa 12 FBI ---- --- - ----j - -- 4 i ALL WINDOWS ARE ANDERSEN TILT-WASH § G S ¢ ^ 400 SERIES UNLESS OTHERWISE NOTED. rm ® ANY SUB5TM rTlON5 AND/OR DEMAMONS MU5T BE APPROVED BY ARCHrrECT AND r1 -- - ---- - - --- -----OWNER m-ze os REAR ELEVATION a ;,°0 5252 - V The MZO GROUP E roow;re eel � I, I i O' Y jyj3W3' 6F!G. ,,pp x�p CEdu.G nS A A A 6 d d bd A� Q a 5i1.01w.Y�¢i 9" QC V A, A A A 1' & -_-- : O F l u d u ! ! ui � a &= d'e 2�,a5e�m� r¢a h �o ar � try-wavn�n,o�,�N ,�� s vl d i4 I LOFT d oon �_ N •'I S T •11J �. �p III--11-- Br[Loe - ' 2 i - nwu. � Art>K — I �I h a 3LkOLCaM) I: rD tw _y w�nCv, vi veo�y — f3 ' —I --- lilt✓ u,,yy 10 lx5�N-raMa1C.N .. _ J:.V W SECTION --� l SECTION .a nTYP. EAVE DETAIL N mr.eory,<.I, _ ------------- DECK BENCH DETAIL 10 anon m ,Q 10 G F 9 M _ G?RKE .s cc = acasE nennl 'r ✓o �l pA � I _ •s+ws — K �{ 4 CZy3 4 iazaos cuc.sa Dun b SECTION SECTION • I I v.. N°o 5252 I The MZO GROUP 7 r FitN-111VG NOTES: . '0.ZSJ'>R JOISTS.RAFTERS,g CEUNG J015T5 016 O.C.UI SS OfMER.ViSE NOfFD v PRONDE�D BLO G TO FOUNDATION AT AL:-BEARING G0575 49$$ LOUBIE AW J T5 BELOW PARTRI�P.uLVlEL W JOSTS PRONDE nI SPAN BRIDGING AT AW SPANS OVER IUl PROvmE DOUBLE T5 AT AW 51DE9 0P—OPENINGS L—Ess Of HE E NOTED e PR DE 2-2r'B AT ALL WNTXJWS PMJ DOORS UNLESS OTHERWISE NOTED f Al_L FRAMING W nB�Jt B50 FIBER STRESS.E.12 nIUJON P.s1 a ICROLLIYT.7ARA1JJIT AND. O SERIES FLODR JOIST'fpJS)A.rsE REGISTEfd=D O E TRADE nARKS.ANY SUBS`f1TlfTI0N5 OFF OTHER BRAND BEARS E FLOOR JOISTS'ir f BE CHECI:ED AND VF3EIRED BY SUPPLIER, HH ALL ENGWFCRFn WOOD BEAMS FOUR(4)OR 1-gRE MU5T BE THROUGH BOLTED FVUJUFACTURFRS RECOnMEND F g MANUF.+CTURERS 9Dc l ICAT10N5 REGARONG INSTALLATION MUST W FOIJ.OWED FORAWFJ.'GINEEREDWOODPRODUCTS' orJ I FRv'Nf NJIE N�� C TId50RAWN56AG NOTSR E7E MATONGFOR FRN9JG FOR TH F"T UtNI FCi A y - CL�II.a-EVASHCL-NO-EcnO5FORO ENSkFR TIEIFgrTSJ6FRPl9.G YE1'IBERS RFFER TO THE 7I2� �e ' RNb,EIEVATONS ML`$F.LT7N5 F02 fXffi.�ifMS</JG HBGMS. �C 0 - A9 . FWWWG I"IEMBER f y O��cRFR-MEDMFJ-1BER________C. > - 1 rT . FLUSH BEAM�1 , 1 ORpPPED BEAM-�-l i-��- IHEADER•------ p P05T ■ I JOIST HANGER a _ WN-VPLUnBWC ABOVE a a 1411,11 a"F" L ��, �9 n'9 BEAM SCHEDULE +p 22 IL i k. f, .+ n ' Ys-a9.vs t�,t [..:...1 fir+ (•9n.M1 9 A6 mo scF e� ^ I I +,. tf �a•xa - 39W AWx dkdb NGO 5252 F1 Ile MZO GROUP . FRAHP.G NOTES Ao--rL OR Jt715T5.RAFTERS,Q CFJIJNG JOISTS®IB O.G.UNLESS OTHERWLSE NOTED a PRONDE SOiJD 811 1-9 TO'OUNDATON AT ALL BE—NO POST5 @9Br DOJB-ALL JOISTS BELOW P—IoN5 PARA.LJFL—JOISTS PROVIDEMID-SPAN BRiCGkNG AT ALL 5PAN5 OVER IC{ PRDv DOUBLE.JOISTS AT ALL$IDES OF A OPENINGS UNL.EES OTHERW15E NOTED PROVIDE 2- HEADERS AT ALL.—DOU AND DOORS UNLESS O-EI—ISE NOTED a ALL RRAYPNO WrIBER 850 RBER 5TRE55.F 1.2 n1LLJON 15.1. W TRADE N-NFKS.ABM.SUmBS�TITU14N�5 OF aT IFR BWWD BE N-IS 4 SFLOOR J01�ST5 t�'IUSD O/-1 0 . BE CHECKED AND VERIRED BY SUPRJER H IUF�IMM ODREGOnnWDAT�1 e)OR-'ORE-,usT BE THROUGH BOLTED PER C M—FACTURER5 SPECF TONS REGARONG IN5TA TION nUST BE FOULO: 0 0�e7i p d FOR 'ENGINEERED WOOD PRODUCTS.'NOM �� 29 30 313'1�/}-�\ y; Rg50R^.UMG BAGR<RC RrRE�iFNfnTION OF T.£R24.TG FOR IFYS STRICTURE �I �iT " , ZS.��_—��___�—_1_�'M1+ • ILNfRICOR SIWJ_NOTSGVETMS ORnWN6 FOR T1+E lLC>TION LF FRN'ING I'EHBFJL��FER TOTE FIB' .t R1N5.BtVATONS,wdJ SECTIXJS FOR DrENS'ONS MD I®GMS. 4J�� $/)e V 3� LEGEND: {[ I y9� S b , FRA••IWG MEnBER S g OVERFRAHED nEnBER -------- BEMI A11.�yx`ac 33 36 ,.f.�d .6 ]T ad - OROPPF�BEAJ�-�t 1 1 1 — ---- -- .Aq• j --_ -- HEADER._____ POST ■>' e�ivGABovE a _ I d BEAM SCHEDULE J-IVitt[ zJo A If Q a _ A, I r3 vs<waa� u I i u aoTsz r.n II a - m..z b a� s _ 10.1805 . t-Y<X? Daa/Rm'ud bN ' Y )OB 5252 NO. /A The MZO GROUP } • ' _' _ FR iNG NOTES: •- AIL K[DOR JOA5T5.RAFTERS.H OEIIJNG JOISTS®16 O.G.UNLESS OTHERWISE NOTED a PROVDE SOLID BLOCKING TO FOUNDATION AT ALL BEARING POSTE, XjS[ DOUBLE ALL JOSTS BELOW P—IONS PARel.LEL WITH J05TS PROVIDE MID-5PAN BRIDGING AT A SPANS OS N74' WONOE OCUBIE JOISTS AT.PLL SIDES OF AL:.OPENINGS UNLESS OTHER E'E NOTED NOT "' PROVIDE I-DIB HEAOER5 AT ALL—DO-5AND DOORS UNLE55 OTHERWISE NOTED r _ ALI.FRAI9NG WnBER 850 F18ER STRESS.E u nIWON P.S.I. TIICROLLA.T?,'PARV_L AND''L 0I5T SERIES FLOOR JOIST CAJr)ARE REGISTERED TRADE I"LnRl-5,ANY SUBSTRITIONS O OTHER BRAND BE 9 E F. JDISTE nU5T o 0 SE GHEOKED AND V Rw BY SUP0.C-R - W g ALL ENGINEERED WOOD gEAf'IS FOUR(4)OR MORE nU5T BE THROUGH BOLTED PER _UFAORIRERS RSCOnnFNDATIONS 5' FO IJP RERS R1� ARDING WSTALLATON nuST BE FOf1.OWED O hJ L� THB OQ4�BA GRMtG cPRFS TD4 OF T4 FW'V,Ir FOR INS S� tV Cw i �'a T\� GMiRAf.7oR SMA1I N.'TSGtLE TIi$DRAW4Y FCRTVfc IOfAigJ pF FRN4JG ttggERS RgEAro T£ �' � .,l�J--� II i Is - oLaNs,BtvAwvs.rs sEtTloRs wm a-ENSIONSAw HBGHrS v�� §e R FWwNG GnE ER"B _ + -___ . 1y cRFW IED MEMBER &8 Q o�- "'L FLUSH BF— HEADER —may n I�._ a ------ " r S S � _ --1 DROPPED BEAM-tti+4 POST ■ _ _ i .. JOIST HMKER n� � - wALL/PLunBING ABove y T i u BEAM SCHEDULE Fy - I. ' i � }mot'-_-✓' �. �S �I v..c�.�w. '-' U a I a �r U bi 10.2&OS r � wivr.�ta-Vs NDo 5252 F3 The MZO GROUP FRMWG NOES: A DE S JOISTS RAFTFJZS.F CEILING UNDA JOISTS ALL O.G.UNLESS OTHERWISE NOTED 0 O UBI-E SOLD STSV-O 5Z G TO TITONTON AT ALL B -IO1 POSTS i9pr DOUBLE M JOISTS BELOW OAT f LL SP PARALLEL WRH JOISTS - PRONDE DOUBLE JBRIDGING-L ALL SOAKS OVER 104 PRONOE DOUBLE JOISTS AT ALL SIDES OF ALL D DOOIZ 5 UNLESS OTHERWISE NOTED' PROVIDE INO-MSER 65 AT ALL WINDO.L5.4ND DOORS UNLESS OIHERWEiE NOTED - - ALL FRMING WMOER B50 FOER STRESS.612 MILLION 05.1. PtIDROL1.Al'T,"O.ARPLLPYT AND-AL:JOIST 5!aIES FLGOR JOST•(AJ5)AP--RBGISTEREO O TRADE Y1A X5.ANY 5UBSTRUTIONS OF O'eq BRAND SEAMS F FLOO JOISTS MUST Q BE QiSCKED AND VERIFIED BY SUPPLER ' e ALL ENGINEERED WOOD BEAMS FOUR fn)OR MORE MUST Be THROtK•H BOLTED PER- C M/wUFAGTURERS REconnEND.nnoN5 U E MANUFACTURERS SPEGFiGT1p:J5 REGARU'NG INSTA IION MUST SE FOLLOWED 01 NGI FOR.ALL TJNEERED WOOD PRODUCTS.' TH50RNMNG SA AESEMA"Y„J L fr fNGFORTN55Tg10fUftE �J R l.OJIRALTOR�tINL NNOT IDf SOLE TiS DRn F%t FORTHE LOO>1CN OF RtvoLGr@'BERa¢DER TO TFIE of $e _ I I gA+S.ELNAiIptyBMUS`LTKX�S.J.R OY'I` .•!L`16�Hf5. i� I LEGEND -. �-. FRMWG MEMBER i 9 OVERFIMFD MEMBER • - I I I I I I I FiLSH BEAJI L1�lL 1- .. , •S I I MEADEii------- P05T ■ 4 02 JOIST M GFR a WPd1JPLUi't81NG ABOVE II 4/ r' I O BEAM SCHEDULE � -- I I , •H .II --- I-to �- - _I I � I I Tr - a VI 1+4 a I _ - . I - r, aca s�mivz I a ,, ,aanns jo No.5252 F4 The MZO GROUP ' • STRLIfTLrRAI- Deign loads all m drawings FI @ li' 40 s.F.Iive/10 ..F.dead UNLESS OTHERWISn oNOT%D, praWiade: w , v'ng spar- p p� INSULATION R-19 II ferias Its(2 x 6 stud construction). AttiFloor Fl sleeping epee-30 20 f.Iive lh,v0 p dead INSULATION R-13 In all exterior walls(2 x 4 stud construction). - 5,Ic Floor Dec(Itd Storage)-F. ps/10 Iive/10 ead dead � - R-19 in flows over unheated spores. ' Balconies 1 Decks- 60 p.s.F. Ilve/10 p.s.f.dead - R-30 in all tailing'. Roof- 35 p...f.Iive/10 P.s.f.dead R-10 order slabs an grade;40'in from 40'down inside face of front wall to isolate slab from exterior and concrete wall. Soil Bearing Capacity-assumed to be min. 1.5 two/ss, ft. - Vapor Barrier- Install a 4 mil.Polyethylene vapor barrier an the worm side of all insulation. F) Glass-Double Insulating glass at all ext—icr glass mean t tempered glass In all sliding glade doors t windows leas than 15'above Allowable Deflection (Hoar) ' the floor m latforms. Check local des For Iazi O g Gypsum g any P g rg regyiremonts. (SEE MASS.STATE BUILDING CODE SECTIONS 3603:20.4.1 B With iling below L/360 No gypsum ceiling below V240 - AND 3603.20.4.2 FOR SAFETY GLAZING) NOTE: Design loads and site conditions should be verifled with local building codes ad officials. SPaciol conditions such Baffle vwt,shall be Installed 1n all rafter bays m W mmufatursr's details to provide free airflow for attic vmtllatlm. It shall O 1 a seI'mic, snow, wind or hydrostatic loads be continuous In all sloping ceilings and a minimum of one length(45")at all ewes. Y loading may respire Prafe"ianm�eyiew. 1'The soil bearing value has been sun-ed at 11/2 tons/s.f. The contractor shall verify this value a the time of Ven Ridgtirg- Ewe-1 1/2'continuow creered soffit vent. cavatim and shall notify the architect that it is ready fan inspection m For rsvi'ion if un—in conditions we found W - dgable -CORAVENT m haw,orGoble Vmt, Louvered ized on draiuing.. exbL ALL BATHROOMS SHALL BE PROVIDED WITH MECHANICAL VENTILATION IN ACCORDANCE WITH SECTION 3603.6.2 2,Al N Z� BF l concrete work shall conform to Ameri an Concrete Institute'Guide to Residential Cmt-In-Ptae Concrete .0 Constructian°report of Canmittee 332. _ EXTERIOR GRADE SHALL SLOPE 1/2' PER FOOT FROM BUILDING FORA MIN,OF W-O'AWAY 3.Other concrete standards m reayi-al by the Building Code such m ACI 31B-95;3I0.1-89 shall apply to the Hod f y construction of this residence foundation. Sills-Fiberglassa sill sealer I/2' 4.Reinfmc'vg steel shall unform to ASTM A6i6, Grate 60, and welded wire Fabric still meet ASTM AIRS ALL EXPOSED INSULATION MATERIALS INCLUDING FACINGS, VAPOR BARRIERS, OR BREATHER PAPERS SHALL CONFORM TO ?B.Faccatim. _ THE FLAME SPREAD, SMOKE DEVELOP AND CRITICAL RADIANT FLUX REQUIREMENTS OF THE MASS,STATE BUILDING CODE 5.Footing ter lines shall be centered under the—ter line of columns. SECTIONS 5603.I9.t THROUGH 3603.19.4. 6. Detailing, fabrication and placement of all re-ham shall caniwm to ACI 315-80, 5P66 Manual. 7. If water accun within the excovalon, it shall be de-watered before placing of concrete. De-watering shall be done Garage t Boiler Areas-5/B'F.C.sheet rack on coiling heaLe area and on walls and ceilings between garage and Ina r that will Prevent the flow of fine grain soil. Hying areas. B.The bottom of all c tiione Ce footing'shall be tamped to dispose of all loose maerial before the rworeto is Minimum stair tread is 9°,maximum riser is B /4'. - placed. Compaction should t x ed the tural density f the 1. Minimum stair leaddth is 3'-0"'clean. eu All concrete formwork sand rr irregular woo constructed fa , and well ed produce plumb, straight, level and m All handrails and a droll.SHALL conform 70 MASS STATE BUILDING CODE SECTIONS 3603.14.1 THROUGH 3105.14.2. daces. Sawed, pillar a d eel,i 11 t foes 111 rot be accepted and w recryire 1 and trvction w - 10.the Form cai—wait ot his expense if directed it the architect and the own Main entrance door shall be m um 36°wide. be The f d at the walls shall not e e IfFi lied until the first Floor deck Flo plain W brae wall. Damaged..It,will All egress doors shall not be Iona than 6'-B'in height. be Studer at c shall be A5 expense If backfilling Is doe withoutoho the in place. FIRE PROTECTION SYSTEMS SHALL BE IN ACCORDANCE TO THE MASS STATE BUILDING CODE SECTIONS 3603.16.1 THROUGH 11.Structural feel'hall be ASTM A36 and hall be painted on hop t f metal primer. Botts shall be ASTM A325, aahm bolts'hall be ASTM A307. 3603.16.13. 12. 'Lolly'columns shall be schedule 40 pipe ASTM A53 grade B 3 1/2'diameter or steel tubes 3'x 3'x 1/4•. Paint PROVIDE A MINIMUM OF 48'WIDE X 42'DEEP LEVEL PLATFORM AT ALL EXTERIORS OF ALL EXIT DOORS. ansshop wot metal prim'-2 milsmanuf (Unless otherwise need) IN ADDITION TO DOORS AND PANELS SHOWN ON DRAWING A\ 13. 'Joist C_ 'lumber hall be m manufactured by Trus Joist Corp., Boise, ,h Trussed floor joists shall be by PROVIDE ATTIC ACCESS PANELS TO ALL ATTIC AREAS GREATER tt/ Tns Joist Corp., Waood Fabriwtora, Inc., or other fabricator ap�wed the architect. Metal fasteners fan wood THAN 36'CLEAR HEIGHT(MIN.AT ACCESS PANEL 22°MIN. ro hers still be fg.By the Simmm Co., Strang Tle' egyal pprwed by the architect. WIDE BY 30°HIGH) 14.Unless otherwise noted, provide a 2'noon.wood sill a appropriate width bolted to the top flmge of all steel beans with 3/5'die.Bolts staggered at 2'-0'o.c. Rigidly fasten all connecting rafters and Joists. Ali%INFILTRATION AND MOISTURE CONTROL Footings - 20°x 10'cont.or as,noted. ~ Air leakage for ail buildings shall be controlled ofti on ar openings in the exterior building envelope m per Sec.J4.3 THROUGH J4.3.4 of the 14 Step Footings to be min.1 vertical 3 Fixontal. Mass.State Building COde. Caulking, 9..k.Ung, weather-stripping, foaming or other sealing is rlat i-d!to limit infiltration: Around Walls - Minimum B'between finish grade ad top of Foundation ,It. window ad door frames;sole plates and structural floor;framing joints;mound open'vgs For plumbing, electricity, telephone and gm w G I..in all, Floors and ceilings; t mudsill conditioned basements or c awlsps—and a all other Openings in exterior building Finish grad-to slope... from ti nda—.. velape. Electric outlet plate gaskets shall.be installed m all receptacles switch or other electrical boxes in exterior and interior Ftl thick to 7'10° bwe Footing as noted. - " walls. 