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HomeMy WebLinkAbout0141 MAUSHOP AVENUE I y l M,cw� �� ' C �� I i Town of Barnstable j j /.lam - Post This Car'd�So TFat it is.V�s�ble,From tFie Street Approved Plans Must be Retained on'Job andahis Card Must be Kept •, Ssrw s ,: • J 39. 6' Posted Until Final In"spect�on Has Been Made 3 B ° Wher a Certificate of Occupancy is Required;such Bu�ldmg shall Not:be Occ pied until a Final Inspection has been made �l 1 z � ,. _ :h.t, _ Of ,r�lt �. A � T.,_. Permit No. B-17-4004 Applicant Name: RETROFIT INSULATION, INC. Approvals Date Issued: 11/27/2017 Current Use: Structure Permit Type: Building-Insulation-Residential Expiration Date: 05/27/2018 Foundation: Location: 141 MAUSHOP AVE, BARNSTABLE Map/Lot: 299-093-003 Zoning District: RG Sheathing: Owner on Record: MUELLER,CHARLES F&NANCY K TRS n Contractor.:Name: RETROFIT INSULATION, INC. Framing: 1 Address: 350 BOYLSTON ST UNIT 105 Contractor:License: 160461 2 NEWTON, MA 02459 Est. Project Cost: $0.00 Chimney: >- Description: Weatherization Permit Fee: $85.00 Insulation: Project Review Req: Fee Paid: $85.00 Date: 11/27/2017 Final: r Plumbing/Gas Rough Plumbing: Building Official Final Plumbing: This permit shall be deemed abandoned and invalid unless the work authorized by this permit is commenced within six months after issuance. Rough Gas: All work authorized by this permit shall conform to the approved application and the approved construction documents for which this permit has been granted. All construction,alterations and changes of use of any building and structures shall be in compliance with the local zoning by-laws and codes. Final Gas: This permit shall be displayed in a location clearly visible from access street or.roadand shall be maintained open for,public inspection for the entire duration of the work until the completion of the same. w Electrical RE The Certificate of occupancy will not be issued until all applicable signature"s by the Building and Fire Officials are provided on this permit. Service: Minimum of Five Call Inspections Required for All Construction Work: 4 Rough: 1.Foundation or Footinga, a-- 2.Sheathing Inspection Final: 3.All Fireplaces must be inspected at the throat level before firest flue lining is installed 4.Wiring&Plumbing Inspections to be completed prior to Frame Inspection Low Voltage Rough: 5.Prior to Covering Structural Members(Frame Inspection) 6.Insulation Low Voltage Final: 7.Final Inspection before Occupancy Health Where applicable,separate permits are required for Electrical,Plumbing,and Mechanical Installations. Work shall not proceed until the Inspector has approved the various stages of construction. Final: "Persons contracting with unregistered contractors do not-have access to the guaranty fund" (as set forth in MGL c.142A). Fire Department Building plans are to be available on site Final: ,� All Permit Cards are the property of the APPLICANT-ISSUED RECIPIENT TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION aqq 64'12 06 '9—N A 0 Map Parcel Application # Health Division Date Issued Z,27 !7 ,eA1;L Conservation Division Application Fee Planning Dept. Permit Fee 0 Date Definitive Plan Approved by Planning Board �IYI!9'r Historic - OKH _Preservation/ Hyannis Project Street Address �� rl'1,4y �' 00 - �}l�'ti,Sjt�✓ j'�f�- O� G Village ..._.Owner Ar 1 imUQGIe --7 Address �'I� MA kao Auz Telephone_ /7 03 a ? ��f�y S►ti4 � ��a Permit Request 1 -?� UCo y Va- t,-, A-1 E+ Square feet: 1 st floor: existing proposed 2nd floor: existing proposed Total new Zoning District Flood Plain Groundwater Overlay Project Val uatiorS 0 onstruction Type t Lot Size Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family �r Two Family ❑ Multi-Family (# units) Age of Existing Structure Historic House: ❑Yes ❑ No On Old King's Highway: ❑Yes ❑ No Basement Type: ❑ Full ❑ Crawl ❑Walkout ❑ Other Basement Finished Area(sq.ft.) Basement Unfinished Area (sq.ft) Number of Baths: Full: existing new Half: existing new Number of Bedrooms: existing _new Total Room Count (not including baths): existing new First Floor Room Count Heat Type and Fuel: ❑ Gas ❑ Oil ❑ Electric ❑Other Central Air: ❑Yes ❑ No Fireplaces: Existing New Existing wood/coal stove: ❑Yes ❑ No Detached garage: ❑ existing ❑ new size_Pool: ❑ existing ❑ new size _ Barn: ❑ existing ❑ new size_ Attached garage:.❑ existing ❑ new size —Shed: ❑ existing ❑ new size _ Other: Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ Commercial ❑Yes ❑ No If yes, site plan review # Current Use Proposed Use APPLICANT INFORMATION (BUILDER OR HOMEOWNER) / 2 Name � ..�, QSi��Ofi-3`-) Telephone Number Address �- C�< 1,oy , D S,— License# /0a2 '7 ) S t.�: dD AlC V"/\ A Home Improvement Contractor# r Email ti 9 7 e Worker's Compensation # tlqb-> ALL ANSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO SIGNATURE DATE S I FOR OFFICIAL USE ONLY APPLICATION # DATE ISSUED MAP/ PARCEL NO. ADDRESS r VILLAGE i OWNER DATE OF INSPECTION: FOUNDATION FRAME INSULATION FIREPLACE ELECTRICAL: ROUGH FINAL PLUMBING.: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING DATE CLOSED OUT ASSOCIATION PLAN NO. Etwnnd Avenue ransttitt;;Ri 029 .0:. RI .SE, ..; ` wwrv.Rt teni!'ineering.com ENGINEERING" OWNER AUTHORVATION FOR( 1� CbaoO F'Mueper (Qhyner',s1Vame Owner df the property.1iicntctl a€.: tat i 4lausbupAreue - (Property Address� Itar6 b1e 1iA 02630 w.._. . ._.._. _. _ ........ .... (Property Address)'. hereby aatt►orize Retrofit Insulation (Subconrrraetax) r an authorized subcontractor i`4 MSE Engineering,to act on myl)ehaff tio.:obtaima building;, permit and o perform work.on.my property.This farmis.only valid wnh.a signed contract:: 'Cher Permit will be secured by the insulation co,ntractor,at no additional costAt is the-homeovrnies res ansibih to close out'this p ty ,, perms#by cntactie'g tl a�r.ntun}c;palty at tie corriplet�nn of tlils Mork <: _. owner' S' store x > ��� / ()7112,�01'i l LA I. 14t�Skc� ►� 26. o 159•S�' R a C :r o e a 4 LOT 4 tia 2.15 ACRES± o� CONCRETE 6 FOUNDATION 84, N )539, 0 0 0 L 03 l to TO OFFSHOOT ) ROAD FOUNDATION PLOT PLAN DCE #04-337 LOT 4 PREPARED EXCLUSIVELY FOR THE PURPOSE OF OBTAINING A BUILDING PERMIT, NOT FOR ANY OTHER USE LOCATION OFFSHOOT ROAD BARNSTABLE, MA SCALE : 1 " = 80' DATE : AUGUST 5, 2008 PREPARED FOR: REFERENCE MAP 299 PARCEL 93 FOUR ACRE REALTY TRUST LOT 4 PB 617 PG 42 1 HEREBY CERTIFY THAT THE STRUCTURE SHOWN ON THIS PLAN IS LOCATED ON THE P��NOf Mgss GROUND AS SHOWN HEREON. TIMOTHYoff 508-362-4541 s� fax 5W 362-9M �O H. O COVEI.L n 0 .38035 � down cape engineering, Inc. Cl V/L ENGINEERS LAND SURVEYORS T 93 0 Moln Street — YARMOUTHPORT, MASS DATE REG LAND R l T TOWN OF BARNSTABLE BUILDING PERMIT APPLICATION Map Parcel Application# Q C665� Health Division 2-00 9 Date Issued Conservation Division Application Fe Tax Collector Permit Fee p Treasurer_ Planning Dept. Date Definitive Plan Approved by Planning Board Historic-OKH Preservation/Hyannis Project Street Address /04/1-v 1,4 6,1Gl Village lyio-105­151 r 7-4 r.�r 64s_ Owner �y� GILT .�[<-y `/2 f Address o Telephone O - 36 Z.- Permit Request- CA,� Square feet: 1 st floor:existing—proposed/of Y7 2nd floor:existing proposed Total view Zoning District Z 6- Flood Plain Groundwater Overlay , Project Valuation b [ Construction Type Y9 Lot Size _ Grandfathered: ❑Yes ❑No If yes, attach supporting documentation. Dwelling Type: Single Family er Two Family ❑ Multi-Family(#units) Age of Existing Structure Historic House: ❑Yes ❑No On Old King's Highway: ✓fes ❑No Basement Type: 0 Full ❑Crawl ❑Walkout ❑Other Basement Finished Area(sq.ft.) Basement Unfinished Area(so-ft) 87 Number of Baths: Full:existing new Half:existing newer Number of Bedrooms: existing new j = Total Room Count(not including baths):existing new First Floor Room Ckht -, s Heat Type and Fuel dtas ❑Oil ❑Electric ❑Other V N y> Central Air: 6'les Ll No Fireplaces: Existing New Z. Existing wood/coal sto e: ❑Y1, L to Detached garage:❑existing ❑new size Pool❑existing ❑new size Barn:❑existin `;-❑new size Attached garage:❑existing Wh"ew size 5 Shed:❑existing ❑new size Other: Zoning Board of Appeals Authorization ❑ Appeal# Recorded❑ Commercial ❑Yes ❑No If yes, site plan review# Current Use Proposed Use BUILDER INFORMATION Name A✓'"-"Ay�:?eIepho a Number Address �l Y 3 License# C Sr �viSz/ sr -i3�� �2Z 3 Home Improvement Contractor# Worker's Compensation#20o/6.)6 ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO SIGNATURE DATE I \ FOR OFFICIAL USE ONLY \ . APPLCA20N* k ® . • . DAT/ISSUED MAP/P RCELNO \ ADDRESS 'VILLAGE ' ! OWNER / DATE OF INSPECTION: FOUNDATION b� FRAME INSULATION am. 10 - -O � ' 4! FIREPLACE ELECTRICAL: ROUGH FINAL ` PLUMBING: ROUGH FINAL . GAS: ROUGH FINAL kFINAL BUILDING - � DATE ClLosm OUT , ASSOCIATION PLAN NO. } \ . . Town of Barnstable Building Department - 200 Main Street BARNSTABLE. * Hyannis, MA 02601 9� MASS. ,��' (508) 862-4038 CFO MA'S s Certificate of Occupancy Application Number: 200708052 CO Number: 20080345 Parcel ID: 299093003 CO Issue Date: 06/22109 Location: 141 MAUSHOP AVE Zoning Classification: Proposed Use: DEVELOPABLE LAND Village: BARNSTABLE Gen Contractor: WOOLLARD, HOWARD W. Permit Type: RC00 CERTIFICATE OF OCCUPANCY RES Comments: Building Department Signature Date Signed TOWN OF BARNSTABLE c° { ° �HE Bu�� ing Application Ref: 200708052 • BARNSTABLE, + Issue Date: OS/27/08 Permit 9 MASS. �A i639• Applicant: WOOLLARD HOWARD W. rF�MAC A Permit Number: B 20081081 Proposed Use: DEVELOPABLE LAND Expiration Date: 11/24/08 Location 1.41 MAUSHOP AVE Zoning District Permit Type: NEW SINGLE FAMILY HOME Map Parcel 299093003 Permit Fee$ 1,845.00 Contractor WOOLLARD,HOWARD W. Village BARNSTABLE App Fee$ 100.00 License Num 015834 Est Construction Cost$ 450,000 Remarks APPROVED PLANS MUST BE RETAINED ON JOB AND SINGLE FAMILY 4 BEDROOM HOME THIS CARD MUST BE KEPT POSTED UNTIL FINAL SIXTH EDITION INSPECTION HAS BEEN MADE. WHERE A CERTIFICATE OF OCCUPANCY IS REQUIRED,SUCH Owner on Record: WOOLARD, HOWARD W BUILDING SHALL NOT BE OCCUPIED UNTIL A FINAL Address: PO BOX 263 INSPECTION HAS BEEN MADE. BARNSTABLE,MA 02630-0263 Application Entered by: SS Building-Permit Issued By: THIS PERMIT CONVEYS NO RIGHT TO OCCUPY ANY;STREET;ALLY,OR SIDEWALK OR ANY PART THEREOF, EITHER,,,TEMPORARILY OR PERMANENTLY. ENCROACHEMENTS ON PUBLIC PROPERTY,NOT SPECIFICALLY PERMITTED UNDER THEBUILDING CODE,MUST BE APPROVED BY,THE JURISDICTION. STREET ORALLY GRADES AS WELL AS DEPTH,AND LOCATION OF PUBLIC SEWERS MAYBE OBTAINED'FROM THE DEPARTMENT OF,PUBLIC WORKS.:' THE ISSUANCE OF THIS PERMIT DOES NOT RELEASE THE APPLICANT FROM THE CONDITIONS OF ANY APPLICABLE SUBDIVISION RESTRICTIONS. MINIMUM OF FOUR CALL INSPECTIONS REQUIRED FOR ALL CONTSTRUCTION WORK: 1.FOUNDATION OR FOOTINGS. 2.ALL FIREPLACES MUST BE INSPECTED AT THE THROAT LEVEL BEFORE FIRST FLUE LINING IS INSTALLED. 3.WIRING&PLUMBING INSPECTIONS TO BE COMPLETED PRIOR TO FRAME INSPECTION. 4.PRIOR TO COVERING STRUCTURAL MEMBERS(READY TO LATH). 5.INSULATION. 6.FINAL INSPECTION BEFORE OCCUPANCY. WHERE APPLICABLE,SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL,PLUMBING AND MECHANICAL INSTALLATIONS. WORK SHALL NOT PROCEED UNTIL THE INSPECTOR HAS APPROVED THE VARIOUS STAGES OF CONSTRUCTION. PERMIT WILL BECOME NULL AND VOID IF CONSTRUCTION WORK IS NOT STARTED WITHIN SIX MONTHS OF DATE THE PERMIT IS ISSUED AS NOTED ABOVE. PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS DO NOT HAVE ACCESS TO GUARANTY FUND(as set forth in MGL c.142A). ;. Iwo -1—S BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS .- --�K o` t51 ? ��� G G� � o 3 �.f x—, 1 He ting Inspection Approvals Engineering Dept �o � ( C� r�q U� -jam►� i�N� Fire Dept 2 '�7-\, S Board of Healthy r °FIME,, Town of Barnstable, a Regulatory Services + BA"S'rAELE, MASS. Thomas F.Geller,Director 'OTfDhw�A, BuRdinb DiYision Tom Perry, Building Commissioner 200 Main Street, Hyannis,MA 02601 "w.town.barnstable.ma.us Office: 508-862-403 8 Fax: 508-790-6230 Property Owner Must Complete and Sign This Section If Using ABuild'er 1,,� � � Cam ,. , e as Owner of the subject property J P PrtY' hereby authorize to act on my behalf, is all matters relative to.work authorized by this building permit application for. . (Address of Job) Signature of Owner Date Print Name Q:FORMS:0 W NERP ERM IS S ION r t Affidavit of Substantial Financial Interest 606y , on oath depose and state as follows: 1. 