3000 p.s.i.(20 day strength)with 3/4'aggregate The entire structure sha[I be wrapped with the'Tyvek'infilirotim barrier to farm a continuous barrier with minimum B°o 0,,at ri _ joints. Tyvek should completely cover all component past'of the structure, stapled to sheathing at 30'o c.and wrapped to Inside ii SLABS ON GRADE-3000 n undisturbed stu day strength)ed min.6'nand gnir. .fill with 6xilding Ided ire fabric of door and window openings. See monufacturer's instructions for further information. (or appLicobl.State Energy Cade) •1"1 0) FOOTINGS'hall be placed on undisturlxd w engineered Fill to a depth rewired by teal building codes and front Fete shall be genic fiber base, saturated with Bitumen weighing$4-15 lbs. Per sgyare. Stripsof felt B'wide shall be Installed a . 4 r 1 conditions o deeper if 'own. heads ad J b.of window.and doors just Prior to installation of exterior trim. .Use m roof r.sidewalls rout recanmerded. 0 `,J UNREINFORCED WALLS hall support a maximum of 7'-0'unbalacad fill. .y Provide ref underlayment m rewired by shingle mwufaWrer. DAMPPROOFING(basements)-Two coats of asphaltic coating compound. WATERPROOFING(habitable spores below grade)-Two ply hat mopped felt membrme et_i,—fjn,. �S FOUNDATION DRAIN- Install a 6'perforated drain the at perimeter of basement. Tops of Joints to be covered with F A HIN- ISa Felt and a minimum of IS"co stone or —at. Slope the 3/16'per foot to point of discharge. General flashing shot[be aluminum.019 inches thick, durawdic bronze or brown finish, miss.noted Otherwise. TERMITE PROTECTION-As reepdred by local codes. Roof flashing shall be aluminum.019 imtha.with duraodic bronze tone m brown finish ad used where Flashing will be exposed such ANCHOR BOLTS-1/2'x 12'anchor bolts @ W-0'o.c.ad not mare than 12'fr—comers at valleys, sidewalls cap ad base ad the like. J015T HANGERS- an H.W.IB gauge metal. Chimney cap ad base flashing shot!be 3 Ib.lard lead. SPECIAL FOUNDATIONS AND FOOTINGS AS SHOWN. - Bent and pipe fleshings shall be of we Formed neoprene a manufatared by Dupont, Dow Chemical or e�al. Flashing shalt consist W - of Fabricated flange and cap flashing, , H r.e.RPFNTRY Step Flashing' base flashing hall tend mW roof ad up the surface of the adjoining c—structim a minimum of 4'. The upper O edge of the base Flmhlrg stall extend a minimum of 2''bwe the next course of shingles and the lower edge shall be 1/2'above rj FRe tugs LUMBER the butts of the shingle covering it;providing.minimum of 1 1/2'overlap of Flashing c.....a. Cap flashing shall extend down w z Studs-No.3 or standard°Stud'geode. ' base flashing a minimum of 4'. The steps in cap'Flashing should not exceed t)°and topsshall be a minimum of 3'. All sewn -er Joi t <Rafters-E-1,200,000 p.s.i./Fb-'60 Platt. 'hall overtop In direction of flow. s Beans t Girts--E- 1,200,000 p.s.i./Fb-B60 p.s.i. Stair Stringers-No.I grade PROVIDE ICE AND WATER SHIELD(W.R.GRACE'BITUTHENE'OR EQUAL)MINIMUM OF 36'WIDE AT ALL EAVES, VALLEYS, AND - UNLESS OTHERWISE NOTED,.pr AT ROOF/WALL INTERSECTIONS. ovide: Z Double header Joist't trimmers @ all floor openings. p1 q F NDTF; • O b)Double Joist.under all parallel partitions. I u1 c)1 x 3 eras.bridging in each Joist bay @ saws over 10'-0'. I.These general tee ore provided to xpedite the pricing ad construction of this home. Local building cads, and site cmditiav vet be rev;ewedc�-at—!.[.s h rged a amended m required. FLOOR 01J TR irTION 2.The wtruact L accept spanibility Far specific Q.antites tilted herein. It is the responsibility F the builder,to r General Flow.-3/4'plywood(C-D INT APA w/ezt.glue)T t G glued W joists. tne,e canstructl_documents ad'—Ft— the suitability of this house Far a particular building site. In addition to the item,listed, BATH t TOILET AREAS-USE WATER RE515TANCF PLYWOOD(UNDERLAYMENT C-C PLUGGED EXT.APA)OVER the owns should elect Finish material. the as tars and type,of Paints, stains, tile, carpet, cabinet., vaunter Lops and light 5UBFLOOR. fixtures.rAlso to be cen,idered a the heating/cooling system, wiring,.plumbing and exterior sitswork. ae/On.sa B.Cont,'tor shall verify all conditions ad dimension.Price to begimirg work oat shall notify owner of ary discrepancy. Contractor li 7_s EXTERIOR SHaeTHIN[- hall be tor for my oration,m deviation.Frain the plan,without written cwfirmatiaI from designer. Walla-1/2'Plywood(C-D 24/0 INT APA w/ext.glue) 4.Cmtractor shall provide adect ot,bracing r otherwise support ail Partial of the structure tit all members have been Roof-5/5"Plywood(C-D 24/0 INT APA w/ext.glue) peonaxntly connected together. Plumbing diagrams or drawings shall be provided by the plumbing emtratw. Heating/Cooling duct diagrams m drawings,hall be provided by the heating/cooling contractor. Heat lose or energy use calculation,shall be Provided by INTERIOR FINISH the heating/coolir,contractor m other professional m recryired by building official. Truss design, engineering a ov d plan stall be M INTERIOR FINISHES SHALL BE IN ACCORDANCE WITH THE FLAME SPREAD AND SMOKE DEVELOP REQUIREMENTS OF provided by the truss manufacturer. 5. Each bedroom.Fall hove at least me window with a.ill height of 'more than 44'abe THE ASS STATE BUILDING CODE SECTIONS 3605.15;3603.IB.2;AND 3605.15.5 the floor. Typical top of window height is 6'-5'Fran floor. (To match door height). - 6.All exhaust fws, rage haaas and dryers.hot$vent W the outside through shast metal duct.. Caulk around all penetralms GENERAL- Unless otherwise indicated, all Interior walls t ceiling,we to be covered with 1/2'aymum board, with through exterior envelope. JOB 52.52 metal corner cinfwcing, taped t sanded. - 7.All wood in peanment contact with casrete an 11 shall be pressure treated with a water tame prexrvaive. NO. fbptionoi 1/2'r'blue Zr with a veneer plaster systan]. B.All door9 betwew garage and living areas shall be 20 min. fire rated with self-closing mechanisms. G1 The MZO GROUP ' . I IK01:20 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 4320 Ilb. I Req'd 204.84 in4 480 PB 0 Ilb. S Req'd 55.45 in3 W Live 850 Ilb/ft I multi 2.00 102.42 W Dead 380 Ilb/ft S multi 2.00 27.73 WB 0 11b/ft.max M Max 12015.00 ft.11b. L 6 ft. D Max 0.15 in. A 3 ft. Bearing A 15.00 in2 Ilb.> 5850.00 B 0 ft. Bearing B 15.00 in2 Ilb.> 5850.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing ��0 ARCy�r F(para) 825 p.s.i 7380 uniform 5� ZA4 Fc, E 1.9 million p.s.i 4320 point FORMULAEUNIF. POINT ---------------------------------- z .509 (W) (A) 11700 Ilb. NUMBER 2 Members 3" Ades v i 40 p.s.f. LIVING area job# Polivy Residence 30 p.s.f. SLEEPING area :... a TH o4 sr 252 35 p.s.f. ROOF load beam: 39� 15 10 - Moment due to A o. Moment due to B - Total Moment 0 0 v v Deflection -5 6 Load on Beam m 4 - N r 2 w � 0 AM 0.0 0.4 0.9 1.3 1.7 2.1 2.6 3.0 3.4 3.9 4.3 4.7 5.1 5.6 6.0 Length of Beam M I C RO L LAM . I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1/4 55.6 16.4 1.07 2784.4 1.75 X 9+1/4 115.4 25.9 1.04 2693.7 1.75 X 9+1/2 125.0 27.2 1.03 2683.9 �1:7-5 X 1-1+1/4 207:6 37.2 1.01 2622.9 1.75 X 11+7/8 244:2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S* Act. 16 Act. Ht Min for SHEAR: 9.25 In. High 0.96 16 2500.2 102.42 = I req'd 27.73=.S_req'd �2=-Num.Re_.'d� 02:05 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 5011 Ilb. I RegV 210.12 in4 480 PB 0 Ilb. S Req'd 56.84 in3 W Live 770 Ilb/ft I multi 2.00 105.06 W Dead 400 Ilb/ft S multi 2.00 28.42 WB 0 Ilb/ft.max M Max 12316.12 ft.11b. L 6 ft. D Max 0.15 in. A 2.5 ft. Bearing A 16.50 in2 Ilb.> 6433.08 B 0 ft. Bearing B 14.35 in2 Ilb.> 5597.92 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 7020 uniform - E 1.9 million p.s.i 5011 point �`��zaCH�F FORMULAEUNIF. POINT ---------------------------------- �s' 10 (W) (A) 12031 I l b. O ,99 NUMBER 2 Members y 40 p.s.f. LIVING area Mph�5tt1 Ra Polivy Residence 30 p.s.f. SLEEPING area 'ob,,#�--52-52 35 p.s.f. ROOF load r 1 beam 15 �2 . 0 10 - - Moment due to A C 5 �- Moment due to B ®- - Total Moment 0 0 v v '- Deflection -5 8 a 6 Load on Beam N 4 7 0.0 0.4 0.9 1.3 1.7 2.1 2.6 3.0 3.4 3.9 4.3 4.7 5.1 5.6 6.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 16.4 1.07 2784.4 1.75-_,._X 9+1/_4 _115.4 25,0 1.04 2693.7 1.75 X 9+1/2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)A 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S* Act. 16 Act. Ht rein for SHEAR: 11.25 In. High 0.96 16 2500.2 105.06 = I req'd 28.42 = S req'd f---2-'---Numm.Ree�-d.2 02:26 PM 10/20/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. 1 Req'd 129.08 in4 480 PB 0 Ilb. S Req'd 27.40 in3 W Live 272.5 Ilb/ft I multi 2.00 64.54 W Dead 202.5 Ilb/ft S multi 2.00 13.70 WB 0 Ilb/ft.max M Max 5937.50 ft.11b. L 10 ft. D Max 0.25 in. A 0 ft. Bearing A 6.09 in2 Ilb.> 2375.00 B 0 ft. Bearing B 6.09 in2 Ilb.> 2375.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 4750 uniform QED ARC E 1.9 million p.s.i 0 point '� FORMULAEUNIF. POINT ----------------------------------- (W) (A) 4750 Ilb. ' , NUMBER 2 Members o y 40 p.s.f. LIVING area ��o ss.' Polivy Residence 30 p.s.f. SLEEPING area job# 5252 2 35 p.s.f. ROOF load beam.. 4� 8 6 - 0 4 - Moment due to A 0 2 Moment due to B _ Total Moment 0 0 Deflection 2 -4 500 Y 1400 'f u �' Load on Beam 300 200 100 0 0.0 0.7 1.4 2.1 2.9 3.6 4.3 5.0 5.7 6.4 7.1 7.9 8.6 9.3 10.0 Length of Beam M I C RO LLAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1/4 55.6 16.4 1.07 2784.4 175 X 9+1/4 115.4 25.9 1.04 2693.7 1.75 X 9+1/2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S* Act. 16 Act. Ht Min for SHEAR: 5.5 In. High 0.96 16 2500.2 64.54 = I req'd 13.70 = S req'd T ---2=Num 11:59 AM 12/07/2005 INPUTS: OUTPUTS: L/ PA 1000 Ilb. I Req'd 204.87 in4 480 PB 0 Ilb. S Req'd 38.94 in3 W Live 272.5 Ilb/ft I multi 2.00 102.43 W Dead 202.5 Ilb/ft S multi 2.00 19.47 WB 0 Ilb/ft.max M Max 8437.50 ft.11b. L 10 ft. D Max 0.25 in. A 5 ft. Bearing A 7.37 in2 Ilb.> 2875.00 B 0 ft. Bearing B 7.37 in2 Ilb.> 2875.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 4750 uniform ��ED AR�y�I E 1.9 million p.s.i 1000 point \S ZA FC FORMULAEUNIF. POINT ---------------------------------- CFN� (W) (A) 5750 Ilb. z ,5 2 NUMBER 2 Members W 40 p.s.f. LIVING area 1� A MASS* Polivy Residence 30 p.s.f. SLEEPING area oy `;� job# 5252 35 p.s.f. ROOF load ;< 1T.1 of - beam r -f5'l 10 :2 8 6 Moment due to A 0 c 4 Moment due to B 2 -� Total Moment 0 0 Deflection -2 -4 000 roll, Load on Beam 1500 1000 500 0 7.; 0.0 0.7 1.4 2.1 2.9 3.6 4.3 5.0 5.7 6.4 7.1 7.9 8.6 9.3 10.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1-/4 55.6_1-1-6.4 1.07 2784.4 1.75 X 9+1/4 115.4 25.9 1.04 2693.7 1.75 X 9+1/2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR: 5.5 In. High 0.96 16 2500.2 102.43 = I req'd 19.47 TS req'd 2 = Num.Re 'd. 02:17 PM 10/20/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. 1 Req'd 118.84 in4 480 PB 0 Ilb. S Req'd 25.11 in3 W Live 490 Ilb/ft I multi 1.00 118.84 W Dead 190 Ilb/ft S multi 1.00 25.11 WB 0 Ilb/ft.max M Max 5440.00 ft.11b. L 8 ft. D Max 0.20 in. A 0 ft. Bearing A 6.97 in2 Ilb.> 2720.00 B 0 ft. Bearing B 6.97 in2 Ilb.> 2720.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 5440 uniform �S��R"ED z 4/Z E 1.9 million p.s.i 0 point a� c, FORMULAEUNIF. POINT -------------- N (W) (A) 5440 Ilb. -----------" .5,09 - W . NUMBER 1 Membersa At_ N �� 40 p.s.f. LIVING area op MA Polivy Residence 30 p.s.f. SLEEPING area ,. job# 5252 35 p.s.f. ROOF loada beam:-6_ 6 4 -0 -A3- Moment due to A 0 2 - Moment due to B 0 Total Moment Deflection -4 800 600h Load on Beam r 400 200 F 0.0 0.6 1.1 1.7 2.3 2.9 3.4 4.0 4.6 5.1 5.7 6.3 6.9 7.4 8.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1/4 55.6 16.4 1.07 2784.4 1_.