1 am an applicant for a building permit for the property located at MapZ19 , Parcel o 3 6219 -3--. The address of the property is /y/ ��as �D 2. 1 have O % legal or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above. 3. Within in the last twelve months from today's date, which is 1Z = /Y—� 7, the following individuals or entities have had a 1% or greater legal or equitable interest in the real property which is the subject of the building permit application which is identified in paragraph 1 above: Name Address 4. Within the last twelve months, from today's date, which is , I have had a 1% or greater legal or equitable interest in the following properties which have been the subject of a building permit application: Map/Parcel Address 5. Within this calendar year, I have submitted building permit applications for property in which I have a 1% or greater legal or equitable interest. 6. Within the last ten days, I have submitted (25 building permit applications for property in which I have a 1% or greater legal or equitable interest. 7. Within this month, I have submitted 0 building permit applications for property in which I have a 1% legal or equitable interest. 8. Within.this month, I have received ® building permits for property in which I have a 1% legal or equitable interest. Signed under the pains and penalties of perjury, this/y day of OG'� , 200_, 2001-0050/affin 1 Q/LOTTERY/AFFI DAVIT y 1 ` ---�----------------- Check of Beam 1 : LOT 4 Offshoot Rd 17 ' Rafter , INPUT Floor I Live Load ( K /Ft -2) : 0.03 I Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.015 I Species : Spruce-Pine-Fi Wet Use : No I Snow Load ( K /Ft -2) : 0 I Grade : 1200f Rep. Use : Yes I TL Deflection : L/180 I Trib. Width : 1 ' -4" Lt. Cant. : N I LL Deflection : L/240 I DOL : 100 Rt. Cant. : N I Pattern Loading : No I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 1 17 ' -0" Actual 117 ' -0" Brg. 10" 0" Min. 1.5" 1.5" Total Length : 17 ' -0" MEMBER SELECTED Sawn Spruce-Pine-Fir 1200f 2x10 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In -2) 1 ( K /In -2) 1 ( In) 1 ( In) MAX VALUE I 0.51 1 1.216 1 0.050135 1 -0.633 1 -0.950 % OF ALLOW 1 n/a 1 88 1 71 1 74 1 83 LOCATION 1 0" 1 8 ' -6" 1 16 ' -2 .75" 1 8 ' -6" 1 8 ' -6" MAXIMUM! HANGER FORCES 0.51 K (LEFT) 0.51 K (RIGHT) I ----------------------------------------------------------� 10 In. 1 Deep 1 _ e .,�------------------------------.- ------ ��510 lbs Max 1 9 510 lbs Ma X. A .... RIS V w � 170 lbs DL Yy sTucTuRL 170 lbs DL 340 lbs LL ' N 1.?9488 `�- 340 lbs LL 0.51 K iST ��< ". 0.51 K General Notes k_ 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. , 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. r . -------------------------------------------------------------------------------- Design of Beam l : LOT 4 Offshoot Rd AB1 INPUT Floor I Live Load ( K /Ft -2) : 0.04 I Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.02 I Species Wet Use : No I Snow Load ( K /Ft -2) : 0 i Grade : 1.8E Rep. Use : No I TL Deflection : L/240 I Trib. Width : 13 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loading : No I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 116 ' -0" Actual 116 '-0" Brg. Q" 0" Min. 1.585" 1.585" Total Length : 16 ' -0" MEMBER SELECTED Generic LVL 1.8E 1.75x14x3 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR i LL-DEFL I TL-DEFL ( K ) I ( K /In -2) I ( K /In -2) I ( In) I ( In) MAX VALUE I 6.24 I 1 . 746 I 0.10878 I -0.355 I -0.532 OF ALLOW I n/a I 68 I 38 I 66 I 66 LOCATION I 0" I 8 ' -0" I 14 ' -10" I 8 ' -0" I 8 ' -0" MAXIMUM HANGER FORCES 6.24 K (LEFT) 6.24 K (RIGHT) ------------------------------------------------------------ I 14 In. I Deep _ �f � 6240 lbs Max. JBLLIJ#� o. ��g 6240 lbs Ma ` BISHOP cr. X. STRUCTURAL 2080 lbs. DL 2080 lbs DL ( sue No.29a�8 y 4160 lbs LL �} �g � 4160 lbs LL 6.2 K y` ,`rpiJE�c� 6.2 K General Notes 1 . Beam weight is assumed to be included in Dead Load. 2. Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. r Design of Beam 1 : LOT 4 Offshoot Rd V2 INPUT Floor I Live Load ( K /Ft -2) : 0.03 I Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.015 I Species Wet Use : No I Snow Load ( K /Ft -2) : 0 I Grade : 1.8E Rep. Use : No I TL Deflection : L/240 I Trib. Width : 1 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loading : No I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 115 ' -0" Actual 115 ' -0" Brg. 0" 0" Min. 1 .508" 1.5" Total Length : 15 ' -011 ADDITIONAL LOADS (Distances are from left end) Units: K Ft REF I LOAD I LOAD I DISTANCE I LOAD I BEGIN I END NO. I CASE I TYPE I TO START I LENGTH I VALUE I VALUE 1 1 D I L 1 0 I 15.00 I 0.34 I 0.00 2 1 L I L 1 0 I 15.00 I 0. 78 I 0.00 MEMBER SELECTED Generic LVL 1 .8E 1.75xll.875x3 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In -2) I ( K /In -2) I ( In) I ( In) MAX VALUE I 5.938 I 1 . 693 I 0.116 I -0.363 I -0.523 o OF ALLOW I n/a I 65 I 40 I 72 I 69 LOCATION I 0" 16 - -4.987" I 14 - -.125" I 71 -2. 777" I 71 -2.777" MAXIMUM HANGER FORCES 5.938 K (LEFT) 3.138 K (RIGHT) ---------------------------------------------- ------------- 11 .88 In. IC Oil IthA ' Deep _ e : �t�A --------------------------------------wr' --Tia�Ttsti'— rnp--�------- 5938 lbs Max. � No 3138 lbs Ma x. •29�8�,.�c� iS'f Cc�+�� i 1812 lbs DL ®'. 962 .5 lbs DL 4125 lbs LL `"' : 2175 lbs LL 5.9 K 3.1 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. - 4. Bearing across full width of beam is required. 5 . Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. f Design of Beam 1 : LOT 4 Offshoot Rd 2B1 INPUT ' Floor I Live Load ( K /Ft -2) : 0.03 I Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.015 I Species Wet Use : No I Snow Load ( K /Ft -2) : 0 I Grade Rep. Use : No I TL Deflection : L/300 I Trib. Width : 12 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loading : No I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 124 ' -0" Actual i 24 ' -0" Brg. 0" 0" Min. '0" 0" Total Length : 24 ' -0" MEMBER -SELECTED Steel WF W10x30 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I. REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In -2) I ( K /In -2) I ( In) i ( In) MAX VALUE I 6.48 I -14.4 I 2.063 I -0.545 I -0.818 % OF ALLOW I n/a I 60 I 14 I 68 I 85 LOCATION I. 0" i 12 ' -0" I 0" I 12 ' -0" I 12 ' -0" MAXIMUM HANGER FORCES 0 K (LEFT) 0 K (RIGHT) ----=------------------------------------------------------- I I 10.47 In. I Deep ; � 1 ---------------------------------77. _------------ s, �s�eP , a 6480 lbs Max. STRUCTURAL 6480 lbs Ma x. 2160 lbs DL 2160 lbs DL 4320 lbs LL ,t76�AL,,�'� 4320 lbs LL 6.5 K - 6.5 K General Notes 1. Beam weight is. assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. Design of Beam 1: LOT 4 Offshoot Rd 2B2 INPUT ` Floor 1 Live Load ( K /Ft -2) : 0.03 I Slope 0 in 12 Code : BOCA 1 Dead Load ( K /Ft -2) : 0 .015 I Species Wet Use : No I Snow Load ( K /Ft -2) : 0 1 Grade Rep. Use : No 1 TL Deflection : L/300 1 Trib. Width : 12 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N 1 Pattern Loading : No I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 1 21 ' -0" Actual 1 21 ' -0" Brg. U" 0" Min. 0" 0" Total Length : 21 ' -0" MEMBER SELECTED Steel WF W10x22 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL t REACTION 1 BENDING I SHEAR I LL-DEFL 1 TL-DEFL 1 ( K ) 1 (_ K /In -2) 1 ( K /In -2) 1 ( In) 1 ( In) MAX VALUE l 5. 67 I -15.4 i 2.323 1 -0.460 1 -0.691 % OF ALLOW 1 n/a 1 64 1 16 1 65 1 82 LOCATION 1 0" 1 10 ' -6" 1 0" 1 10 '-6" 1 10 '-6" MAXIMUM HANGER FORCES 0 K (LEFT) 0 K (RIGHT) ------------------------------------------------------------ I 10.17 In. 1 Deep 1 o• v, 670 lbs Ma 5670 lbs Max. 5 CAM �' z: �i{y rsHnPf 99r c, �T X. f1CIRR�L 1890 lbs DL No.29q�8 � ,, 1890 lbs DL 3780 lbs LL 3780 lbs LL 7ER `� 5.7 K � �'�N 5.7 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full ,width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. Design of, Beam 1 : LOT 4 Offshoot Rd 2B3 INPUT Floor I Live Load ( K /Ft -2) : 0.03 I Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.015 I Species Wet Use : No I Snow Load ( K /Ft -2) : 0 I Grade : 1.8E Rep. Use No I TL Deflection L/300 I Trib. Width 14 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loading : No I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 19 ' -0" Actual 19 ' -0" Brg. 0" 0" Min. 1.5" 1.5" Total Length 9 ' -0" MEMBER SELECTED Generic LVL 1.8E 1. 75x9.5x2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In -2) I ( K /In -2) I ( In) I ( In) MAX VALUE I 2.835 I 1.454 I 0.10539 I -0.138 I -0.207 % OF ALLOW I n/a I 54 I 36 I 45 I 57 LOCATION I 9 ' -0" I 4' -6" I 8 '-2.5" I 4' -6" I 4' -6" MAXIMUM HANGER FORCES 2 . 835 K (LEFT) 2.835 K (RIGHT) ---------------------------------------- ------------------ I I 9 .5 In. I Deep -- ------------------------- 0 11M 0. � 2835 lbs Ma Bl lop 2835 lbs Max. STRUCTURAL ? X, No.29488 945 lbs DL Q, 9F 945 lbs DL rj 4'/cTER t�.' "� 1890 lbs LL '�F�� �yC,��� 1890 lbs LL 2.8 K � 2.8 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. Check of Beam 1 : LOT 4 Offshoot Rd 2B7 INPUT Floor I Live Load ( K /Ft -2) : 0.03 I Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.015 I Species : Spruce-Pine-Fi Wet Use : No I Snow Load ( K /Ft -2) : 0 I Grade : 1200f Rep. Use : No ( TL Deflection : L/300 I Trib. Width 14 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loading : No I Side Loaded : NO SPAN DATA (Length is to center line of bearing) SPAN 1 Length 15 ' -0" Actual 15 ' -0" Brg. '0" 0" Min. 1.5" 1.5" Total Length : 5 '-0" MEMBER SELECTED Sawn Spruce-Pine-Fir 1200f 2x10x2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In -2) I ( K /In -2) I ( In) I ( In) MAX VALUE I 1 .575 I 0.55223 I 0.058885 ( -0.025 I -0.037 OF ALLOW I n/a I 46 I 84 I 14 I 18 LOCATION I 0" I 2 ' -6" I 4 ' -2 . 75" I 2 ' -6" I 2 ' -6" MAXIMUM HANGER FORCES 1 .575 K (LEFT) 1 .575 K (RIGHT) ------------------------------------------1---------------- 10 In. I Deep �e�� fi,f�{ -------------- ------- WIL Am 0. °Y C✓ ,` '3 Bf LAP 1575 lbs Max. := r. 1575 lbs Ma =w „TRUCTURAL X• too.29488 525 lbs DL .� �� 525 lbs DL 1050 lbs LL }� n STEF� � 4 1050 lbs LL 1.6 K �`'ONA!V1G\ 1 .6 K General Notes 1 . Beam weiqht is assumed to be included in Dead Load. 2 . Load locations qiven are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearinq across full width of beam is required. 5. Structural adeauacv of supportinq members must be confirmed. 6. Bearinq lenqths required may be limited by bearinq stress on supportinq members. 7. A neqative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span lenqth. Check of Beam 1 : LOT 4 Offshoot Rd 2B8 INPUT Floor I Live Load ( K /Ft -2) : 0.03 1 Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.015 1 Species Spruce-Pine-Fi Wet Use : No I Snow Load ( K /Ft -2) : 0 1 Grade 1200f Rep. Use No I TL Deflection : L/300 I Trib. Width : 12 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N ► Pattern Loading : No I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 16 ' -0" Actual 1 6' -0" Brg. 0" 0" Min. 1.5" 1.5" Total Length 6 ' -0" MEMBER SELECTED Sawn Spruce-Pine-Fir 1200f 2x10x2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL I ( K ) I ( K /In -2) 1 ( K /In -2) 1 ( In) I ( In) MAX VALUE 1 1 .62 1 0. 68161 1 0.065068 1 -0.044 1 -0.066 OF ALLOW I n/a i 56 1 92 1 22 1 27 LOCATION I 0" I 3 ' -0" 1 5 ' -2 . 75" 1 3 ' -0" I 3 ' -0" MAXIMUM HANGER FORCES : 1 . 62 K (LEFT)" 1 . 62 K (RIGHT) ------------------------------------------------------------ i I 10 In. I I Deep 1 ------------------------------------ ` $ ------- rr, �rsH®P I 1620 lbs Max. srrucruRAL 1620 lbs Ma 29988 X. 540 lbs DL �' �` �STE � y 5.40 lbs DL 1080 lbs LL c�®NOs,E�5GeC3� A 1080 lbs LL 1.6 K � 1 .6 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearina across full width of beam is required. 5. Structural adeauacv of suDDortina members must be confirmed. 6. Bearincr lenaths required may be limited by bearing stress on suDDortina members. 