-7.5_ X 9+1/4 115.4 25.9 1.04 2693.7 71-75 X 9+1./2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR: 9.25 In. High 0.96 16 2500.2 118.84 = I req'd 25.11 = S req'd 02:27 PM 10/20/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 129.08 in4 480 PB 0 Ilb. S Req'd 27.40 in3 W Live 272.5 Ilb/ft I multi 2.00 64.54 W Dead 202.5 Ilb/ft S multi 2.00 13.70 WB 0 Ilb/ft.max M Max 5937.50 ft.11b. L 10 ft. D Max 0.25 in. A 0 ft. Bearing A 6.09 in2 Ilb.> 2375.00 B 0 ft. Bearing B 6.09 in2 Ilb.> 2375.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 4750 uniform \S`�pEOZRCH�IF E 1.9 million p.s.i 0 point FORMULAEUNIF. POINT ---------------------------------- N (W) (A) 4750 Ilb. z t4 .50 NUMBER 2 Membersa ALDBN aJ 40 p.s.f. LIVING area ss. S@c, Polivy Residence 30 p.s.f. SLEEPING area job-#5252 35 p.s.f. ROOF loado beam: 8 8 �2 6 x - Moment due to A 0 2 - Moment due to B 0 -� Total Moment o Deflection -2 -4 500 400 � � Load on Beam �300 � �� 00 � a 100 0 - 0.0 0.7 1.4 2.1 2.9 3.6 4.3 5.0 5.7 6.4 7.1 7.9 8.6 9.3 10.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 �1:75 X 7+1-/4 55.6_ 16.4_ 1.07 2784.4 1:7-5_X 9+1A _ 115.4 25.9 1.04 2693.7 1.75 X 9+1/2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)A 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Win for SHEAR: 5.5 In. High 0.96 16 2500.2 64.54 = I req'd 1.3_.70 = S req'd 2 -N:Re' 02:27 PM 10/20/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I RegV 129.08 in4 480 PB 0 Ilb. S Req'd 27.40 in3 W Live 272.5 Ilb/ft I multi 2.00 64.54 W Dead 202.5 Ilb/ft S multi 2.00 13.70 WB 0 Ilb/ft.max M Max 5937.50 ft.11b. L 10 ft. D Max 0.25 in. A 0 ft. Bearing A 6.09 in2 Ilb.> 2375.00 B 0 ft. Bearing B 6.09 in2 Ilb.> 2375.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 4750 uniform REp AR�y�l E 1.9 million p.s.i 0 point FORMULAEUNIF. POINT ---------------------------------- (W) (A) 4750 Ilb. z I NUMBER 2 Members a 0 50 ALD. 40 p.s.f. LIVING area �Q MA S. Polivy Residence 30 p.s.f. SLEEPING area yqt P �aS�Q job# 5252 35 p.s.f. ROOF load � � ' beam: 8 :2 6 -� --p- Moment due to A 0 2 ®,� - - Moment due to B - Total Moment 0 0 -� Deflection 2 -4 500 00 Load on Beam / \ Y 00 00 100 0.0 0.7 1.4 2.1 2.9 3.6 4.3 5.0 5.7 6.4 7.1 7.9 8.6 9.3 10.0 Length of Beam 1 M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1_.75„_.y..X 7+1/4 55.6 16.4 1.07 2784.4 1.75 X 9+1/4 115.4 25.9 1.04 2693.7 1.75 X 9+1/2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)" 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S* Act. 16 Act. Ht Win for$HEAR: 5.5 In. High 0.96 16 2500.2 64.54 = I req'd 1=3:70-=TS-req'd �-2=-Num-R 02:28 PM 10/20/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. 1 Req'd 229.74 in4 480 PB 0 Ilb. S Req'd 40.67 in3 W Live 485 Ilb/ft 1 multi 2.00 114.87 W Dead 220 Ilb/ft S multi 2.00 20.34 WB 0 Ilb/ft.max M Max 8812.50 ft.11b. L 10 ft. D Max 0.25 in. A 0 ft. Bearing A 9.04 in2 Ilb.> 3525.00 B 0 ft. Bearing B 9.04 in2 Ilb.> 3525.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 7050 uniform \S`ER0 ARCII . E 1.9 million p.s.i 0point j Zq--------------- Fri FORMULAEUNIF. POINT - - --------- (W) (A) 7050 Ilb. z N ,509 � NUMBER 2 Members � 40 p.s.f. LIVING area 30 ! Polivy Residence 30 p.s.f. SLEEPING area job# 5252 35 p.s.f. ROOF load beam: 103 10 8 0 g -ill- Moment due to A 0 4 -*-- Moment due to B 2 - Total Moment 0 0 �- Deflection -2 -4 00 00 Load on Beam q 1 200 9 v 0.0 0.7 1.4 2.1 2.9 3.6 4.3 5.0 5.7 6.4 7.1 7.9 8.6 9.3 10.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7±1/4 55.6 16.4 1.07 2784.4 1.75 X 9+1/4 1-15:4�2�� 1.04 2693.7 1.75 X 9+1/2 -125:0-- 7.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S* Act. 16 Act. Ht Min for SHEAR: 5.5 In. High 0.96 16 2500.2 114.87 = I req'd 20.34 = S req'd 02:29 PM 10/20/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 317.18 in4 400 PB 0 Ilb. S Req'd 59.82 in3 W Live 465 Ilb/ft I multi 3.00 105.73 W Dead 255 Ilb/ft S multi 3.00 19.94 WB 0 Ilb/ft.max M Max 12960.00 ft.11b. L 12 ft. D Max 0.36 in. A 0 ft. Bearing A 11.08 in2 Ilb.> 4320.00 B 0 ft. Bearing B 11.08 in2 Ilb.> 4320.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 8640 uniform QED AR E 1.9 million p.s.i 0 point �\S�� ZACy�rF FORMULAE LI N I F. POINT ------------------------------------ (W) (A) 8640 Ilb. E H NUMBER 3 Members " a 092 _ k 40 p.s.f. LIVING area �Q NAAL�ST �J Polivy Residence 30 p.s.f. SLEEPING area job# 5252 35 p.s.f. ROOF load � . beam:c---1� 15 0 10 �,® ® Moment due to A C 5Awn Moment due to B TTDoet al Moment 0 0 v ... flection -5 800 600 Load on Beam 00 00 00, 0 0.0 0.9 1.7 2.6 3.4 4.3 5.1 6.0 6.9 7.7 8.6 9.4 10.3 11.1 12.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75-X_. -7+1/4 55.6-16.4 1.07 2784.4 I. X_ 9+1-/4 11.5._4 25__9 1.04 2693.7 1.75 X 9+1/2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 116 Act. Ht Min for sHEAR: 5.5 In. High 0.96 16 2500.2 105.73 = I req'd 19..94-,a-,S req'd -3`Num.Re'd 02:30 PM 10/20/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. 1 Req'd 317.18 in4 400 PB 0 Ilb. S Req'd 59.82 in3 W Live 465 Ilb/ft 1 multi 3.00 105.73 W Dead 255 Ilb/ft S multi 3.00 19.94 WB 0 Ilb/ft.max M Max 12960.00 ft.11b. L 12 ft. D Max 0.36 in. A 0 ft. Bearing A 11.08 in2 Ilb.> 4320.00 B 0 ft. Bearing B 11.08 in2 Ilb.> 4320.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 8640 uniform t�t�Ep hRcy�l. E 1.9 million p.s.i 0 point VS .Z.4 FORMULAEUNIF. POINT ---------------------------------- (W) (A) 8640 Ilb. q4 N .5Q92 N NUMBER 3 Members o d h 40 p.s.f. LIVING area �Q MAPS @err Polivy Residence 30 p.s.f. SLEEPING area ►r�F�'t �,Fs`'f job# 5252 35 p.s.f. ROOF load xy beam: 12 15 10 ® Moment due to A C -�-- Moment due to B 5 �� - Total Moment o p Deflection 00 � 600 Load on Beam i �x P0 i ' 00 Gi O 0.0 0.9 1.7 2.6 3.4 4.3 5.1 6.0 6.9 7.7 8.6 9.4 10.3 11.1 12.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1/4 55.6 16.4 1.07 2784.4 1.75 X 9+1/4 115.4 25.9 1.04 2693.7 1.75 X 9+1/2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR: 5.5 In. High 0.96 16 2500.2 105.73 = I req'd 19.94 = S req'd r--3--=TN u m`Re ''d �--�- 02:31 PM 10/20/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 1693.76 in4 420 PB 0 Ilb. S Req'd 188.17 in3 W Live 762.5 Ilb/ft I multi 3.00 564.59 W Dead 302.5 Ilb/ft S multi 3.00 62.72 WB 0 Ilb/ft.max M Max 40769.53 ft.11b. L 17.5 ft. D Max 0.50 in. A 0 ft. Bearing A 23.89 in2 Ilb.> 9318.75 B 0 ft. Bearing B 23.89 in2 Ilb.> 9318.75 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 18637.5 uniform E 1.9 million p.s.i 0 point vLD AR�y�^ FORMULAEUNIF. POINT ---------------------------------- ��v� .zA �. (W) (A) 18637.5 Ilb. NUMBER 3 Members z 0.5092 40 p.s.f. LIVING area l¢ MAL.DE Polivy Residence 30 p.s.f. SLEEPING area y MA s' job# 52522 35 p.s.f. ROOF load beam "4+ 50 40 0 30 - Moment due to A 0 20 �- Moment due to B ® A- Total Moment 0 10 `13 Deflection 0 -10 1200 1800 Load on Beam 600 400 r 200f a ,F a 0 (: ., 110 0.0 1.3 2.5 3.8 5.0 6.3 7.5 8.8 10.0 11.3 12.5 13.8 15.0 16.3 17.5 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1/4 55.6 16.4 1.07 2784.4 1.75 X 9+1/4 115.4 25.9 1.04 2693.7 1.75 X 9+1/2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1_.75 X 14 400.2 56.0 0.98 2546.1 G 7-5- X 16 597.3 "7113 0.96 2500.2 1.75 X 18 850.5 89A 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for 8HEAR: 9.5 In. High 0.96 16 2500.2 564.59 = I req'd 62 72-=-S-req'd =3-=-Num.Re7d. 01:52 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req d 94.77 in4 480 PB 0 Ilb. S Req'd 54.00 in3 W Live 585 Ilb/ft I multi 2.00 47.39 W Dead 265 Ilb/ft S multi 2.00 27.00 WB 0 Ilb/ft.max M Max 3825.00 ft.11b. L 6 ft. D Max 0.15 in. A 0 ft. Bearing A 7.61 in2 Ilb.> 2550.00 B 0 ft. Bearing B 7.61 in2 Ilb.> 2550.00 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing F(para) 1050 p.s.i 5100 uniform - E 1.2 million p.s.i 0 point \St�R'E0 aRcy�r FORMULAEUNIF. POINT ------------------------------------------ a�� 'ZA (W) (A) 5100 Ilb. Q N NUMBER 2 Members 40 p.s.f. LIVING area LD Polivy Residence 30 p.s.f. SLEEPING area Qy A S. job# 5252 35 p.s.f. ROOF load beam: 1.5 6 0 4 Moment due to A - Moment due to B 2 '® Total Moment 0 0 Deflection 2 v v Load on Beam 0.0 0.4 0.9 1.3 1.7 2.1 2.6 3.0 3.4 3.9 4.3 4.7 5.1 5.6 6.0 Length of Beam STANDARD LUMBER SIZES I S I S I S 2x4 5.359 3.063 3x4 8.932 5.104 4x4 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 46 48.526 17.646 2x8 47.635 13.141 3x8 79.391 21.901 4x8 111.15 30.661 2xl-0-98:932-21:39,1 WO 164.89 35.651 4x10 230.84 49.911 2x12 177.98 31 64 3x12 296.63 52.734 4x12 415.28 73.828 2x1.4=290.78-41891-� 3x14 484.62 73.151 414 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. I S 1 S 1 S 10.13 =1 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8x10 535.86 112.81 10x10 678.76 142.89 6xl2 697.07 121.23 8xl2 950.55 165.31 10x12 1204.0 209.40 6x14 1127.7 167.06 8x14 1537.7 227.81 10x14 1947.8 288.56 6xl 6 1706.8 220.23 8xl6 2327.4 300.31 10x16 2948.1 380.39 47.39 =1 req'd 6xl8 2456.4 280.73 8xl8 3349.6 382.81 10x18 4242.8 484.89 27.00 =S req d r-2;=-num=Re d-J 01:52 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. 1 Req'd 94.77 in4 480 PB 0 Ilb. S Req'd 54.00 in3 W Live 585 Ilb/ft 1 multi 2.00 47.39 W Dead 265 Ilb/ft S multi 2.00 27.00 WB 0 Ilb/ft.max M Max 3825.00 ft.11b. L 6 ft. D Max 0.15 in. A 0 ft. Bearing A 7.61 in2 Ilb.> 2550.00 B 0 ft. Bearing B 7.61 in2 Ilb.> 2550.00 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing F(para) 1050 p.s.i 5100 uniform CII E 1.2 million p.s.i 0 point �\S��E.Z4, FORMULAEUNIF. POINT - _ _ _ ___________ �``• Fc,\ (W) (A) 5100 Ilb. 6 NUMBER 2 Members o N .5092 40 p.s.f. LIVING area o ALDS Polivy Residence 30 p.s.f. SLEEPING area job# 5252 35 p.s.f. ROOF load qtt 0f beam:----161 Moment due to A C� Moment due to B 2 ® �- Total Moment 0 0 v -e- Deflection 2 �Loadon Beam 0.0 0.4 0.9 1.3 1.7 2.1 2.6 3.0 3.4 3.9 4.3 4.7 5.1 5.6 6.0 Length of Beam STANDARD LUMBER SIZES . I S I S 1 S 2x4 5.359 3.063 3x4 8.932 5.104 4x4 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 46 48.526 17.646 2x8 47.635 13.141 3x8 79.391 21.901 48 111.15 30.661 2x10 98.932 21.391 3x10 164.89 35.651 410 230.84 49.911 2x12 177.98_31.141 k 3x12 296.63 52.734 412 415.28 73.828 2x1 0 78 43.891 3x14 484.62 73.151 414 717.61 106.31 36.00 =Actual Width Min for SHEAR. 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. 1 S I S I S 10.13 =1 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 1 CIA 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8xl0 535.86 112.81 10x10 678.76 142.89 6x12 697.07 121.23 8xl2 950.55 165.31 10x12 1204.0 209.40 6x14 1127.7 167.06 8x14 1537.7 227.81 10x14 1947.8 288.56 6x16 1706.8 220.23 8xl6 2327.4 300.31 10x16 2948.1 380.39 47.39 =1 req d 6x18 2456.4 280.73 8x18 3349.6 382.81 10x18 4242.8 484.89 27.00 =S req'd �2=num-Re 'd, f 01:54 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. 1 RegV 183.02 in4 480 PB 0 Ilb. S Req'd 34.58 in3 W Live 530 Ilb/ft I multi 2.00 91.51 W Dead 210 Ilb/ft S multi 2.00 17.29 WB 0 Ilb/ft.max M Max 7492.50 ft.11b. L 9 ft. D Max 0.23 in. A 0 ft. Bearing A 8.54 in2 llb.> 3330.00 B 0 ft. Bearing B 8.54 in2 Ilb.> 3330.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 6660 uniform QED ARC E 1.9 million p.s.i 0 point w�S`t ..z . FORMULAEUNIF. POINT --------------------------------- (W) (A) 6660 Ilb. z No 5092 � NUMBER 2 Members 40 p.s.f. LIVING area l AAss. Polivy Residence 30 p.s.f. SLEEPING area 41�r job# 5252� 35 p.s.f. ROOF load beam Wn e 8 0 6 4 -El- Moment due to A o C 2 ® ® Moment due to B -A- Total Moment 0 0 Deflection -2 -4 00 600 j, Load on Beam 400 al Ir 0 0.0 0.6 1.3 1.9 2.6 3.2 3.9 4.5 5.1 5.8 6.4 7.1 7.7 8.4 9.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75_ X_7±1./_4 55.6 16.4 1.07 2784.4 1.75_X 9+1/4 115.4 25.9 1.04 2693.7 1.75 X 9+1/2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR: 5.5 In. High 0.96 16 2500.2 91.51 = I req'd 17.29 = S req'd T`2 = Num.i ecfd. 11:41 AM 12/07/2005 INPUTS: OUTPUTS: L / PA 1000 Ilb. 1 Req'd 20.12 in4 480 PB 0 Ilb. S Req'd 19.72 in3 W Live 460 Ilb/ft I multi 2.00 10.06 W Dead 115 Ilb/ft S multi 2.00 9.86 WB 0 Ilb/ft.max M Max 1396.88 ft.11b. L 3 ft. D Max 0.08 in. A 1.5 ft. Bearing A 4.07 in2 Ilb.> 1362.50 B 0 ft. Bearing B 4.07 in2 Ilb.