7. A negative reaction indicates that the beam must be fastened to the suDDort to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. I Desian of Beam 1 : LOT 4 Offshoot Rd 2B9 INPUT Floor I Live Load ( K /Ft -2) : 0.03 1 Slone 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.015 1 Species Wet Use : No I Snow Load ( K /Ft -2) : 0 1 Grade 1 .8E Ren. Use No I TL Deflection : L/300 I Trib. Width 11 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL 100 Rt. Cant. : N I Pattern Loadina : No I Side Loaded NO SPAN DATA (Length is to center line of bearina) I SPAN 1 Lenath 1 16 ' -0" Actual 1 16 ' -0" Bra. 0" 0" Min. 1 .5" 1.5" Total Lenath : 16 ' -0" MEMBER SELECTED Generic LVL 1.8E 1. 75xll.875x3 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL I ( K ) I ( K /In -2) I ( K /In -2) 1 ( In) I ( In) MAX VALUE 1 3.96 1 1.54 1 0.083492 1 -0.369 1 -0.553 OF ALLOW I n/a 1 59 1 29 1 69 1 86 LOCATION I 0" 1 8 '-0" 1 15 ' -.125" 1 8 ' -0" 1 8 ' -0" MAXIMUM HANGER FORCES : 3.96 K (LEFT) 3.96 K (RIGHT) ------------------------------------------------------------ 1 1 11.88 In. I Deev I M1Y 9 "• �" C-�. t �,y/ 4F ------ 3960 lbs Max. BISHOP 3960 lbs Ma a STRUCTURAL ; x 1320 lbs DL ' No.29488 �� 1320 lbs DL 2640 lbs LL STR�1J���"" 2640 lbs LL 4 K "`��NAL��SG�,, a.z 4 K General Notes 1. Beam weiaht is assumed to be included in Dead Load. 2 . Load locations aiven are measured from the left end of the structure. 3. Locations of maximum moment. stress and deflection are measured from the left end of the structure. 4. Bearina across full width of beam is reauired. 5. Structural adeauacv of suDDortina members must be confirmed. 6. Bearina lenaths reauired may be limited by bearina stress on suDDortina members. 7. A neaative reaction indicates that the beam must be fastened to the sunuort to resist utilift. 8. Cantilever deflection allowables are based on twice the span length. Check of Beam 1 : LOT 4 Offshoot Rd 2B9 INPUT Floor I Live Load ( K /Ft -2) : 0.03 1 Slone 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.015 1 Species Wet Use : No I Snow Load ( K /Ft -2) : 0 1 Grade ReD. Use : No I TL Deflection : L/300 I Trib. Width : ll ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loadina : No I Side Loaded : NO SPAN DATA (Length is to center line of bearina) I SPAN 1 Lenath 116 ' -0" Actual 1 16 ' -0" Bra. 0" 0" Min. n" 0" Total Lenath 16 ' -0" MEMBER SELECTED Steel W-F W8xl5 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL I ( K ) I ( K /In -2) 1 ( K /In -2) 1 ( In) I ( In) MAX VALUE 1 3.96 1 -16.11 1 1 .993 1 -0.350 1 -0.524 % OF ALLOW I n/a 1 67 1 13 1 65 I 81 LOCATION I 0" 1 8 ' -0" 1 0" 1 8 '-0" 1 8 ' -0" MAXIMUM HANGER FORCES : 0 K (LEFT) 0 K (RIGHT) --------------------------------------- ------------------- 1 I 8.11 In. I Dee f o� p y � a r BISHOP � STRUCTURAL � 3960 lbs Max. 6 ar 3960 lbs Ma 2948S v No. :;. 1320 lbs DL *�%�, , \1 1320 lbs DL 2640 lbs LL ' �`��'ORA� 2640 lbs LL 4 K 4 K General Notes 1. Beam weiaht is assumed to be included in Dead Load. 2 . Load locations aiven are measured from the left end of the structure. 3. Locations of maximum moment. stress and deflection are measured from the left end of the structure. 4. Bearina across full width of beam is reauired. 5. Structural adeauacv of suDDortina members must be confirmed. 6. Bearina lenaths reauired may be limited by bearina stress on suDDortina members. 7. A neaative reaction indicates that the beam must be fastened to the suDDort to resist uplift. 8. Cantilever deflection allowables are based on twice the span lenath. -------------------------------------------------------------------------------- Desian of Beam 1: LOT 4 Offshoot Rd 2B10 INPUT Floor I Live Load ( K /Ft -2) : 0.07 1 Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.025 1 SDecies Wet Use : No I Snow Load ( K /Ft -2) : 0 1 Grade ReD. Use No -1 TL Deflection L/300 I Trib. Width 6 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loadina : No I Side Loaded : NO SPAN DATA (Lenath is to center line of bearing) I SPAN 1 Lenath 1 13 ' -0" Actual 1 13 ' -0" Bra. 0" 0" Min. 0" 0" Total Lenath 13 ' -0" MEMBER ,SELECTED Steel WF W8x10 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL I ( K ) I ( K /In -2) I ( K /In -2) 1 ( In) I ( In) MAX VALUE 1 3.705 1 -18.5 1 2.762 1 -0.302 1 -0.410 OF ALLOW I n/a 1 77 1 19 I 69 1 78 LOCATION I 0" 1 6 ' -6" 1 0" 1 6 ' -6" 1 6 ' -6" MAXIMUM HANGER FORCES 0 K (LEFT) 0 K (RIGHT) 7.89 In. I DeevHop I STRUCTURA 3705 lbs Max. rdcr,29AS8 3705 lbs Ma x. s. � �� 975 lbs DL �F� sT'E � �`�� 975 lbs DL 2730 lbs LL 2730 lbs LL 3. 7 K `¢ 3.7 K General Notes 1. Beam weiaht is assumed to be included in Dead Load. 2 . Load locations aiven are measured from the left end of the structure. 3. Locations of maximum moment. stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is reauired. 5. Structural adeauacv of suDDortina members must be confirmed. 6. Bearina lenaths reauired may be limited by bearina stress on supuortina members. 7. A neaative reaction indicates that the beam must be fastened to the suDDort to resist uplift. 8. Cantilever deflection allowables are based on twice the span lenath. -------------------------------------------------------------------------------- Desian -of Beam 1: LOT 4 Offshoot Rd 2B10 INPUT Floor I Live Load ( K /Ft -2) : 0.07 1 Slone 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.025 1 Species Wet Use : No I Snow Load ( K /Ft -2) : 0 1 Grade : 1.8E Ren. Use No I TL Deflection L/300 I Trib. Width : 6 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loadina : No I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 1 13 ' -0" Actual 1 13 ' -0" Bra. '0" 0" Min. 1.5" 1.5" Total Length : 13 ' -0" MEMBER SELECTED Generic LVL 1.8E 1. 75xll.875x2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL I ( K ) 1 ( K /In -2) I ( K /In -2) 1 ( In) I ( In) MAX VALUE 1 3. 705 1 1.757 1 0.11336 1 -0.307 1 -0.417 OF ALLOW I n/a 1 67 1 39 1 70 1 80 LOCATION I 0" 1 6 ' -6" 1 12 '-. 125" 1 6 ' -6" 1 6' -6" MAXIMUM HANGER FORCES 3.705 K (LEFT) 3.705 K (RIGHT) ------------------------------------------------------------ 1 1 11 .88 In. I I Deev I i I 3705 lbs Max. W\��\p e �`� 3705 lbs Ma 975 lbs DL �;, �� Toj 975 lbs DL 2730 lbs LL REGIS ����� 2730 lbs LL C�� ti 3.7 K �ESS 3. 7 K F General Notes 1 . Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3 . Locations of maximum moment. stress and deflection are measured from the left end of the structure. 4. Bearina across full width of beam is required. 5 . Structural adeauacv of suDDortina members must be confirmed. 6. Bearina lengths required may be limited by bearing stress on sunoortina members. 7 . A negative reaction indicates that the beam must be fastened to the suDDort to resist uplift. 8. Cantilever deflection allowables are based on twice the swan length. Check of Beam 1 : LOT 4 Offshoot Rd 1B1 INPUT Floor I Live Load ( K /Ft -2) : 0.04 1 Slone 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.015 1 SDecies Wet Use : No I Snow Load ( K /Ft -2) 0 1 Grade : 1.8E ReD. Use : No I TL Deflection : L/300 I Trib. Width : 12 ' -0" Lt. Cant. : N 1 LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loadina : No I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 1 SPAN 2 Length 1 7 ' -6" 1 71 -611 Actual /� 1 7 ' -6" "1 7 '-6 Bra. '0" 0" 0" Min. 1.5" 2.357" 1.5" Total Length : 15 ' -0" MEMBER SELECTED Generic LVL 1.8E 1 .75x9.5x2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL I ( K ) I ( K /In -2) I ( K /In -2) 1 ( In) I ( In) MAX VALUE 1 6. 187 1 -1.058 1 0. 116 1 -0.032 1 -0.043 s OF ALLOW I n/a 1 39 1 40 1 12 1 14 LOCATION 1 7 ' -6" 1 7 ' -6" 1 6 ' -8.5" 1 31 -1.938" 1 31 -1.938" MAXIMUM HANGER FORCES 1 .856 K (LEFT) 1.856 K (RIGHT) ------------------------------------------------------------ I I 9.5 In. I I DeeD I I I r�.sue 1 ----------------------------- -----------d: ` ;i ------ 1856 lbs Max. 6187 lbs Max 1856 lbs Ma X. e 'P� `Sb'pp 0 506.2 lbs DL 1687 lbs DL a . �'1'0`,gT�RgI r 506.2 lbs DL 1350 lbs LL 4500 lbs LL ��`��,�, �8 .� 1350 lbs LL 1 .9 K 6.2 K "FRECD � 1.9 K General Notes ' 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment. stress and deflection are measured from the left end of the structure. 4. Bearina across full width of beam is required. 5. Structural adeauacv of suDDortina members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on suDDortina members. 7. A negative reaction indicates that the beam must be fastened to the suDDort to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. -------------------------------------------------------------------------------- Check of Beam 1 : LOT 4 Offshoot Rd 1B2 INPUT Floor I Live Load ( K /Ft -2) : 0.04 1 Slone 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.015 1 Species Wet Use : No I Snow Load ( K /Ft -2) : 0 1 Grade : 1 .8E Rep. Use No I TL Deflection L/300 I Trib. Width 13 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loading No I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 1 SPAN 2 Lenath 1 7 ' -6" 1 7f -6" Actual 1 7 ' -6" 1 7 " -6" Bra. 0" 0" 0" Min. 1.5" 2.554" 1.5" Total Lenath 15 ' -0" MEMBER SELECTED Generic LVL 1 .8E 1.75x9.5x2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL I ( K ) I ( K /In -2) 1 ( K /In -2) 1 ( In) I ( In) MAX VALUE 1 6. 703 1 -1. 146 1 0.12566 1 -0.034 1 -0.047 OF ALLOW I n/a 1 42 1 44 I 13 1 15 LOCATION 1 7 ' -6" 1 7 ' -6" 1 6 '-8.5" 1 31 -1.938" 1 31 -1.938" MAXIMUM HANGER FORCES 2 . 011 K (LEFT) 2.011 K (RIGHT) ----------------------------------------------------------- 9.5 In. I Deep I I i ---------------------------------------- ---- -k --------- 2011 lbs Max. 6703 lbs Max q � `. 1� � � 2011 lbs Ma x. 0, eti 548.4 lbs DL 1828 lbs DL sr op V148.4 lbs DL 1462 lbs LL 4875 lbs LL No,g URAG 1462 lbs LL 2 K 6.7 K G �'��, 488 "�' 2 K �SrERO) General Notes �'�! �G«� 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment. stress and deflection are measured from the left end of the structure. 4. Bearina across full width of beam is rearuired. 5. Structural adeauacv of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Check of Beam 1: LOT 4 Offshoot Rd 1B3 { INPUT Floor I Live Load ( K /Ft -2) : 0.07 1 Slove 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.035 1 SDecies Wet Use : No I Snow Load ( K /Ft -2) : 0 1 Grade : 1.8E ReD. Use : No I TL Deflection L/300 I Trib. Width : 12 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loadina : No I Side Loaded : NO SPAN DATA (Length is to center line of bearina) I SPAN 1 1 SPAN 2 Length 1 8 ' -0" 1 9 ' -0" Actual 1 8 ' -0" 1 9 ' -0" Bra. '011 0" 0" Min. 1.5" 5.114" 1.673" Total Length 17 ' -0" MEMBER SELECTED Generic LVL 1.8E 1. 75x9.5x2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL I ( K ) 1 ( K /In -2) I ( K /In -2) 1 ( In) I ( In) MAX VALUE 1 13.42 1 -2 .621 1 0.26842 1 -0.130 1 -0.195 OF ALLOW I n/a 1 97 1 94 1 43 1 54 LOCATION 1 8 '-0" 1 8 ' -0" 1 16 ' -2.5" 1 13 ' -1.076" 1 131 -1.076" MAXIMUM HANGER FORCES 3. 603 K (LEFT) 4.392 K (RIGHT) ------------------------------------------------------------ 1 1 9.5 In. I I DeeD I I I I ------------------------------------------ -------------- Or 3603 lbs Max. 1 .342e+004 lbs Max. ,'= 'Y 4392 lbs Ma Pl�lC A 0 X. �1201 lbs DL 4475 lbs DL.% z4, sp�U��'�P 1464 lbs DL lJo. TUp'A1 2402 lbs LL 8950 lbs LL ' r���� 2928 lbs LL ?94a � 4.4 K 3.6 K 13 K ,�^ 7 j $ �y� C. General Notes ` °VAL � 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adeauacv of suDDortina members must be confirmed. 6. Bearina lengths required may be limited by bearina stress on SUDDortina members. 7. A negative reaction indicates that the beam must be fastened to the SUDDort to resist uDlift. 8. Cantilever deflection allowables are based on twice the Span length. r -------------------------------------------- Check of Beam 1 : LOT 4 Offshoot Rd 1B5 INPUT Floor I Live Load ( K /Ft -2) : 0.04 1 Slone 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0. 015 1 Species Wet Use : No I Snow Load ( K /Ft -2) : 0 1 Grade : 1 .8E ReD. Us.e No I TL Deflection : L/300 I Trib. Width : 11 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loadina : No I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 1 SPAN 2 Length 1 8 ' -0" 1 8 ' -0" Actual 1 8 ' -0" 1 8 ' -0" Bra. A" 0" 0" Min 1.5" 2.305" 1.5" Total Length 16 ' -0" MEMBER SELECTED Generic LVL 1.8E 1.75x9.5x2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION ► BENDING I SHEAR I LL-DEFL I TL-DEFL I ( K ) I ( K /In -2) 1 ( K /In -2) 1 ( In) I ( In) MAX VALUE 1 6.05 1 -1.103 1 0. 