> 1362.50 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing F(para) 1050 p.s.i 1725 uniform E 1.2 million p.s.i 1000 point �ED aR�y�l FORMULAEUNIF. POINT _ ______________, ��` �� ZA4FFc, (W) (A) 2725 Ilb. o M NUMBER 2 Members p,5092 - W 40 p.s.f. LIVING area e qL�F Pol5 5Residence 30 p.s.f. SLEEPING 5 p.s.f. ROOF load job# area �r? of M��t• beam: s 2000 0 00 1000 - Moment due to A C 1500 - Moment due to B i _ Total Moment 500 Deflection -1000 oadoBeam 0.0 0.2 0.4 0.6 0.9 1.1 1.3 1.5 1.7 1.9 2.1 2.4 2.6 2.8 3.0 Length of Beam STANDARD LUMBER SIZES I S I S I S 2x4 5.359 3.063 3x4 8.932 5.104 44. 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 46 48.526 17.646 2x8 47.635 13.141 3x8 79.391 21.901 48 111.15 30.661 2x10 98.932 21.391 3x10 164.89 35.651 410 230.84 49.911 2x12 177:98 31`641 3x12 296.63 52.734 412 415.28 73.828 2x14 290.78 43.891 3x14 484.62 73.151 414 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. 1 S I S I S 10.13 =► 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8xl0 535.86 112.81 10x10 678.76 142.89 6x12 697.07 121.23 8x12 950.55 165.31 10x12 1204.0 209.40 6x14 1127.7 167.06 8xl4 1537.7 227.81 10x14 1947.8 288.56 6x16 1706.8 220.23 8x16 2327.4 300.31 10x16 2948.1 380.39 10.06 =I req d 6x18 2456.4 280.73 8x18 3349.6 382.81 10x18 4242.8 484.89 9.86 =S req d r2 n m;7 a d--' 01:55 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. 1 Req'd 130.07 in4 480 PB 0 Ilb. S Req'd 25.23 in3 W Live 376.666 Ilb/ft 1 multi 2.00 65.03 W Dead 163.333 Ilb/ft S multi 2.00 12.62 WB 0 Ilb/ft.max M Max 5467.49 ft.11b. L 9 ft. D Max 0.23 in. A 0 ft. Bearing A 6.23 in2 Ilb.> 2430.00 B 0 ft. Bearing B 6.23 in2 Ilb.> 2430.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 4859.991 uniform QED ARC E 1.9 million p.s.i 0 point zA h�tF FORMULAELINIF. POINT __________________________________. (W) (A) 4859.991 Ilb. NUMBER 2 Members 40 p.s.f. LIVING area AL n S. Polivy Residence 30 p.s.f. SLEEPING area job#-5252 35 p.s.f. ROOF load 1P beam 18 6 4 o Moment due to A 0 2 Moment due to B 0 --- Total Moment o _2 v v Deflection v 4 600 fg, 400 s; Load on Beam 200 0.0 0.6 1.3 1.9 2.6 3.2 3.9 4.5 5.1 5.8 6.4 7.1 7.7 8.4 9.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X7±1 55.616 4 1.07 2784.4 115. 25.9� 1.04 2693.7 1.75 X 9+1/2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)" 0.136 Others:. 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR: 5.5 In. High 0.96 16 2500.2 65.03 = I req'd -1 2.62 = S req'd 2 =Num.Re 'd. 01:56 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 1459 Ilb. I Req'd 248.14 in4 480 PB 0 Ilb. S Req'd 28.33 in3 W Live 39.99999 Ilb/ft I multi 2.00 124.07 W Dead 13.33333 Ilb/ft S multi 2.00 14.17 WB 0 Ilb/ft.max M Max 6139.12 ft.11b. L 13.5 ft. D Max 0.34 in. A 6.75 ft. Bearing A 2.79 in2 Ilb.> 1089.50 B 0 ft. Bearing B 2.79 in2 Ilb.> 1089.50 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing �0 AR�y1 ' F(para) 825 p.s.i 719.99982 uniform -� z,a rf�� E 1.9 million p.s.i 1459 point FORMULAELINIF. POINT ---------------------------------- `P N� (W) (A) 2178.9998 Ilb. �j ,5092 W NUMBER 2 Members A_pF 40 p.s.f. LIVING area �Q�� MAS Polivy Residence 30 p.s.f. SLEEPING area job# 5252 35 p.s.f. ROOF load ' beam��20 8 s 0 4 •-�A- Moment due to A C 2 -�- Moment due to B 0 -A- Total Moment o -6- Deflection -2 -4 000 1500 Load on Beam 1000 500 0.0 1.0 1.9 2.9 3.9 4.8 5.8 6.8 7.7 8.7 9.6 10.6 11.6 12.5 13.5 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1/4 55.6 16.4 1.07 2784.4 1.75 X 9+1/4 115.4 25.9 1.04 2693.7 125.0 27-2 1.03 2683.9 1.75 X 11+1/4 207.E 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X - 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 I Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR. 5.5 In. High 0.96 16 2500.2 124.07 = I req'd , -f1-4T1-7-=•S•req'd �--.----2`=Num-Re 'd. 01:57 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. 1 Req'd 1.75 in4 480 PB 0 Ilb. S Req'd 3.18 in3 W Live 86.6645 Ilb/ft I multi 2.00 0.88 W Dead 113.3325 Ilb/ft S multi 2.00 1.59 WB 0 Ilb/ft.max M Max 225.00 ft.11b. L 3 ft. D Max 0.08 in. A 0 ft. Bearing A 0.90 in2 Ilb.> 300.00 B 0 ft. Bearing B 0.90 in2 Ilb.> 300.00 Fb 850 p.s.i #1/#2 F(perp) 335 p.sA SPF TotLoad 0 increasing F(para) 1050 p.s.i 599.991 uniform E 1.2 million p.s.i 0 point QED AR ---------------- -- --- --- --FORMULAE U N I F. POINT - - - - - ----------- �.ZA��/lF�� (W) (A) 599.991 Ilb. NUMBER 2 Members 4 `P N 40 p.s.f. LIVING area d. 0.509 Polivy Residence 30 p.s.f. SLEEPING area U1A' DS N job# 5252 `j �.� 35/p.s.f. ROOF load beam: 21C� 400 x 200 ®- - - Moment due to A c 0 cc 200 V - y- Moment due to B -400 Total Moment -600 o Deflection -800 Load on Beam 0.0 0.2 0.4 0.6 0.9 1.1 1.3 1.5 1.7 1.9 2.1 2.4 2.6 2.8 3.0 Length of Beam STANDARD LUMBER SIZES I S I S I S 2x4 5.359 3.063 3x4 8.932 5.104 44 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 4x6 48.526 17.646 2x8 47.635 13.141x8 79.391 21.901 4x8 111.15 30.661 2x10. 98.932 21.391' 3x10 164.89 35.651 4xl0 230.84 49.911 2x12 177.98 31.641 3x12 296.63 52.734 4x12 415.28 73.828 2x14 290.78 43.891 3x14 484.62 73.151 4x14 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. I S I S I S 10.13 =1 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8x10 535.86 112.81 10x10 678.76 142.89 6x12 697.07 121.23 8x12 950.55 165.31 10x12 1204.0 209.40 6x14 1127.7 167.06 8x14 1537.7 227.81 10x14 1947.8 288.56 6x16 1706.8 220.23 8x16 2327.4 300.31 10x16 2948.1 380.39 0.88 =lregd 6x18 2456.4 280.73 8x18 3349.6 382.81 10x18 4242.8 484.89 1.59 =S req d 01:58 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 11.88 in4 480 PB 0 Ilb. S Req'd 11.86 in3 W Live 73.3315 Ilb/ft I multi 2.00 5.94 W Dead 113.3333 Ilb/ft S multi 2.00 5.93 WB 0 Ilb/ft.max M Max 839.99 ft.11b. L 6 ft. D Max 0.15 in. A 0 ft. Bearing A 1.67 in2 Ilb.> 559.99 B 0 ft. Bearing B 1.67 in2 Ilb.> 559.99 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing F(para) 1050 p.s.i 1119.9888 uniform E 1.2 million p.s.i 0 point �5��t�zRCH�tF FORMULAE LI N I F. POINT ------------------------ - --------- A c' (W) (A) 1119.9888 Ilb. v H 5fl92 NUMBER 2 Members { " 40 p.s.f. LIVING area A►D Polivy Residence 30 p.s.f. SLEEPING area °H s. � 3� job# 5252 35 p.s.f. ROOF load :F� " 1000 x 500 � - - Moment due to A C -500 Moment due to B -1000 Total Moment -1500 Deflection -2000 Load on Beam 0.0 0.4 0.9 1.3 1.7 2.1 2.6 3.0 3.4 3.9 4.3 4.7 5.1 5.6 6.0 Length of Beam STANDARD LUMBER SIZES I S I S I S 2x4 5.359 3.063 3x4 8.932 5.104 4x4 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 46 48.526 17.646 2x8 47.635 13.141 #3x8 79.391 21.901 4x8 111.15 30.661 2x10 98.932 21.391 3x10 164.89 35.651 4x10 230.84 49.911 2x12 177.98 31.641 3x12 296.63 52.734 4x12 415.28 73.828. 2x14 290.78 43.891 3x14 484.62 73.151 4x14 717.61 '106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actua►ht. I S I S I S 10.13 =1 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8x10 535.86 112.81 10x10 678.76 142.89 6x12 697.07 121.23 8x12 950.55 165.31 10x12 1204.0 209.40 6xl4 1127.7 167.06 8x14 1537.7 227.81 10x14 1947.8 288.56 6x16 1706.8 220.23 8x16 2327.4 300.31 10x16 2948.1 380.39 5.94 =I req d 6x18 2456.4 280.73 8x18 3349.6 382.81 10x18 4242.8 484.89 5:93-=S-r-eq_'d-�� -2-- num.Re d [ 01:59 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 1.75 in4 480 PB 0 Ilb. S Req'd 3.18 in3 W Live 86.6645 Ilb/ft I multi 2.00 0.88 W Dead 113.3325 Ilb/ft S multi 2.00 1.59 WB 0 Ilb/ft.max M Max 225.00 ft.11b. L 3 ft. D Max 0.08 in. A 0 ft. Bearing A 0.90 in2 Ilb.> 300.00 B 0 ft. Bearing B 0.90 in2 Ilb.> 300.00 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing F(para) 1050 p.s.i 599.991 uniform E 1.2 million p.s.i 0 point is4,D ARCylIF FORMULAEUNIF. POINT ------------------------------------------ �w�� .zat c, . (W) (A) 599,991 Ilb. o NUMBER 2 Members 5092 - W 40 p.s.f. LIVING area " ALDE. Polivy Residence 30 p.s.f. SLEEPING area ay . A's. �S@`�," job# 5252 - 35 p.s.f. ROOF load q( beam: 23_ + ��='��- •� ` .0 400 0 2000 � ® - Moment due to A . C 200 - Moment due to B _ -400 Total Moment o _600 - Deflection -800 Load on Beam 0.0 0.2 0.4 0.6 0.9 1.1 1.3 1.5 1.7 1.9 2.1 2.4 2.6 2.8 3.0 Length of Beam STANDARD LUMBER SIZES I S I S I S 2x4 5.359 3.063 3x4 8.932 5.104 44 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 4x6 48.526 17.646 T10 8"`47:635 3 41 , 3k8 79.391 21.901 4x8 111.15 30.661 98.932 21.q9� 3x10 164.89 35.651 4x10 230.84 49.911 2x12 177.98 31.641 3x12 296.63 52.734 412 415.28 73.828 2x14 290.78 43.891 3x14 484.62 73.151 414 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. I S I S 1 S 10.13 =1 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =s 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8x101 535.86 112.81 10x10 678.76 142.89 6x12 697.07 121.23 8xl2 950.55 165.31 10x12 1204.0 209.40 6x14 1127.7 167.06 8x14 1537.7 227.81 10x14 1947.8 288.56 6x16 1706.8 220.23 8xl 6 2327.4 300.31 10x16 2948.1 380.39 0.88 =1 req d 6x18 2456.4 280.73 8x18 3349.6 382.81 10x18 4242.8 484.89 f-1-59-=-S1regd '-Z22_num.Re d"-� 12:23 PM 12/07/2005 INPUTS: OUTPUTS: L / PA 9300.00 Ilb. l Req'd 98.42 in4 480.00 PB 0.00 Ilb. S Req'd 14.01 in3 W Live 140.00 Ilb/ft 1 multi 1.00 98.41627 W Dead 75.00 Ilb/ft S multi 1.00 14.01342 WB 0.00 Ilb/ft.max M Max 28026.85 ft.11b. L 18.00 ft. D Max 0.45 in. A 3.00 ft. Bearing A 26.18 in2 Ilb.> 9685 B 0.00 ft. Bearing B 9.42 in2 Ilb.> 3485 Fb 24000.00 p.s.i A-36 F(perp) 370.00 p.s.i STEEL TotLoad 0 increasing F(para) 850.00 p.s.i 3870 uniform p ARCRIt'� E 29.00 million p.s.i 9300 point ZA4 FORMULAE LINIF. POINT 60.00 p.s.f. DECK ---------------------- (W) (A) 10.00 p.s.f. DEAD 13170 Ilb. p NUMBER 1.00 Members 40.00 p.s.f. LIVING e 35.00 p.s.f. ROOF loa a © p . 10.00 p.s.f. DEAD 15.00 p.s.f. DEAD ate ON. Polivy Residence 30.00 p.s.f. SLEEPII` 20.00 p.s.f.ATTIC I d a`p �5 LTI OF - job-# 5252.00 10.00 p.s.f. DEAD 10.00 p.s.f. DEAD attic`+^ beam: 25 0.00 30 0 20 - Moment due to A 10 - - Moment due to B Total Moment 0 0 Deflection ^ ^ v -10 10 a c ° 6 N Load on Beam o 4 H 2 0.0 1.3 2.6 3.9 5.1 6.4 7.7 9.0 10.3 11.6 12.9 14.1 15.4 16.7 18.0 Length of Beam A-36 E= Fb= One 20 STEEL: 29 mil.p.s.i. 24000 p.s.i. Member Deflection Moment Minimum Req'd ------------I-------------- --------------S------------ -------------------------------------------------------------- 0 0 0 0 W NA x NA 0 0 6 25 W NA x NA 8 31 8 18 10 22 10 17 W 10 x 22 12 16 12 14 W 12 x 16 14 22 14 22 W 14 x 22 16 26 16 26 W 16 x 26 02:01 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 83.16 in4 480 PB 0 Ilb. S Req'd 50.82 in3 W Live 513.3331 Ilb/ft 1 multi 2.00 41.58 W Dead 286.6666 Ilb/ft S multi 2.00 25.41 WB 0 Ilb/ft.max M Max 3600.00 ft.11b. L 6 ft. D Max 0.15 in. A 0 ft. Bearing A 7.16 in2 Ilb.> 2400.00 B 0 ft. Bearing B 7.16 in2 Ilb.> 2400.00 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing F(para) 1050 p.s.i 4799.9982 uniform E 1.2 million p.s.i 0 point FORMULAEUNIF. POINT ------------------------------------------ 40 nR�y�lF (W) (A) 4799.9982 Ilb. ��\��'z.a4�Lc� NUMBER 2 Members -� 40 p.s.f. LIVING area z ,5092 y Polivy Residence 30 p.s.f. SLEEPING area job# 5252 35 p.s.f. ROOF load Ass beam: C:5 4 0 2 ® - Moment due to A o �� - Moment due to B 0 --A-- Total Moment 0 v � no Deflection -2 Load on Beam 0.0 0.4 0.9 1.3 1.7 2.1 2.6 3.0 3.4 3.9 4.3 4.7 5.1 5.6 6.0 Length of Beam STANDARD LUMBER SIZES I S I S . I S 2x4 5.359 3.063 3x4 8.932 5.104 4x4 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 46 48.526 17.646 2x8 47.635 13.141 3x8 79.391 21.901 4x8 111.15 30.661 2x10 98.932 21.391 3x10 164.89 35.651 4xl0 230.84 49.911 2x12 177.98 31.641 3x12 296.63 52.734 4x12 415.28 73.828 2x14 290.78 43.891 3x14 484.62 73.151 4x14 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. I S I S I S 10.13 =/ 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8x10 535.86 112.81 10x10 678.76 142.89 6xl2 697.07 121.23 8x12 950.55 165.31 10x12 1204.0 209.40 6x14 1127.7 167.06 8x14. 1537.7 227.81 10x14 1947.8 288.56 6x16 1706.8 220.23 8x16 2327.4 300.31 10x16 2948.1 380.39 41.58 =1 req'd 6x18 2456.4 280.73 8x18 3349.6 382.81 10x18 4242.8 484.89 25.41 =S req d -�.- 2 =num.Re d r 02:02 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 83.16 in4 480 PB 0 Ilb. S Req'd 50.82 in3 W Live 513.3331 Ilb/ft 1 multi 2.00 41.58 W Dead 286.6666 Ilb/ft S multi 2.00 25.41 WB 0 Ilb/ft.max M Max 3600.00 ft.11b. L 6 ft. D Max 0.15 in. A 0 ft. Bearing A 7.16 in2 lib.> 2400.00 B 0 ft. Bearing B 7.16 in2 Ilb.> 2400.00 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing F(para) 1050 p.s.i 4799.9982 uniform 0 ARC ` E . 