11486 1 -0.037 1 -0.052 OF ALLOW I n/a 1 41 1 40 1 14 1 16 LOCATION 1 8 ' -0" 1 8 ' -0" 1 15 '-2.5" 1 31 -4.467" 1 31 -4.467" MAXIMUM HANGER FORCES 1 .815 K (LEFT) 1 .815 K (RIGHT) ------------------------------------------------------------ 1 1 9 .5 In. I 1 DeeD I 1 _ _ : 1815 lbs Max. 6050 lbs Max ,'" V�L dQ �` 1 1 Mt n� 8 5 lbs Ma x. :gi RISy©P 495 lbs DL 1650 lbs DL STgUCTURAt �, 495 lbs DL 1320 lbs LL 4400 lbs LL .; ; �F NO 29488 1320 lbs LL 1.8 K 6 K �'✓sTE �,�, W 1.8 K General Notes 1 . Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment. stress and deflection are measured from the left end of the structure. 4. Bearina across full width of beam is required. 5. Structural adeauacv of supporting members must be confirmed. 6. Bearina lengths required may be limited by bearing stress on suuDortina members. 7. A negative reaction indicates that the beam must be fastened to the suDDort to resist uplift. 8. .Cant-ilever deflection allowables are based on twice the span length. -5- ---------------------------------- Check of Beam 1 : LOT 4 Offshoot Rd 1B6 INPUT Floor I Live Load ( K /Ft -2) 0.07 1 Slone 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.035 1 Species Wet Use : No I Snow Load ( K /Ft -2) : 0 1 Grade : 1.8E ReD. Use : No I TL Deflection : L/300 I Trib. Width : 16 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loadina : No I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 1 SPAN 2 Length 1 9 ' -0" 1 9 ' -0" Actual 1 9 ' -0" 1 9 ' -0" Bra. A" 0" 0" Min. 1.5" 4.8" 1.5" Total Length 18 ' -0" MEMBER SELECTED Generic LVL 1.8E 1. 75x9.5x3 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL I ( K ) I ( K /In -2) I ( K /In -2) 1 ( In) I ( In) MAX VALUE 1 18.9 1 -2.585 1 0.24421 1 -0. 102 1 -0. 153 OF ALLOW I n/a I - 96 1 85 1 33 1 42 LOCATION 1 9 ' -0" 1 9 ' -0" 1 8 ' -2 .5" 1 3 '-9.526" 1 141 -2.474" MAXIMUM HANGER FORCES 5. 67 K (LEFT) 5. 67 K (RIGHT) ------------------------------------------------------------ 1 1 9.5 In. I 1 Deere i I I ----------------------------- - � -- ------I 1 X.�� a 5670 lbs Max. 1 .89e+004 lbs Max.' �`�, WiLLEAN! p 5670 lbs Ma BISH�. '9n x. 1890 lbs DL 6300 lbs DL r4 CS' S%Cr R, 1890 lbs DL 3780 lbs LL 1 .26e+004 lbs LL No.`9458RL 3780 lbs LL 5.7 K 19 K i R4, �TER- .,, 5.7 K d©rVG' E��Gl�v General Notes , 1 . Beam weight is assumed to be included in Dead Load. G 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment. stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adeauacv of suDDortina members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on suDDortina members. 7 . A negative reaction indicates that the beam must be fastened to the suDDort to resist uDlift. 8. Cantilever deflection allowables are based on twice the span length. f Check of Beam 1 : LOT 4 Offshoot Rd 1B7 INPUT Floor I Live Load ( K /Ft -2). : 0.06 I. Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.01 1 Species : Spruce-Pine-Fi Wet Use : No I Snow Load ( K /Ft -2) : 0 1 Grade : 1200f Rep. Use : No I TL Deflection : L/240 I Trib. Width 6 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loading : No I Side Loaded : NO SPAN DATA (Lencrth is to center line of bearing) I SPAN 1 I SPAN 2 Lencrth 1 7 ' -0" 1 7 ' -0" Actual 1 7 ' -0" 1 7 ' -0" Brg. 0" 0" 0" Min. -1 .5" 2.882" 1.5" Total Lencrth : 14 ' -0" MEMBER SELECTED Sawn Spruce-Pine-Fir 1200f 2x10x2 IS MEMBER OK? : No CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL I ( K ) I ( K /In -2) I ( K /In -2) I ( In) I ( In) MAX VALUE I 3.675 1 -0.72158 1 0.081824 1 -0.034 1 -0.040 OF ALLOW I n/a 1 60 1 116 1 14 1 11 LOCATION 1 7 ' -0" 1 7 ' -0" 1 6 ' -2.75" 1 11 ' -.591" 1 11 ' -.591" MAXIMUM HANGER FORCES 1 . 102 K (LEFT) 1. 102 K (RIGHT) ------------------------------------------------------------ I I 10 In. I Deep I ---------------------------------------------- 1102 lbs Max. 3675 lbs Max ji ' 1°q a®�V�h 1102 lbs Ma x. *" ST&Islip 157.5 lbs DL 525 lbs DL �?UCTU 1�57.5 lbs DL 945 lbs LL 3150 lbs LL U0 'e4 8 c a'- 945 lbs LL 1. 1 K 3. 7 K �R4'jsTE 1.1 K ���►;L General Notes s 1. Beam weight is assumed to be included in Dead Load. 2. Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. ' 4. Bearing across full width of beam is required. 5. Structural adeauacv of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. Check of Beam 1 : LOT 4 Offshoot Rd 1B4 INPUT Floor I Live Load ( K /Ft -2). : 0.07 I. Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.035 1 Species Wet Use : No I Snow Load ( K /Ft -2) : 0 1 Grade : 1.8E Rep. Use : No I TL Deflection : L/300 I Trib. Width : 10 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loadincr : No I Side Loaded : NO SPAN DATA (Lencrth is to center line of bearing) I SPAN 1 I SPAN 2 Lencith 1 8 ' -0" 1 9 ' -0" Actual 1 8 ' -0" 1 9 ' -0" Brcq. 0" 0" O" Min. 1 .5" 4.262" 1 .5" Total Length : 17 ' -0" MEMBER .SELECTED Generic LVL 1.8E 1. 75x9.5x2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In -2) I ( K /In -2) 1 ( In) I ( In) MAX VALUE I 11 . 19 1 -2 . 184 1 0.22368 1 -0.108 1 -0. 162 OF ALLOW I n/a 1 81 1 78 1 36 1 45 LOCATION 1 8 ' -0" I 8 ' -0" 1 16 ' -2.5" 1 131 -1.076" 1 131 -1.076" MAXIMUM HANGER FORCES 3.002 K (LEFT) 3. 66 K (RIGHT) ------------------------------------------------------------ 9.5 In. I Deev I I -------------------------------------------- P , ,, . I i Or 3002 lbs Max. 1 . 119e+004 lbs Max. �� q�`� X. �, ,�� �, ltAr oBISHOP 3660 lbs Ma 1001 lbs DL 3729 lbs DL Srqucr 1220 lbs DL 2002 lbs LL 7458 lbs LL No.6 URA, w 2440 lbs LL �s, 99g8 3 K 11 K r ��/ 3.7 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearina across full width of beam is required. 5. Structural adeauacv of supportina members must be confirmed. 6. Bearina lengths required may be limited by bearing stress on suDDortina members. 7 . A negative reaction indicates that the beam must be fastened to the suDDort to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. r J Check of Beam 1 : OLSON DESIGN 141 Maushop Road 14 ' Floor joist INPUT Floor I Live Load ( K /Ft -2) : 0.04001 I Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.01501 I Species : Spruce-Pine-Fi Wet Use : No I Snow Load ( K /Ft -2) : .0 ( Grade : 1200f Rep. Use Yes I TL Deflection L/240 I Txib. Width 1 ' -4" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loading : Yes I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 114 ' -0" Actual 114' -. 