1.2 million p.s.i 0 point ��``��,za0 FORMULAEUNIF. POINT ------------------------------------------ (W) (A) 4799.9982 Ilb. NUMBER 2 Members Q y 40 p.s.f. LIVING area M-s Polivy Residence 30 p.s.f. SLEEPING area job## 5_252 35 p.s.f. ROOF load rl of beam: 2j= 4 0 2 - ® - Moment due to A C -�- Moment due to B 0 v - Total Moment o Deflection 2 v Load on Beam r 0.0 0.4 0.9 1.3 1.7 2.1 2.6 3.0 3.4 3.9 4.3 4.7 5.1 5.6 6.0 Length of Beam STANDARD LUMBER SIZES I S I S I S 2x4 5.359 3.063 3x4 8.932 5.104 4x4 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 4x6 48.526 17.646 2x8 47.635 13.141 3x8 79.391 21.901 4x8 111.15 30.661 2x10 98.932 21.391 3x10 164.89 35.651 410 230.84 49.911 2x12 177.98_31.641J 3x12 296.63 52.734 4x12 415.28 73.828 2x14 290.78 43.891 3x14 484.62 73.151 4x14 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. 1 S I S I S 10.13 =1 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8x10 535.86 112.81 10x10 678.76 142.89 6x12 697.07 121.23 8x12 950.55 165.31 10x12 1204.0 209.40 6x14 1127.7 167.06 8x14 1537.7 227.81 10x14 1947.8 288.56 6x16 1706.8 220.23 8xl6 2327.4 300.31 10x16 2948.1 380.39 41.58 =lregd 6x18 2456.4 280.73 8xl 8 3349.6 382.81 10x18 4242.8 484.89 25.41 =S regV f`2-=Tnum-Re =dam 02:30 PM 10/20/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. 1 Req'd 57.60 in4 400 PB 0 Ilb. S Req'd 14.89 in3 W Live 284.9999 Ilb/ft I multi 1.00 57.60 W Dead 118.3333 Ilb/ft S multi 1.00 14.89 WB 0 Ilb/ft.max M Max 3226.67 ft.11b. L 8 ft. D Max 0.24 in. A 0 ft. Bearing A 4.14 in2 Ilb.> 1613.33 B 0 ft. Bearing B 4.14 in2 Ilb.> 1613.33 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 3226.6656 uniform `BRED ARC E 1.9 million p.s.i 0 point v�S FORMULAELINIF. POINT ---------------------------------- (W) (A) 3226.6656 Ilb. z N. ,5092 NUMBER 1 Members o d W� 40 p.s.f. LIVING area ��a LD Polivy Residence 30 p.s.f. SLEEPING area ��A job# 5252 35 p.s.f. ROOF load beam:-13--� 4 0 2 Agr Moment due to A o - Moment due to B 0 Total Moment o _2 - Deflection 4 500 400 Load on Beam 00 00 , 100 0 f , 0.0 0.6 1.1 1.7 2.3 2.9 3.4 4.0 4.6 5.1 5.7 6.3 6.9 7.4 8.0 Length of Beam M I C RO LLAM. I S* 2600.0 = Fb@12"depth 175 X 5+1/2 24.3_ 9.81 1.11 2891.0 +1/4 55.6 r6 4 - 1.07 2784.4 11_.75 ]X9+114 1-15.4-- - -=25:93 1.04 2693.7 1.75 X 9+1%2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR: 5.5 1n. High 0.96 16 2500.2 57.60 = I req'd - _ -r 'd 14.89= -S eq -��,, -1-�=-Nurn.Re !d- 11:37 AM 12/07/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 42.12 in4 480 PB 0 Ilb. S Req'd 22.24 in3 W Live 210 Ilb/ft I multi 1.00 42.12 W Dead 90 Ilb/ft S multi 1.00 22.24 WB 100 Ilb/ft.max M Max 1575.00 ft.11b. L 6 ft. D Max 0.15 in. A 0 ft. Bearing A 2.99 in2 Ilb.> 1000.00 B 0 ft. Bearing B 3.28 in2 Ilb.> 1100.00 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 100 increasing F(para) 1050 p.s.i 1800 uniform gEO ARctiil E 1.2 million p.s.i 0 point FORMULAE U N I F. I N C R.U N I. ------------------------------------------ z4 jc,Fc� (W) (WB) 2100 Ilb. N NUMBER 1 Members © Q .509 '-` M� 40 p.s.f. LIVING area MALDE Polivy Residence 30 p.s.f. SLEEPING area job# 5252 35 p.s.f. ROOF loadF beam: 12A .n 2 0 1 -a- Moment due to A 0 0 Moment due to B Total Moment _1 Deflection -2 ft I Load on Beam 0.0 0.4 0.9 1.3 1.7 2.1 2.6 3.0 3.4 3.9 4.3 4.7 5.1 5.6 6.0 Length of Beam STANDARD LUMBER SIZES I S I S I S 2x4 5.359 3.063 3x4 8.932 5.104 44 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 4x6 48.526 17.646 2x8 47.635 13.141 3x8 79.391 21.901 4x8 111.15 30.661 2x1.0-98932_21.391 3x10 164.89 35.651 4xl0 230.84 49.911 2x12 177.98 31.641 3x12 296.63 52.734 412 415.28 73.828 25M4 290:78 43.891 3x14 484.62 73.151 414 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. 1 S I S I S 10.13 =► 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8x10 535.86 112.81 10x10 678.76 142.89 6x12 697.07 121.23 8x12 950.55 165.31 10x12 1204.0 209.40 6x14 .1127.7 167.06 8x14 1537.7 227.81 10x14 1947.8. 288.56 _ 6x16 1706.8 220.23 8x16 2327.4 300.31 10x16 2948.1 380.39 42.12 =I req'd 6x18 2456.4 280.73 8x18 3349.6 382.81 10x18 4242.8 484.89 22.24 =S req d 1 =num.Re � 02:19 PM 10/20/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. ; I Req'd 50.93 in4 480 PB 0 Ilb. S RegV 15.51 in3 W Live 210 Ilb/ft 1 multi 1.00 50.93 W Dead 210 Ilb/ft S multi 1.00 15.51 WB 0 Ilb/ft.max M Max 3360.00 ft.11b. L 8 ft. D Max 0.20 in. A 0 ft. Bearing A 4.31 in2 Ilb.> 1680.00 B 0 ft. Bearing B 4.31 in2 Ilb.> 1680.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing qEo ARc F(para) 825 p.s.i 3360 uniform ��s��' Z y/Z E 1.9 million p.s.i 0 point FORMULAELINIF. POINT ---------------------------------- N N (W) (A) 3360 Ilb. 0 4 2 NUMBER 1 Members �� MSS 40 p.s.f. LIVING area SSQ Polivy Residence 30 p.s.f. SLEEPING area job# 5252 35 p.s.f. ROOF load � � beam:-7 4 s 0 2 � 13 - Moment due to A g --*-- Moment due to B 0 Total Moment o -2 -e Deflection -4 500 400 M: LVol oad on Beam 1300 200 100 , f 0.0 0.6 1.1 1.7 2.3 2.9 3.4 4.0 4.6 5.1 5.7 6.3 6.9 7.4 8.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1/4 55.6 16.4 1.07 2784.4 �1_.75_ X 9+1/4 115.4 25.9 1.04 2693.7 �- - 1.7.5X 9+172 - 1250�-27:2� 1.03 2683.9 1.75 X 11+1/4 207.E 37:2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Win for SHEAR: 5.5 In. High 0.96 16 2500.2 50.93 = I req'd 15.51 = S req'd r-- 1-Num.Re 'd.--, 02:19 PM 10/20/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I RegV 50.93 in4 480 PB 0 Ilb. S Req'd 15.51 in3 W Live 210 Ilb/ft I multi 1.00 50.93 W Dead 210 Ilb/ft S multi 1.00 15.51 WB 0 Ilb/ft.max M Max 3360.00 ft.11b. L 8 ft. D Max 0.20 in. A 0 ft. Bearing A 4.31 in2 Ilb.> 1680.00 B 0 ft. Bearing B 4.31 in2 Ilb.> 1680.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 3360 uniform 4,0 ARC8 E 1.9 million p.s.i 0 point �1\S ZAP FORMULAEUNIF. POINT ---------------------------------- (W) (A) 3360 llb. 4 Q92 NUMBER 1 Members o d s 40 p.s.f. LIVING area �d Polivy Residence 30 p.s.f. SLEEPING area job# 5252 35 p.s.f. ROOF load beam;--3 4 2 0- - Moment due to A 0 o Moment due to B 0 Total Moment o _2 Deflection -4 500 400 o Load on Beam �300200 0 _J 0.0 0.6 1.1 1.7 2.3 2.9 3.4 4.0 4.6 5.1 5.7 6.3 6.9 7.4 8.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1/4 55.6 16.4 1.07 2784.4 1.75 X 9+114 115.4 25.9 1.04 2693.7 at1:75 X �9+172- 125.0_ 27-2� 1.03 2683.9 1.75 X 11+l-/ 207.6 37.2- 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR: 5.5 In. High 0.96 16 2500.2 50.93 = I req'd 15.51 = S req'd �-I Num.Re'a-� 02:17 PM 10/20/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 118.84 in4 480 PB 0 Ilb. S Req'd 25.11 in3 W Live 490 Ilb/ft I multi 1.00 118.84 W Dead 190 Ilb/ft S multi 1.00 25.11 WB 0 Ilb/ft.max M Max 5440.00 ft.11b. L 8 ft. D Max 0.20 in. A 0 ft. Bearing A 6.97 in2 llb.> 2720.00 B 0 ft. Bearing B 6.97 in2 Ilb.> 2720.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 5440 uniform �\St� < ��ZA //1 E 1.9 million p.s.i 0 point � FORMULAELINIF. POINT ---------------------------------- o 2 M (W) (A) 5440 Ilb. ; z W NUMBER 1 Members MAL IEN :: 40 p.s.f. LIVING area A <<,•� Polivy Residence 30 p.s.f. SLEEPING area `� F91 .4 OF job# 5252 35 p.s.f. ROOF load beam: L: 2 6 4 a Moment due to A 0 2 -o-- Moment due to B p A Total Moment o -2 v v -E- Deflection -4 00 600 s ' , Load on Beam Ali 400 e' r ? 4 «o 200 0.0 0.6 1.1 1.7 2.3 2.9 3.4 4.0 4.6 5.1 5.7 6.3 6.9 7.4 8.0 Length of Beam M I C RO L LAM: I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1/4 55.6 16.4 1.07 2784.4 r -1,75 X-9+1/4 115.4,��25.9 1.04 2693.7 1-75 X_9+1/2 1"25'0 27.2 1.03 2683.9 1.75 X 11+1/4 207:6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)A 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR: 9.25 In. High 0.96 16 2500.2 118.84 = I req'd .25:11-=-S.req'd--. .1-=-Num._Re 'd 1 02:16 PM 10/20/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. 1 Req d 159.87 in4 480 PB 0 Ilb. S Req'd 21.87 in3 W Live 87.5 Ilb/ft 1 multi 1.00 159.87 W Dead 37.5 Ilb/ft S multi 1.00 21.87 WB 500 Ilb/ft.max M Max 4737.61 ft.11b. L 10 ft. D Max 0.25 in. A 0 ft. Bearing A 3.74 in2 Ilb.> 1458.33 B 0 ft. Bearing B 5.88 in2 Ilb.> 2291.67 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 500 increasing F(para) 825 p.s.i 1250 uniform SA,0.ED q E 1.9 million p.s.i 0point UN . ZRCyif FORMULAEUNIF. INCR.UNI. - - - ---- - - --------- ��`�� 4<F�� (W) (WB) 3750 Ilb. �n N 92 NUMBER 1 Members a 40 p.s.f. LIVING area �\c, DIAL EN Polivy Residence 30 p.s.f. SLEEPING area `LL;:,f rM,c.ss. c 4 Of job# 5252 - 35 p.s.f. ROOF load r: 6 4 Moment due to A 0 g 2 -0- Moment due to B 0 - - Total Moment o -2 Deflection 800 Load on Beam 600 ,: 400 200 0.0 0.7 1.4 2.1 2.9 3.6 4.3 5.0 5.7 6.4 7.1 7.9 8.6 9.3 10.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11. 2891.0 1.75 X 7+1/4 55.6 16.4 1.07 2784.4 1.75 X 9+1/4 115.4 25.9 1.04 2693.7 1.75 X 9+1/2 125.0 27.2 1.03 26819 �1-75 X 11+1/4 207.6- 37.2 1.01 2622.9 1`75 X 11+7/8 244-2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to(12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR: 7.25 In. High 0.96 16 2500.2 159.87 = I req'd 21-.87=S-req'd CC 1f-Num.Re'd. 12:01 PM 12/07/2005 INPUTS: OUTPUTS: L/ PA 2375 Ilb. I Req'd 458.63 in4 480 PB 0 Ilb. S Req'd 46.71 in3 W Live 40 Ilb/ft I multi 4.00 114.66 W Dead 13.33333 Ilb/ft S multi 4.00 11.68 WB 0 Ilb/ft.max M Max 10121.17 ft.11b. L 15 ft. D Max 0.38 in. A 6.5 ft. Bearing A 4.48 in2 Ilb.> 1745.83 B 0 ft. Bearing B 3.66 in2 Ilb.> 1429.17 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 800 uniform p AR E 1.9 million p.s.i 2375 point � j ZA4y FORMULAEUNIF. POINT ----------------------------------- (W) (A) 3175 Ilb. zN 2 NUMBER 4 Members a a 40 p.s.f. LIVING area ��o a� Polivy Residence 30 p.s.f. SLEEPING area . �s HOF .¢ job# �52-52 35 p.s.f. ROOF load beam: 27A 15 10 - Moment due to A C 5 - - Moment due to B --A- Total Moment o p _ Deflection -5 I 3000 I2500 Load on Beam to 000 1500 1000 ' 500 0 0.0 1.1 2.1 3.2 4.3 5.4 6.4 7.5 8.6 9.6 10.7 11.8 12.9 13.9 15.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 1.07 2784.4 .75 X 9+1/4 115.4,�25.9 1.04 2693.7 C y75x�9+1%2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)" 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Mln for SHEAR: 5.5 In. High 0.96 16 2500.2 114.66 = I req'd C68 4-=_S_req'd = Num.Re 'd. 12:01 PM 12/07/2005 INPUTS: OUTPUTS: L/ PA 2875 Ilb. 1 Req'd 541.77 in4 480 PB 0 Ilb. S Req'd 55.12 in3 W Live 40 Ilb/ft 1 multi 5.00 108.35 W Dead 13.33333 Ilb/ft S multi 5.00 11.02 WB 0 Ilb/ft.max M Max 11942.60 ft.11b. L 15 ft. D Max 0.38 in. A 6.5 ft. Bearing A 5.20 in2 Ilb.> 2029.17 B 0 ft. Bearing B 4.22 in2 Ilb.> 1645.83 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 800 uniform ��c tD ARCy�j� E 1.9 million p.s.i 2875 point �� •ZA4 FORMULAEUNIF. POINT ---------------------------------- �z 5 N (W) (A) 3675 Iib. ° W NUMBER 5 Members o Q of 40 p.s.f. LIVING area �''a AAs` Polivy Residence 30 p.s.f. SLEEPING area job#�-5252 35 p.s.f: ROOF load beam: 276 15 0 10 -m- Moment due to A C 5 - Moment due to B --A- Total Moment 0 0 Deflection -5 v 3 Load on Beam co N 2 0 0 - - 0.0 1.1 2.1 3.2 4.3 5.4 6.4 7.5 8.6 9.6 10.7 11.8 12.9 13.9 15.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1/4 55.6 16.4 1.07 2784.4 1.75 X 9+1/4 115.4 25.9 1.04 2693.7 1.75 X -9+1/2 'f25:0�`27:2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)A 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR: 5.5 In. High 0.96 16 2500.2 108.35 = I req'd 11.02 = S req'd 5 = Num.Re "d:~f 12:02 PM 12/07/2005 INPUTS: OUTPUTS: L/ PA 2375 Ilb. I Req'd 458.63 in4 480 PB 0 lib. S Req'd 46.71 in3 W Live 40 Ilb/ft I multi 4.00 114.66 W Dead 13.33333 Ilb/ft S multi 4.00 11.68 WB 0 Ilb/ft.max M Max 10121.17 ft.11b. L 15 ft. D Max 0.38 in. A 6.5 ft. Bearing A 4.48 in2 Ilb.> 1745.83 B 0 ft. Bearing B 3.66 in2 Ilb.> 1429.17 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 800 uniform AR E 1.9 million p.s.i 2375 point C�s��DZACH�IF� FORMULAEUNIF. POINT ---------------------------------- <FNi (W) (A) 3175 Ilb. M NUMBER 4 Members 40 p.s.f. LIVING area MA S Polivy Residence 30 p.s.f. SLEEPING area job# 5252 35 p.s.f. ROOF load beam:---27C� 15 10 -C- Moment due to A C 5 , ✓ ' --0- Moment due to B -& Total Moment a 0 - - - - Deflection -5 3000 '2500 o Load on Beam 12000 1500 .;.. 1000 : 500 0 0.0 1.1 2.1 3.2 4.3 5.4 6.4 7.5 8.6 9.6 10.7 11.8 12.9 13.9 15.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 175 X7+1/4 55.6�-�_1-6:.4 1.07 2784.4 -75 9+ /4 1. X 50 1.04 2693.7 1.75 X 9+1%2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)" 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht nein for SHEAR: 5.5 In. High 0.96 16 2500.2 114.66 = I req'd 11.68-- S req'd 4 = Num.Re 'd. 12:02 PM 12/07/2005 i INPUTS: OUTPUTS: L/ PA 2375 Ilb. 1 Req'd 458.63 in4 480 PB 0 Ilb. S Req'd 46.71 in3 W Live 40 Ilb/ft l multi 4.00 114.66 W Dead 13.33333 11b/ft S multi 4.00 11.68 WB 0 Ilb/ft.max M Max 10121.17 ft.11b. L 15 ft. D Max 0.38 in. A 6.5 ft. Bearing A 4.48 in2 Ilb.> 1745.83 B 0 ft. Bearing B 3.66 in2 Ilb.> 1429.17 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 800 uniform �b ARCy7l� E 1.9 million p.s.i 2375 point �� 'ZA4� c� FORMULAEUNIF. POINT ---------------------------------- o tP (W) (A) 3175 Ilb. NUMBER 4 Members 40 p.s.f. LIVING area ?'oy s� Polivy Residence 30 p.s.f. SLEEPING area VtTH of�P job# 5252 35 p.s.f. ROOF load "y beam: 27D 15 0 10 -g- Moment due to A o C 5 Moment due to B Total Moment �R 0 - v v Deflection -5 3000 500 �2000 r` Load on Beam 1500 1000 500ON 0 0.0 1.1 2.1 3.2 4.3 5.4 6.4 7.5 8.6 9.6 10.7 11.8 12.9 13.9 15.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1/4 55.6 16.4 1.07 2784.4 1:75 X 9+1/4 1 55.4 25 9� 1.04 2693.7 1 X 9+1-/2 1-25:0-`"-27:2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR: 5.5 In. High 0.96 16 2500.2 114.66 = I req'd 11.68 = S re 4 = Num. e 'd. 12:03 PM 12/07/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. 1 Req'd 16.56 in4 480 PB 0 Ilb. S Req'd 12.99 in3 W Live 345 Ilb/ft I multi 2.00 8.28 W Dead 115 Ilb/ft S multi 2.00 6.49 WB 0 Ilb/ft.max M Max 920.00 ft.11b. L 4 ft. D Max 0.10 in. A 0 ft. Bearing A 2.75 in2 Ilb.> 920.00 B 0 ft. Bearing B 2.75 in2 Ilb.> 920.00 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing F(para) 1050 p.s.i 1840 uniform � D ARcy l - E 1.2 million p.s.i 0 point •aA4� c, FORMULAEUNIF. POINT �`' tp (W) (A) 1840 Ilb. o 09 NUMBER 2 Members 40 p.s.f. LIVING area Polivy Residence 30 p.s.f. SLEEPING area A 44JT job# 5252 35 p.s.f. ROOF load beam: 27E a 1500 0 1000 ®_ ®- - ®_ - Moment due to A C 500 0 ® -0- Moment due to B Total Moment T _ -500 ,. . -� -1000 -2- Deflection -1500 RE on L 0.0 0.3 0.6 0.9 1.1 1.4 1.7 2.0 2.3 2.6 2.9 3.1 3.4 3.7 4.0 Length of Beam STANDARD LUMBER SIZES I S I S I S 2x4 5.359 3.063 3x4 8.932 5.104 4x4 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 4x6 48.526 17.646 2x8 47.635 1.3.141� 3x8 79.391 21.901 48 111.15 30.661 2z10 98 932 21.391J 3x10 164.89 35.651 4x10 230.84 49.911 2x1-2 177.98 31.641 3x12 296.63 52.734 412 415.28 73.828 2x14 290.78 43.891 3x14 484.62 73.151 414 717.61 106.31 36.00 =Actual Width Min for SHEAR. 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. I S 1 S I S 10.13 =1 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8x10 535.86 112.81 10x10 678.76 142.89 6x12 697.07 121.23 8xl2 950.55 165.31 10x12 1204.0 209.40 6x14 1127.7 167.06 8x14 1537.7 227.81 10x14 1947.8 288.56 6x16 1706.8 220.23 8xl6 2327.4 300.31 10x16 2948.1 380.39 8.28 =I req'd 6x18 2456.4 280.73 8x18 3349.6 382.81 10x18 4242.8 484.89 6.49 =S req d 2 - unmRe a\ L. 12:26 PM 12/07/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 12.96 in4 480 PB 0 Ilb. S Req'd 10.16 in3 W Live 80 Ilb/ft I multi 2.00 6.48 W Dead 80 Ilb/ft S multi 2.00 5.08 WB 0 Ilb/ft.max M Max 720.00 ft.11b. L 6 ft. D Max 0.15 in. A 0 ft. Bearing A 1.43 in2 Ilb.> 480.00 B 0 ft. Bearing B 1.43 in2 Ilb.> 480.00 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing tD F(para) 1050 p.s.i 960 uniform �\S�E`�A.ZACyiIFc� E 1.2 million p.s.i 0 point FORMULAEUNIF. POINT ------------------------------------------- N (W) (A) 960 Ilb. z p,509 NUMBER 2 Members MA�vc 40 p.s.f. LIVING area Polivy Residence 30 p.s.f. SLEEPING area �s41 job# 5252 35 p.s.f. ROOF load beam�28� 1000 0 500 ® -� -� - - Moment due to A o -500 ® -�- Moment due to B -1000 J Total Moment -1500 Deflection -2000 Load on Beam le 0.0 0.4 0.9 1.3 1.7 2.1 2.6 3.0 3.4 3.9 4.3 4.7 5.1 5.6 6.0 Length of Beam STANDARD LUMBER SIZES I S I S I S 2x4 5.359 3.063 3x4 8.932 5.104 44 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 4x6 48.526 17.646 2x8 47.635 13.141 3x8 79.391 21.901 48 111.15 30.661 2x10 98.932 21.39 3x10 164.89 35.651 4x10 230.84 49.911 2x12 177.98 3 1.6- 3x12 296.63 52.734 412 415.28 73.828 2x14-29V8 43.891 3x14 484.62 73.151 4x14 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =actual ht. I S I S 1 S . 10.13 =I 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8xl0 535.86 112.81 10x10 678.76 142.89 6x12 697.07 121.23 8x12 950.55 165.31 10x12 1204.0 209.40 6x14 1127.7 167.06 8xl4 1537.7 227.81 10x14 1947.8 288.56 6x16 1706.8 220.23 8x16 2327.4 300.31 10x16 2948.1 380.39 6.48 =I req d 6x18 2456.4 280.73 8xl8 3349.6 382.81 10x18 4242.8 484.89 �5.08 =S req'd 2 =num.Re =d r 12:26 PM 12/07/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 7.50 in4 480. PB 0 Ilb. S Req'd 7.06 in3 W Live 80 Ilb/ft I multi 2.00 3.75 W Dead 80 Ilb/ft S multi 2.00 3.53 WB 0 Ilb/ft.max M Max 500.00 ft.11b. L 5 ft. D Max 0.13 in. A 0 ft. Bearing A 1.19 in2 Ilb.> 400.00 B 0 ft. Bearing B 1.19 in2 Ilb.> 400.00 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing F(para) 1050 p.s.i 800 uniform E 1.2 million p.s.i 0 point \5N AR�y/IF FORMULAE LI N I F. POINT ------------------------------------------ � s`�.z,o��N, (W) (A) 800 Ilb. NUMBER 2 Members o a y 40 p.s.f. LIVING area tALDE A Polivy Residence 30 p.s.f. SLEEPING area ay�F�l HA job# 5252 35 p.s.f. ROOF load _ 6_ beam: 29 1000 500 ® ® ® ® Moment due to A C 0 ® Moment due to B -500 -A Total Moment o -1000 Deflection -1500 y Load on Beam 0.0 0.4 0.7 1.1 1.4 1.8 2.1 2.5 2.9 3.2 3.6 3.9 4.3 4.6 5.0 Length of Beam STANDARD LUMBER SIZES I S I S I S 2x4 5.359 3.063 3x4 8.932 5.104 4x4 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 4x6 48.526 17.646 2-x8_..47--.635 1-3.1-41 3x8 79.391 21.901 4x8 111.15 30.661 2x10 98.932_21.391 3x10 164.89 35.651 4x10 230.84 49.911 2x12 177.98 31.641 3x12 296.63 52.734 4x12 415.28 73.828 2x14 290.78 43.891 3x14 484.62 73.151 4xl4 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. I S 1 S 1 S 10.13 =1 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8xl0 535.86 112.81 10x10 678.76 142.89 6xl2 697.07 121.23 8xl2 950.55 165.31. 10x12 1204.0 209.40 6x14 1127.7 167.06 8x14 1537.7 227.81 10x14 1947.8 288.56 6xl6 1706.8 220.23 8xl6 2327.4 300.31 10x16 2948.1 380.39 3.75 =1 req d 6xl8 2456.4 280.73 8xl8 3349.6 382.81 10x18 4242.8 484.89 3-53 =S req'd 2 =num.Re d I 12:26 PM 12/07/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 7.50 in4 480 PB 0 Ilb. S Req d 7.06 in3 W Live 80 Ilb/ft 1 multi 2.00 3.75 W Dead 80 Ilb/ft S multi 2.00 3.53 WB 0 Ilb/ft.max M Max 500.00 ft.11b. L 5 ft. D Max 0.13 in. A 0 ft. Bearing A 1.19 in2 Ilb.> 400.00 B 0 ft. Bearing B 1.19 in2 Ilb.> 400.00 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing F(para) 1050 p.s.i 800 uniform ED ARC E 1.2 million p.s.i 0 point \5�� zq yItFc FORMULAE U N I F. POINT ------------------------ ---------------- lF f (W) (A) 800Ilb. o NUMBER 2 Members o Q 5092 40 p.s.f. LIVING area Polivy Residence 30 p.s.f. SLEEPING area 'yoy Ass. 5y�� job# 5252 35 p.s.f. ROOF load 4(TH beam: 30 1000 x 500 �- ® _ - Moment due to A 0 0 RM 9- ®-'"' Moment due to B 500 - Total Moment -1000 ^ Deflection -1500 x Load on Beam 0.0 0.4 0.7 1.1 1.4 1.8 2.1 2.5 2.9 3.2 3.6 3.9 4.3 4.6 5.0 Length of Beam STANDARD LUMBER SIZES I S I S I S 2x4 5.359 3.063 3x4 8.932 5.104 44 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 46 48.526 17.646 2x8 47.635 1-3..1-41 3x8 79.391 21.901 48 111.15 30.661 2x1 8 32 21.391) 3x10 164.89 35.651 410 230.84 49.911 2x12 177.98 31.641 3x12 296.63 52.734 412 415.28 73.828 2x14 290.78 43.891 3x14 484.62 73.151 414 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. I S I S I S 10.13 =I 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8x10 535.86 112.81 10x10 678.76 142.89 6x12 697.07 121.23 8x12 950.55 165.31 10x12 1204.0 209.40 6x14 .1127.7 167.06 8x14 1537.7 227.81 10x14 1947.8 288.56 6xl6 1706.8 220.23 8x16 2327.4 300.31 10x16 2948.1 380.39 3.75 =I req d 6x18 2456.4 280.73 8x18 3349.6 382.81 10x18 4242.8 484.89 3.53 =S req d 2 =num. R d 12:27 PM 12/07/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 7.50 in4 480 PB 0 Ilb. S Req'd 7.06 in3 W Live 80 Ilb/ft I multi 2.00 3.75 W Dead 80 Ilb/ft S multi 2.00 3.53 WB 0 Ilb/ft.max M Max 500.00 ft.11b. L 5 ft. D Max 0.13 in. A 0 ft. Bearing A 1.19 in2 Ilb.> 400.00 B 0 ft. Bearing B 1.19 in2 Ilb.> 400.00 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing F(para) 1050 p.s.i 800 uniform �� Z-44 F E 1.2 million p.s.i 0 point <F�� FORMULAEUNIF. POINT ------------------------------------------- N (W) (A) 800Ilb. 1 2 W NUMBER 2 Members MAL. A aJ 40 p.s.f. LIVING area Polivy Residence 30 p.s.f. SLEEPING area Al Hof job# 5252 35 p.s.f. ROOF loads . beam; 31 1000 0 500 ®_ - ® ® ®_ _ - Moment due to A C 0 P t- Moment due to B -500 Total Moment -1000 ^ �- Deflection -1500 Load on Beam yn s' i x ii 0.0 0.4 0.7 1.1 1.4 1.8 2.1 2.5 2.9 3.2 3.6 3.9 4.3 4.6 5.0 Length of Beam STANDARD LUMBER SIZES I S I S I S 2x4 5.359 3.063 3x4 8.932 5.104 4x4 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 4x6 48.526 17.646 2x8 47.635 13.141 3x8 79.391 21.901 48 111.15 30.661 2x10 98.932 21.39, 3x10 164.89 35.651 410 230.84 49.911 2x12 177:98=31.641 3x12 296.63 52.734 4xl2 415.28 73.828 2x14 290.78 43.891 3x14 484.62 73.151 4xl4 717.61 106.31 36.00 =Actual Width Min for SHEAR. 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht I S I S I S 10.13 =1 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =s 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6xl0 392.96 82.729 8xl0 535.86 112.81 10x10 678.76 142.89 6x12 697.07 121.23 8x12 950.55 165.31 10x12 1204.0 209.40 6x14 1127.7 167.06 8x14 1537.7 22.7.81 10x14 1947.8 288.56 6x16 1706.8 220.23 8x16 2327.4 300.31 10x16 2948.1 380.39 3.75 =I req d 6x18 2456.4 280.73 8xl8 3349.6 382.81 10x18 4242.8 484.89 3.553,_s regV 2 =num.Re 'd 12:26 PM 12/07/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 12.96 in4 480 PB 0 Ilb. S Req'd 10.16 in3 W Live 80 Ilb/ft I multi 2.00 6.48 W Dead 80 Ilb/ft S multi 2.00 5.08 WB 0 Ilb/ft.max M Max 720.00 ft.11b. L 6 ft. D Max 0.15 in. A 0 ft. Bearing A 1.43 in2 Ilb.> 480.00 B 0 ft. Bearing B 1.43 in2 Ilb.> 480.00 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing F(para) 1050 p.s.i 960 uniform `jy0 ARC E 1.2 million p.s.i 0 point FORMULAE LI N I F. POINT ------------------------------------------ (W) (A) 960 Ilb. z h NUMBER 2 Members o a 092 40 ,p.s.f. LIVING area ��o ALSDs A Polivy Residence 30 p.s.f. SLEEPING area job# 5252 35 p.s.f. ROOF load b; _� 0 beam: n 1000 x 500 is is Moment due to A -500 G�J Moment due to B -1000 Total Moment -1500 a Deflection -2000 Load on Beam 0.0 0.4 0.9 1.3 1.7 2.1 2.6 3.0 3.4 3.9 4.3 4.7 5.1 5.6 6.0 Length of Beam STANDARD LUMBER SIZES I S I S I S 2x4 5.359 3.063 3x4 8.932 5.104 4x4 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 4x6 48.526 17.646 2x8 47.635 13.141 3x8 79.391 21.901 4x8 111.15 30.661 f 2x1-0 98.932 21.391 WO 164.89 35.651 4xl 0 230.84 49.911 12x1-2 177.98 31.6411 3x12 296.63 52.734 412 415.28 73.828 2x14 290.78 43.891 3x14 484.62 73.151 414 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. / S I S 1 S 10.13 =1 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =s 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6xl0 392.96 82.729 8x10 535.86 112.81 10x10 678.76 142.89 6x12 697.07 121.23 8xl2 950.55 165.31 10x12 1204.0 209.40 6x14 1127.7 167.06 8x14 1537.7 227.81 10x14 1947.8 288.56 6xl6 1706.8 220.23 8xl6 2327.4 300.31 10x16 2948.1 380.39 6.48 =1 req d 6x18 2456.4 280.73 8xl8 3349.6 382.81 10x18 4242.8 484.89 5.08=5 req_d 2 =num.Re d 02:03 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. 1 Req'd 99.76 in4 480 PB 0 Ilb. S Req'd 29.49 in3 W Live 975 Ilb/ft 1 multi 2.00 49.88 W Dead 445 Ilb/ft S multi 2.00 14.75 WB 0 Ilb/ft.max M Max 6390.00 ft.11b. L 6 ft. D Max 0.15 in. A 0 ft. Bearing A 10.92 in2 Ilb.> 4260.00 B . 0 ft. Bearing B 10.92 in2 Ilb.> 4260.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 8520 uniform 4istl) ARc, E 1.9 million p.s.i 0 point �e�Ss,Z.za,� FORMULAEUNIF. POINT ---------------------------------- (W) (A) 8520 Ilb. NUMBER 2 Members o Q ' a 40 p.s.f. LIVING area �'so ss ALOE Polivy Residence 30 p.s.f. SLEEPING area job# 5252. 35 p.s.f. ROOF load H F beam 33-1 Y s Moment due to A 0 4 ,� 'Ili-ON\ Moment due to B 2 ® Total Moment 0 0 Deflection 2 v 1500 Y Load on Beam 1000 / �g r 500 t a 0 0.0 0.4 0.9 1.3 1.7 2.1 2.6 3.0 3.4 3.9 4.3 4.7 5.1 5.6 6.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1/4 55.6 �, 16.4 1.07 2784.4 1.75 - X 9+1/4 115.4 25.9 1.04 2693.7 1.75 X 9+1/2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR: 7.25 In. High 0.96 16 2500.2 49.88 = I req'd 14.75 = S req'd i V-2--= Num.Re "'d: 02:04 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 556.20 in4 480 PB 0 Ilb. S Req'd 79.02 in3 W Live 459.9999 Ilb/ft I multi 2.00 278.10 W Dead 273.3333 Ilb/ft S multi 2.00 39.51 WB 0 Ilb/ft.max M Max 17121.29 ft.11b. L 13.66667 ft. D Max 0.34 in. A 0 ft. Bearing A 12.85 in2 Ilb.> 5011.11 B 0 ft. Bearing B 12.85 in2 Ilb.> 5011.11 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 10022.221 uniform rD ARC E 1.9 million p.s.i 0 point �5��.za4�rF0 FORMULAEUNIF. POINT ---------------------------------- �`w g' ��N (W) (A) 10022.221 Ilb. o Qge NUMBER 2 Members Q 40 p.s.f. LIVING area Polivy Residence 30 p.s.f. SLEEPING area job# 5252 35 p.s.f. ROOF load : beam:----3-4 20 15 o Moment due to A g 10 ® ,® --o- Moment due to B 5 - Total Moment a 0 -� Deflection , v v v v v v -5 00 600 _ Load on Beam 200 116 0.0 1.0 2.0 2.9 3.9 4.9 5.9 6.8 7.8 8.8 9.8 10.7 11.7 12.7 13.7 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1/4 55.6 16.4_ 1.07 2784.4 1.75 X 9+1/4 115:4 25.9 1.04 2693.7 1.75 X 9+1/2 125:0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)A 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR: 9.25 In. High 0.96 16 2500.2 278.10 = I req d 39.51 = S req'd 'I 2 = Num.Re 'd. 12:35 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 92.26 in4 480 PB 0 Ilb. S Req'd 40.20 in3 W Live 400 Ilb/ft I multi 2.00 46.13 W Dead 100 Ilb/ft S multi 2.00 20.10 WB 0 Ilb/ft.max M Max 2847.66 ft.11b. L 6.75 ft. D Max 0.17 in. A 0 ft. Bearing A 5.04 in2 Ilb.> 1687.50 B 0. ft. Bearing B 5.04 in2 Ilb.> 1687.50 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing F(para) 1050 p.s.i 3375 uniform ,Ep ARCy�r E 1.2 million p.s.i 0 point �5�`` q,ZA,�Foi FORMULAELINIF. POINT ------------------------------------------ (W) (A) 3375 Ilb. o � 92 - W NUMBER 2 Members pz 4' pENcl 40 p.s.f. LIVING area rAn�ss4. Polivy Residence 30 p.s.f. SLEEPING area job# __�,525� 35 p.s.f. ROOF load beam: >35 � 4 0 3 - Moment due to A o_ ® -®- Moment due to B - 0 --A- Total Moment o _1 a Deflection 2 600 �onam 400 200 [1=ffi��Load 0 0.0 0.5 1.0 1.4 1.9 2.4 2.9 3.4 3.9 4.3 4.8 5.3 5.8 6.3 6.8 Length of Beam STANDARD LUMBER SIZES 1 S / S / S 2x4 5.359 3.063 3x4 8.932 5.104 44 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 4x6 48.526 17.646 2x8 47.635 13.141 3x8 79.391 21.901 4x8 111.15 30.661 2x 0 90 8 932-21-391 3x10 164.89 35.651 410 230.84 49.911 2x12 177.98-31:641 3x12 296.63 52.734 4x12 415.28 73.828 2x14 290.78 43.891 3x14 484.62 73.151 4x14 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. 1 S 1 S 1 S 10.13 =/ 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8xl0 535.86 112.81 10x10 678.76 142.89 6x12 697.07 121.23 8x12 950.55 165.31 10x12 1204.0 209.40 6x14 1127.7 167.06 8xl4 1537.7 227.81 10x14 1947.8 288.56 6x16 1706.8 220.23 8x16 2327.4 300.31 10x16 2948.1 380.39 46.13 =I req d 6x18 2456.4 280.73 8x18 3349.6 382.81 10x18 4242.8 484.89 20.10 =S req'd- 0a-7,S- 12:42 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 1614 Ilb. 1 Req'd 194.59 in4 480 PB 0 Ilb. S Req'd 23.53 in3 W Live 53.3332 Ilb/ft 1 multi 2.00 97.30 W Dead 13.3333 Ilb/ft S multi 2.00 11.76 WB 0 I l b/ft.m ax M Max 5097.92 ft.l l b. L 12.5 ft. D Max 0.31 in. A 3.5 ft. Bearing A 4.05 in2 Ilb.> 1578.75 B 0 ft. Bearing B 2.23 in2 Ilb.> 868.59 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 833.33125 uniform E 1.9 million p.s.i 1614 point 0 AR FORMULAE U N I F. POINT ---------------------------------- v�`�� .ZA�y�lFc� (W) (A) 2447.3313 Ilb. y NUMBER 2 Members 'B092 N 40 p.s.f. LIVING area a d y Polivy Residence 30 p.s.f. SLEEPING area A4DEtJ © Mass. job# 5252 35 p.s.f. ROOF load . beam:r'36� 6 = 4 o Moment due to A 0 2 - Moment due to B 0 Total Moment 0 2 Deflection -4 000 1500 R Load on Beam 1000 500 0 0.0 0.9 1.8 2.7 3.6 4.5 5.4 6.3 7.1 8.0 8.9 9.8 10.7 11.6 12.5 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1/4 55.6 16.4 1.07 2784.4 1'75 X 9+1/4 115:4 25.9 1.04 2693.7 1 -- X 9+1/2 , 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 I Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR: 5.5 In. High 0.96 16 2500.2 97.30 = I req'd 11-.76 = S req'd� 2-=Num.Re d? C 12:42 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 1614 Ilb. I Req'd 194.59 in4 480 PB 0 Ilb. S Req'd 23.53 in3 W Live 53.3332 Ilb/ft I multi 2.00 97.30 W Dead 13.3333 Ilb/ft S multi 2.00 11.76 WB 0 Ilb/ft.max M Max 5097.92 ft.11b. L 12.5 ft. D Max 0.31 in. A 3.5 ft. Bearing A 4.05 in2 llb.> 1578.75 B 0 ft. Bearing B 2.23 in2 Ilb.> 868.59 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 833.33125 uniform ?,0 ARC E 1.9 million p.s.i 1614 point ��`'��.Z44�lF�� FORMULAEUNIF. POINT ----------------------------------- (W) (A) 2447.3313 Ilb. o N NUMBER 2 Members aLw 40 p.s.f. LIVING area �o Mr Aosni Polivy Residence 30 p.s.f. SLEEPING area job#5252 35 p.s.f. ROOF load H F beam: _�37�. 6 0 4 Moment due to A 0 2 Moment due to B 0 - Total Moment a 2 J 0 Deflection v -4 2000 1500 - Load on Beam 1000 500 0 . 0.0 0.9 1.8 2.7 3.6 4.5 5.4 6.3 7.1 8.0 8.9 9.8 10.7 11.6 12.5 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1:75- X-7+T1/4 55.6 �16.4 1.07 2784.4 1:75 X 9+1-/4 115.4--`25.9 1.04 2693.7 1.75 X 9+1/2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Win for SHEAR: 5.5 In. High 0.96 16 2500.2 97.30 = I req'd 1111776_:-_S req'd 2--=-Num-Re'dd 12:44 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 1579.00 Ilb. / Req'd 117.35 in4 480.00 PB 0.00 Ilb. S Req'd 15.09 in3 W Live 500.00 Ilb/ft /multi 1.00 117.3476 W Dead 125.00 Ilb/ft S multi 1.00 15.08844 WB 0.00 Ilb/ft.max M Max 30176.88 ft.11b. L 19.00 ft. D Max 0.48 in. A 2.50 ft. Bearing A 19.75 in2 Ilb.> 7309 B 0.00 ft. Bearing B 16.61 in2 Ilb.> 6145 Fb 24000.00 p.s.i A-36 F(perp) 370.00 p.s.i STEEL TotLoad 0 increasing F(para) 850.00 p.s.i 11875 uniform E 29.00 million p.s.i 1579 point 9 ARCy.f FORMULAE LINIF. POINT 60.00 p.s.f. DECK ---------------------- �� ZA4�Fc� (W) (A) 10.00 p.s.f. DEAD 13454 Ilb. �� y' �N NUMBER 1.00 Members 40.00 p.s.f. LIVING E 35.00 p.s.f.ROOF load r W j 10.00 p.s.f. DEAD 15.00 p.s.f. DEAD at"N Q EN w Polivy Residence 30.00 p.s.f. SLEEPII` 20.00 p.s.f.ATTIC loader job# 5252.00 10.00 p.s.f. DEAD 10.00 p.s.f. DEAD attach TH beam: 38____ 0.00 ., 40 30 - 0 20 Moment due to A c - - Moment due to B 10 Total Moment o Deflection 0 -10 v v v v v 2500 12000 5, 1500 Load on Beam 1000 500 „ - g 3 0 ..r > 0.0 1.4 2.7 4.1 5.4 6.8 8.1 9.5 10.9 12.2 13.6 14.9 16.3 17.6 19.0 Length of Beam A-36 E= Fb= One STEEL: 29 mil.p.s.i. 24000 p.s.i. Member Deflection Moment Minimum Req'd ------------I------------=- --------------S------------ -------------------------------------------------------------- 0 0 0 0 W NA x NA 0 0 6 25 W NA x NA 8 35 8 18 W 8 x 35 10 22 10 17W 10 x 22 12 19 12 16 W 12 x 19 14 22 14 22 W 14 x 22 16 26 16 26 W 16 x 26 01:21 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 4320 Ilb. I Req'd 78.15 in4 480 PB 0 Ilb. S Req'd 31.29 in3 W Live 850 Ilb/ft 1 multi 2.00 39.08 W Dead 380 Ilb/ft S multi 2.00 15.65 WB 0 Ilb/ft.max M Max 6780.00 ft.11b. L 4 ft. D Max 0.10 in. A 2 ft. Bearing A 11.85 in2 Ilb.> 4620.00 B 0 ft. Bearing B 11.85 in2 Ilb.> 4620.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 4920 uniform E 1.9 million p.s.i 4320 point qED ARCy�l FORMULAELINIF. POINT ---------------------------------- e;�� .ZA4FFci (W) (A) 9240 Ilb. N NUMBER 2 Mem bers z p,5 �2 - 40 p.s.f. LIVING areaa Polivy Residence 30 p.s.f. SLEEPING area �� Ass. 3 job# 5252 35 p.s.f. ROOF load beams-39A a 6 o Moment due to A 0 4 -*- Moment due to B 2 ®-- �- Total Moment 0 0 Deflection _0 6 Load on Beam � 4 Cn 0 2 37 0 0.0 0.3 0.6 0.9 1.1 1.4 1.7 2.0 2.3 2.6 2.9 3.1 3.4 3.7 4.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 ,:::�_.75�X-'"7+1/4 55.6 16 4- 1.07 2784.4 1.75 X 9+1%4 115.4 25.9 1.04 2693.7 1.75 X 9+1/2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 .850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 697.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR: 7.25 In. High 0.96 16 2500.2 39.08 = I req'd 15.65 = S req'd Z:2--F-Num.Re- _d. 01:22 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 4320 Ilb. 1 Req'd 338.08 in4 480 PB 0 Ilb. S Req'd 67.94 in3 W Live 530 Ilb/ft I multi 2.00 169.04 W Dead 230 Ilb/ft S multi 2.00 33.97 WB 0 Ilb/ft.max M Max 14720.00 ft.11b. L 8 ft. D Max 0.20 in. A 4 ft. Bearing A 13.33 in2 Ilb.> 5200.00 B 0 ft. Bearing B 13.33 in2 Ilb.> 5200.00 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 6080 uniform E 1.9 million p.s.i 4320 point � o ZAcy�l�c FORMULAEUNIF. POINT ----------------------------------- ��.s`� 4FiyN (W) (A) 10400 Ilb. 9 � NUMBER 2 Members R1o•50UJ 40 p.s.f. LIVING area © �pl N ?. Polivy Residence 30 p.s.f. SLEEPING areay job# 5252 35 p.s.f. ROOF load Rl OF beam: 1� 40 20 15 o Moment due to A C 10 Moment due to B 5 - Total Moment o - = Deflection 6 Load on Beam 0 4 C4 3 L2 ~ 0 io 0.0 0.6 1.1 1.7 2.3 2.9 3.4 4.0 4.6 5.1 5.7 6.3 6.9 7.4 8.0 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1/4 55.6 16.4 1.07 2784.4 1.75 X 9+1/4 115.4 25.9 1.04 2693.7 1.75_X:9+1_/2 125.0 27.2 1.03 2683.9 1:75 X 11+/-4 207.E 37.2� 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR.- 9.25 In. High 0.96 16 2500.2 169.04 = I req'd +33-97=S-req'd �Ci 2-=-N u m-.Re. 'd,, 01:25 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. 1 Req'd 69.25 in4 480 PB 0 Ilb. S Req'd 41.93 in3 W Live 126.6664 Ilb/ft I multi 2.00 34.63 W Dead 166.6666 Ilb/ft S multi 2.00 20.96 WB 0 Ilb/ft.max M Max 2970.00 ft.11b. L 9 ft. D Max 0.23 in. A 0 ft. Bearing A 3.94 in2 Ilb.> 1320.00 B 0 ft. Bearing B 3.94 in2 Ilb.> 1320.00 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing F(para) 1050 p.s.i 2639.9961 uniform ��p ARCy� E 1.2 million p.s.i 0 point_ \��`� ZAP rF�� FORMULAEUNIF. POINT ------------- - - -- - -------- (W) (A) 2639.9961 Ilb. 0 092 NUMBER 2 Members 40 p.s.f. LIVING area a� � nn�A�SN _ Polivy Residence 30 p.s.f. SLEEPING area job# 5252 35 p.s.f. ROOF load '�%. F4_'i F beam.:.,�43 4q �2 4 ®- Moment due to A 0 2 0 ® ® - Moment due to B Total Moment o -2 v J -�- Deflection 4 SRO` m Loadon Beam 0.0 0.6 1.3 1.9 2.6 3.2 3.9 4.5 5.1 5.8 6.4 7.1 7.7 8.4 9.0 Length of Beam STANDARD LUMBER SIZES I S 1 S I S 2x4 5.359 3.063 3x4 8.932 5.104 4x4 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 4x6 48.526 17.646 2x8 47.635 13.141 3x8 79.391 21.901 4x8 111.15 30.661 2x10 98.932_21.3.91 3x10 164.89 35.651 410 230.84 49.911 2x12 177.98 31.641 3x12 296.63 52.734 4x12 415.28 73.828 2x14 290.78 43.891 3x14 484.62 73.151 4x14 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. 1 S 1 S / S 10.13 =► 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8x10 535.86 112.81 10x10 678.76 142.89 6x12 697.07 121.23 8xl2 950.55 165.31 10x12 1204.0 209.40 6x14 1127.7. 167.06 8xl4 1537.7 227.81 10x14 1947.8 288.56 6xl6 1706.8 220.23 8xl 6 2327.4 300.31 10x16 2948.1 380.39 34.63 =1 req d 6x18 2456.4 280.73 8x18 3349.6 382.81 10x18 4242.8 484.89 20.96 =S reqd C2=num`Re d 01:26 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 73.71 in4 480 PB 0 Ilb. S Req'd 49.24 in3 W Live 455 Ilb/ft 1 multi 3.00 24.57 W Dead 320 Ilb/ft S multi 3.00 16.41 WB 0 Ilb/ft.max M Max 3487.50 ft.11b. L 6 ft. D Max 0.15 in. A 0 ft. Bearing A 6.94 in2 Ilb.> 2325.00 B 0 ft. Bearing B 6.94 in2 Ilb.> 2325.00 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing F(para) 1050 p.s.i 4650 uniform E 1.2 million p.s.i 0 point �S' zACH/ 0 FORMULAEUNIF. POINT -------------------------------------------- s` CFfy'.� (W) (A) 4650 Ilb. N N, NUMBER 3 Members z o•raflo2 � W 40 p.s.f. LIVING area MA a Polivy Residence 30 p.s.f. SLEEPING area M s. job# 2 35 p.s.f. ROOF load _ ' 'TH 01 MP beam. 45 4 0 2 - Moment due to A C ® ® - Moment due to B 0 v Total Moment a Deflection -2 Load on Beam 0.0 0.4 0.9 1.3 1.7 2.1 2.6 3.0 3.4 3.9 4.3 4.7 5.1 5.6 6.0 Length of Beam STANDARD LUMBER SIZES 1 S 1 S 1 S 2x4 5.359 3.063 3x4 8.932 5.104 4x4 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 4x6 48.526 17.646 2x8 47.635 13.141 3x8 79.391 21.901 48 111.15 30.661 2x10 9 9 2 21`391 3x10 164.89 35.651 4xl0 230.84 49.911 2x12 177.98 31.641 3x12 296.63 52.734 4xl2 415.28 73.828 2x14 290.78 43.891 3x14 484.62 73.151 414 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. 1 S 1 S 1 S 10.13 =1 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8x10 535.86 112.81 10x10 678.76 142.89 6xl2 697.07 121.23 8x12 950.55 165.31 10x12 1204.0 209.40 6x14 1127.7 167.06 8x14 1537.7 227.81 10x14 1947.8 288.56 6xl 6 1706.8 220.23 8x16 2327.4 300.31 10x16 2948.1 380.39 24.57 =1 req'd 6x18 2456.4 280.73 8x18 3349.6 382.81 10x18 4242.8 484.89 16.41 =S req d 33 =num.Re d 01:27 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. 1 Req'd 153.09 in4 480 PB 0 Ilb. S Req'd 88.62 in3 W Live 945 Ilb/ft I multi 3.00 51.03 W Dead 450 Ilb/ft S multi 3.00 29.54 WB 0 Ilb/ft.max M Max 6277.50 ft.11b. L 6 ft. D Max 0.15 in. A 0 ft. Bearing A 12.49 in2 Ilb.> 4185.00 B 0 ft. Bearing B 12.49 in2 Ilb.> 4185.00 Fb 850 p.s.i #1/#2 F(perp) 335 p.s.i SPF TotLoad 0 increasing `5�!�4,9 ZACy�lfc F(para) 1050 p.s.i 8370 uniform w 1 1- E 1.2 million p.s.i 0 point FORMULAE LINI F. POINT ------------------------------------------ a AG, pg2 W (W) (A) 8370 llb. a EN NUMBER 3 Members 'Ass. 40 p.s.f. LIVING area Polivy Residence 30 p.s.f. SLEEPING area .��; job# 5252 35 p.s.f. ROOF load beam 46-)� s 0 6 - � Moment due to A C 4 - Moment due to B 2 - Total Moment 0 v D Deflection -2 1500 Load on Beam 1000 0 0.0 0.4 0.9 1.3 1.7 2.1 2.6 3.0 3.4 3.9 4.3 4.7 5.1 5.6 6.0 Length of Beam STANDARD LUMBER SIZES I S I S I S 2x4 5.359 3.063 3x4 8.932 5.104 4x4 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 4x6 48.526 17.646 2x8 47.635 13.141 3x8 79.391 21.901 4x8 111.15 30.661 2x10 98.932 21.391 3x10 164.89 35.651 410 230.84 49.911 2-x12177.-98-31-6413 3x12 296.63 52.734 4x12 415.28 73.828 2x14 290.7843-891 3x14 484.62 73.151 414 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. I S I S I S 10.13 =1 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8x10 535.86 112.81 10x10 678.76 142.89 6x12 697.07 121.23 8x12 950.55 165.31 10x12 1204.0 209.40 6x14 1127.7 167.06 8x14 1537.7 227.81 10x14 1947.8 288.56 6x16 1706.8 220.23 8x16 2327.4 300.31 10x16 2948.1 380.39 51.03 =I req d 6x18 2456.4 280.73 8x18 3349.6 382.81 10x18 4242.8 484.89 29.54 =S re_q d _ 3 =num.-R d L� Y 01:28 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 219.82 in4 480 PB 0 Ilb. S Req'd 52.25 in3 W Live 1100 Ilb/ft I multi 2.00 109.91 W Dead 510 Ilb/ft S multi 2.00 26.12 WB 0 Ilb/ft.max M Max 11320.31 ft.11b. L 7.5 ft. D Max 0.19 in. A 0 ft. Bearing A 15.48 in2 Ilb.> 6037.50 B 0 ft. Bearing B 15.48 in2 Ilb.> 6037.50 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 12075 uniform ARiH� E 1.9 million p.s.i 0 point wG�S 1 Z l FORMULAEUNIF. POINT ---------------------------------- (W) (A) 12075 Ilb. z 5,92 N NUMBER 2 Members : d IV ALDEN 40 p.s.f. LIVING area py A S. Qca Polivy Residence 30 p.s.f. SLEEPING area Of � job# 5252_ 35 p.s.f. ROOF load beam: 15 0 10 ,� ® � -®- Moment due to A Moment due to B ® p Total Moment 0 0 Deflection -5 000 Load on Beam 1500 1000 , 500 0.0 0.5 1.1 1.6 2.1 2.7 3.2 3.8 4.3 4.8 5.4 5.9 6.4 7.0 7.5 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5+1/2 24.3 9.8 1.11 2891.0 1.75 X 7+1/4 55.6 16.4 1.07 2784.4 1.75 X 9+1/4 115.4 25.9 1.04 2693.7 1.75 X 9+1/2 _ 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)" 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Hain for SHEAR: 9.25 In. High 0.96 16 2500.2 109.91 = I req'd 26.12 = S req'd -2-N u m-Re'd`--� 12:09 PM 12/07/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. 1 Req'd 154.33 in4 480 PB 0 Ilb. S Req'd 24.73 in3 W Live 380 Ilb/ft I multi 3.00 51.44 W Dead 95 Ilb/ft S multi 3.00 8.24 WB 0 Ilb/ft.max M Max 5358.59 ft.11b. L 9.5 ft. D Max 0.24 in. A 0 ft. Bearing A 5.79 in2 Ilb.> 2256.25 B 0 ft. Bearing B 5.79 in2 Ilb.> 2256.25 Fb 2600 p.s.i Micro= F(perp) 390 p.s.i Lam(12") TotLoad 0 increasing F(para) 825 p.s.i 4512.5 uniform S`�LED AR�y�I� E 1.9 million p.s.i 0 point mac; ZA4 FORMULAEUNIF. POINT -- - - - - - ---------- �� N (W) (A) 4512.5 Ilb. NUMBER 3 Members o a y 40 p.s.f. LIVING area ��o �ASSN Polivy Residence 30 p.s.f. SLEEPING area tiyd`Alr f ` �i job# 5252 35 p.s.f. ROOF load beam: 48 6 o - - Moment due to A 0 2 ®- ®\ Moment due to B 0 Total Moment 0 2 �- Deflection -4 500 .55 400 , w m Y o Load on Beam �300 ri 00 100 0 0.0 0.7 1.4 2.0 2.7 3.4 4.1 4.8 5.4 6.1 6.8 7.5 8.1 8.8 9.5 Length of Beam M I C RO L LAM. I S* 2600.0 = Fb@12"depth 1.75 X 5±1/2 24.3 9.8 1.11 2891.0 1,75 X 7+1/4 55`6 16.4 1.07 2784.4 1.75 X 9+1/4 115.4 25.9 1.04 2693.7 1.75 X 9+1/2 125.0 27.2 1.03 2683.9 1.75 X 11+1/4 207.6 37.2 1.01 2622.9 1.75 X 11+7/8 244.2 41.2 1.00 2603.7 1.75 X 14 400.2 56.0 0.98 2546.1 1.75 X 16 597.3 71.8 0.96 2500.2 1.75 X 18 850.5 89.4 0.95 2460.5 * S values are adj. acording to (12/h)^ 0.136 Others: 597.3 1 Act. 1.75 Act. Width 71.8 S*Act. 16 Act. Ht Min for SHEAR: 5.5 In. High 0.96 16 2500.2 51.44 = I req'd 8.24 = S req'd c-3==N u m=Re '_d 01:30 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. 1 Req'd 38.42 in4 460 PB 0 Ilb. S Req'd 19.80 in3 W Live 330 Ilb/ft I multi 2.00 19.21 W Dead 55 Ilb/ft S multi 2.00 9.90 WB 0 Ilb/ft.max M Max 1732.50 ft.11b. L 6 ft. D Max 0.16 in. A 0 ft. Bearing A 2.04 in2 Ilb.> 1155.00 B 0 ft. Bearing B 2.04 in2 Ilb.> 1155.00 Fb 1050 p.s.i #2 F(perp) 565 p.s.i Sou.Pine TotLoad 0 increasing F(para) 1550 p.s.i 2310 uniform a ARC E 1.6 million p.s.i 0 point �5��`��,ZAk of FORMULAEUNIF. POINT ------------------------------------------- �N .y (W) (A) 2310 Ilb. g2 _ z NUMBER 2 Members z 0. " 40 p.s.f. LIVING area " MMAs Polivy Residence 30 p.s.f. SLEEPING area F, job# 5252 q 35 p.s.f. ROOF load ��,. a beam-:-49 ,,, �2 2 0 1 ® ® Moment due to A 0 0 ® Moment due to B -- Total Moment Deflection -2 Load on Beam 0.0 0.4 0.9 1.3 1.7 2.1 2.6 3.0 3.4 3.9 4.3 4.7 5.1 5.6 6.0 Length of Beam STANDARD LUMBER SIZES I S I S I S 2x4 5.359 3.063 3x4 8.932 5.104 4x4 12.505 7.146 2x6-20.797 7.563 3x6 34.661 12.604 46 48.526 17.646 2-x8-47..635 13:141 3x8 79.391 21.901 48 111.15 30.661 2x10 98.932 21.391 3x10 164.89 35.651 410 230.84 49.911 2x12 177.98 31.641 3x12 296.63 52.734 412 415.28 73.828 2x14 290.78 43.891 3x14 484.62 73.151 414 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. I S I S I S 10.13 =l 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 . 392.96 82.729 8x10 535.86 112.81 10x10 678.76 142.89 6xl2 697.07 121.23 8xl2 950.55 165.31 10x12 1204.0 209.40 6x14 1127.7 167.06 8x14 1537.7 227.81 10x14 1947.8 288.56 6x16 1706.8 220.23 8x16 2327.4 300.31 10x16 2948.1 380.39 19.21 =I req d 6x18 2456.4 280.73 8x18 3349.6 382.81 10x18 4242.8 484.89 9.90 =S req d 2 =num.Re d ,. 01:30 PM 10/21/2005 INPUTS: OUTPUTS: L/ PA 0 Ilb. I Req'd 38.42 in4 460 PB 0 Ilb. S Req'd 19.80 in3 W Live 330 Ilb/ft 1 multi 2.00 19.21 W Dead 55 Ilb/ft S multi 2.00 9.90 WB 0 Ilb/ft.max M Max 1732.50 ft.11b. L 6 ft. D Max 0.16 in. A 0 ft. Bearing A 2.04 in2 llb.> 1155.00 B 0 ft. Bearing B 2.04 in2 Ilb.> 1155.00 Fb 1050 p.s.i #2 F(perp) 565 p.s.i Sou.Pine TotLoad 0 increasing F(para) 1550 p.s.i 2310 uniform tEREU ARC E 1.6 million p.s.i - --------------------0 point w�S 1.Z Hij1 FORMULAEUNIF. POINT - ------------------ �� q<�F� . (W) (A) 2310 Ilb. o NUMBER 2 Members a 92 40 p.s.f. LIVING area �1q ALDMAS N Polivy Residence 30 p.s.f. SLEEPING area y ''S;`' job# 5252 35 p.s.f. ROOF load beam:1 !50 rn 2 0 Moment due to A . o ® - - Moment due to B 0 A- Total Moment Deflection 2 Load on Beam 0.0 0.4 0.9 1.3 1.7 2.1 2.6 3.0 3.4 3.9 4.3 4.7 5.1 5.6 6.0 Length of Beam STANDARD LUMBER SIZES I S I S I S 2x4 5.359 3.063 3x4 8.932 5.104 4x4 12.505 7.146 2x6 20.797 7.563 3x6 34.661 12.604 46 48.526 17.646 2x8--47:635�13'1r4 3x8 79.391 21.901 4x8 111.15 30.661 2x10 98.932 21.391 3x10 164.89 35.651 410 230.84 49.911 2x12 177.98 31.641 3x12 296.63 52.734 4x12 415.28 73.828 2x14 290.78 43.891 3x14 484.62 73.151 4x14 717.61 106.31 36.00 =Actual Width Min for SHEAR: 5.5 In. High (valid for 2x stock only) 1.50 =Actual ht. I S I S 1 S 10.13 =1 6x4 19.651 11.229 8x4 25.904 14.802 10x4 33.049 18.885 13.50 =S 6x6 76.225 27.729 8x6 103.98 37.813 10x6 131.71 47.896 6x8 193.36 51.563 8x8 263.67 70.313 10x8 333.98 89.063 6x10 392.96 82.729 8x10 535.86 112.81 10x10 678.76 142.89 6x12 697.07 121.23 8x12 950.55 165.31 10x12 1204.0 209.40 6xl4 1127.7 167.06 8x14 1537.7 227.81 10x14 1947.8 288.56 6x16 1706.8 220.23 8xl6 2327.4 300.31 10x16 2948.1 380.39 19.21 =l req d 6x18 2456.4 280.73 8xl 8 3349.6 382.81 10x18 4242.8 484.89 9.90 =S req d t'-2-=nurn''Re'd� GENERAL NOTES : LCP LOCATION 2o23s 1.) LOCUS PROPERTY IS COMPRISED OF. SEASON DOCK CATION PER c 1 Lakeview Ave FILE NANo. ARTCK LO ASSESSORS MAP 232 PARCEL 028 LC. PLAN 20239 C (SH. 3) CERTIFICATE OF TITLE: 136,153 / Laknicle Dr OWNER. LINDA G. POLIVY l Point I ' '� 120 GORDON ROAD Hol Rd j LOCUS ,--- / WABAN, MA 02468 wequaquet Lake 2.) THE PROPERTY LINE INFORMATION, EXISTING UTILITY LOCATIONS,, / ( WATER FY V. =33.2'+ EXISTING CONDITIONS & TOPOGRAPHY PER: I , (05 NOV 04) EXISTING CONDTIONS PLAN 312 HOLLY POINT ROAD, MAX. WATER 5URF ELEV. =34./ CENTERVILLE, YA (RED) PREPARED FOR KENNETH POLNEY, 120 GORDON ROAD WABAN, MA. Eq&r OF __ BY HOOD SURVEYING GROUP, 18 ROUTE 6A, SANDWICH, MA 02563 Wequaquet Lake T - cL +P�_ WETLAND DELINEATION BY: (508) 888-1090 BVW I (5TARn EDGE�OF POND� BVW 5VW-5(END) ENSR International WffWr _ 95 State Road 3.) PROJECT DATUM: NGVD 1929 LOCUS MAP NOT TO SCALE B - TOP f/NLAND 1 e OF v�- Sagamore Beach, MA 02562-2415 PROJECT BENCHMARK: SEE PLAN K E1:34. g. ND PL 35 E0c 4.) EXISTING SEPTIC SYSTEM LOCATION IS APPROXIMATE. Bk1Y3— t5.V.w• —36— PER PERMIT 12005-006. COMPLETED JUNE 30, 2005 5AND _ 5.) ZONING INFORMATION -- — .-_-- =' - ZONING DISTRICTS. RD-1 71 3 G/ OVERLAY DISTRICTS. GP GROUNDWATER PROTECTION �� r _ � 36- — RPOD RESOURCE PROTECTION OVERLAY DISTRICT / - 39— — MINIMUM CURRENT ZONING REQUIREMENTS \I 0-� :% MINIMUM LOT AREA: 2 ACRES (RPOD) ---a0-- ,, MINIMUM FRONTAGE. 150' N PPOSED��oRK _ `— MINIMUM WIDTH: N/A SHED FOR HOUSE REN&TATIO ---- \ MAXIMUM BUILDING HEIGHT. 30' `� / -- — 42 � r ,� 44_, \ MAXIMUM LOT COVERAGE. N/A -�1'0 -98 Bu i/ GP IMPERVIOUS COVERAGE: MAX. OF 2500 SF OR 15% OF LOT AREA -14 B'V. OR 50% OF LOT AREA IF ALL RUNOFF IS RECHARGED ON SITE - 4.0-091- 8' MINIMUM AREA TO BE LEFT IN NATURAL STATE 30% PROP. DRYWELL / EXISTING FRONT YARD SETBACK = 30' SIDE & REAR YARD SETBACK = 15' REMOVED EXISTING ASPHALT / =\� O.F. 46.34 4 BEDROOM 6.) COMMUNITY PANEL NUMBER 250001 0005 C DRIVE / HOU5E (#312) THE FLOOD INSURANCE RATE MAP DEFINES THIS AREA AS ZONE C, 3 (CRAWL SPACE) AN AREA OF MINIMAL FLOODING. 46— \ 1-CAR GARAGE F X 7.) LOCATION OF UNDERGROUND UTILITIES ARE APPROXIMATE AND MUST �T .�. 46.27 \ BE VERIFIED IN FIELD BY THE CONTRACTOR AND APPROPRIATE UTILITY BIT. CONC. �o D COMPANIES PRIOR TO ANY CONSTRUCTION. F •�-- --� 100, 312 Holly Point Road ro B.V.w. • _ • 5 C Centerville, Massachusetts TAN A5 I PREPARED FOR PROPOSE ° I VE I ° \ f E Kenneth Polivy DIU � XI SITING .A,S_ J - \ --- X ► Wetlands Permit Plan R = 66.38 - Proposed Addition & Decks 3-,L = 150.00, -------._____ - --Frig �6''�-\r`��•----' -------� BAXTER NYE ENGINEERING & SURVEYING BENCHMARK: MAG NAIL 5ET. Registered Professional �H� ELEV. = 47.04 (NGVD) HOLLY POINT ROAD Engineers and Land Surveyors �� M4Ss�cy (40' WIDE) 812 Main Street, Osterville,MA 02655 STE N N Phone- (508)428-9131 Fax -(508)428-3750 D.E.P. File #SE 3=4439 _, GIsTEa� � CONSERVATION NOTES: 20 0 20 40 �FSS0NJAi. 1. NO WORK IS TO BE DONE UNTIL FORMS A & B ALONG WITH REQUIRED SCALE IN FEET PHOTOGRAPHS ARE SUBMITTED TO CONSERVATION COMMISSION. 2. LIMIT OF WORK TO BE MAINTAINED IN GOOD REPAIR UNTIL SCALE: 1" = 20' DATE. 08-22-05 COMPLETION OF PROJECT. REV: DATE: REMARKS 3. ALL ROOF LEADERS TO DISCHARGE TO PROPOSED DRYWELLS. —1— 9 4. PROPOSED BUFFER —26-05 Add New Addition PLANTING TO BE REVIEWED AND APPROVED —2— 1 —265 Add Buffer BY CONSERVATION COMMISSION STAFF. 5. VISTA PRUNING TO BE PREFORMED IN CONSULTATION WITH DRAWING NUR CONSERVATION COMMISSION STAFF 0: 2005 SURV WRKSH 2O05-097 b.dw 2005-097