75" Brg. 1 .5" 0" Min. 1 .5" 1 . 5" Total Length : 14 ' - . 75" MEMBER SELECTED Sawn Spruce-Pine-Fir 1200f 2x10 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In -2) I ( K /In -2) I ( In) i ( In) MAX VALUE I 0.51352 I 1 .008 I 0.049402 I -0.388 I -0.534 % OF ALLOW I n/a I 73 I 70 I 83 I 76 LOCATION I 0" I 7 ' -0" I 13 ' -2. 75" I 7 ' -0" I 7 ' -0" MAXIMUM HANGER FORCES 0.51352 K (LEFT) 0.51352 K (RIGHT) I - ---------------------------------------------- 10 In. Deep SHOP R, 513.5 lbs Max. ® STRUCTURAL y 513. 5 lbs Ma x. " No.29488 140. 1 lbs DL •� 916, S: 140. 1 lbs DL 373 .4 lbs LL °�FSS�ONA�E�G`�> 373 . 4 lbs LL 0.514 K 0.514 K 1 General Notes 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5 . Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members . 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Design of Beam ,l : OLSON DESIGN 141 Maushop Road RB1 INPUT Floor I Live Load ( K /Ft -2) : 0.04001 I Slope 0 in. 12 Code : BOCA I Dead Load ( K /Ft -2) : 0,02001 I Species Wet Use : No I Snow Load ( K /Ft -2) : 0 I Grade Rep. Use : No I TL Deflection : L/240 I Trib. Width : 10 ' -4" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loading : Yes I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 122 ' -0" Actual + 22 ' - .75" Brg. 1. 5" 0" Min. 0" 0" Total Length : 22 ' - . 75" MEMBER -SELECTED Steel WF W8x31 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In -2) I ( K /In -2) I ( In) I ( In) MAX VALUE I 6.822 I -16.37 I 2.992 I -0.683 i -1 .025 % OF ALLOW I n/a I 68 I 20 I 93 ( 93 LOCATION i 0" I III -0" I 0" I lit-0" I 11 ' -0" MAXIMUM HANGER FORCES 0 K (LEFT) O. K (RIGHT) 8 In. Deep I i -------------------------------------- � ,,No --------- I AN10. 9�y • 6822 lbs Max. BISHOP 6822 lbs Ma x o`er S UCTURAL 9488.2 2274 lbs DL No 2274 lbs DL 4548 lbs LLo9FO/STE.E`� �f 4548 lbs LL 6.8 K FSS/ONAI.ti%'` 6.8 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the ,structure. 4. Bearing across full width of beam is required. 5 . Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members . 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. Check of Beam 1: OLSON DESIGN 141 Maushop Road RR1 INPUT Floor I Live Load ( K /Ft -2) : 0.03001 J Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.01501 I Species Wet Use : No I Snow Load ( K /Ft -2) : 0 I Grade : 1 .8E Rep. Use : No I TL Deflection : L/240 Trib. Width : 1 ' -4" Lt. Cant. : N J LL Deflection : L/360 I DOL : 100 Rt. Cant. : N Pattern Loading : Yes J Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length J 10 ' -0" Actual ( 10 ' - .75" Brg. 1 . 5" 0" Min. 1 .5" 1 .5" Total Length : 10 ' - . 75" ADDITIONAL LOADS (Distances are from left end) Units: K Ft REF I LOAD I LOAD I DISTANCE J LOAD J BEGIN I END NO. I CASE I TYPE I TO START I LENGTH I VALUE I VALUE 1 1 D J C 16.5 I I 1.30 2 1 L I C 16.5 I ( 2 . 60 MEMBER SELECTED Generic LVL 1.8E 1 . 75x7.25x3 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL J ( K ) I ( K /In -2) J ( K /In -2) J ( In) i ( In) MAX VALUE I 2.835 J 2.493 J 0.1103 J -0.306 I -0.459 % OF ALLOW J n/a I 89 J 38 I 91 I 91 LOCATION I 10' -0" J 6 ' -6" J 9 ' -4.75" I 5 ' -4.447" J 5 ' -4.447" MAXIMUM HANGER FORCES 1 .665 K (LEFT) 2 .835 K (RIGHT) ------------------------------------------------------------ 7.25 In. I Deep I OF ------------------------------------- WICLIAM 0. ------- I I BISHOP 1665 lbs Max. STRUCTURAL ` 2835 lbs Ma x. No.29488 555. 1 lbs DL �o�FCISTE o 945. 1 lbs DL 1110 lbs LL '�Fss�ONALE�yG ,e '� 1890 lbs LL 1. 7 K 2.8 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2. Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural ,adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. i Design of ,Beam .1 : OLSON DESIGN 141 Maushop Road V2 INPUT Floor Live Load ( K /Ft -2) : 0.03001 Slope 0 in 12 Code : BOCA Dead Load ( K /Ft -2) : 0 .01501 Species Wet Use : No Snow Load ( K /Ft -2) : 0 Grade : 1 .8E Rep. Use : No ( TL Deflection L/240 Trib. Width 1 ' -0" Lt. Cant. : N LL Deflection : L/360 DOL : 100 Rt. Cant. : N Pattern Loading : Yes Side Loaded : NO SPAN DATA (Length is to center line of bearing) SPAN 1 Length 15 ' -0" Actual 15 ' -.75" Brg. 1.5" 0" Min. 1 .5" 2 .357" Total Length : 15' - . 75" ADDITIONAL LOADS (Distances are from left end) Units: K Ft REF LOAD LOAD DISTANCE LOAD BEGIN END NO. CASE TYPE TO START LENGTH VALUE VALUE 1 D L 0 15.00 0.06 0.36 2 L L 0 15 .00 0 .12 0. 72 MEMBER SELECTED Generic LVL 1.8E 1 . 75xl4x2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL REACTION BENDING SHEAR LL-DEFL TL-DEFL ( K ) K /In -2) K /In -2) In) In) MAX VALUE 6.188 2.017 0.15049 -0.356 -0.534 % OF ALLOW ( n/a 79 52 71 71 LOCATION 15 ' -0" 81 -3.654" 13 ' -10" 71 -8.327" 7 -8.327" . MAXIMUM HANGER FORCES 3. 938 K (LEFT) 6. 188 K (RIGHT) ------------------------------------------------------------ 14 In. Deep I - - --- --- �--=----- --WILLIAM 0. 3938 lbs Max. s BISHOP 6188 lbs Ma X, STRUCTURAL 1313 lbs DL No.2948 2063 lbs DL 2625 lbs LL �a� F�15TE�� -y��:' 4125 lbs LL 3.9 K ��"IONh 6.2 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2. Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Check of Beam 1 : OLSON DESIGN 141 Maushop Road 2H2 INPUT Floor ( Live Load ( K /Ft -2) : 0.06001 I Slope 0 in 12 Code : BOCA ( Dead Load ( K /Ft -2) : 0.07501 I Species Wet Use : No ( Snow Load ( K /Ft -2) : 0 I Grade : 1 .8E Rep. Use : No ( TL Deflection : L/240 ( Trib. Width 1 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N ( Pattern Loading : Yes I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 15 ' -0" Actual 15 ' - . 75" Brg. 1 . 511 0" Min. 1.5" 1 .5" Total Length : 5 ' -. 75" ADDITIONAL LOADS (Distances are from left end) Units: K Ft REF I LOAD I LOAD I DISTANCE I LOAD I BEGIN I END NO. I CASE I TYPE I TO START I LENGTH I VALUE I VALUE 1 ( D I C ( 2.5 I I 1.20 2 I L I C ( 2 .5 ( I 2 .60 MEMBER SELECTED Generic LVL 1.8E 1 .75x7.25x2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) ( ( K /In -2) ( ( K /In -2) I ( In) I ( In) MAX VALUE I 2.238 I 2.024 ( 0.12745 I -0.063 I -0.095 . % OF ALLOW I n/a I 72 I 44 ( 37 ( 37 LOCATION ( ott I 2 t -6't I 4` -4. 75" ( 2 ' -6" I 2 ' -6" MAXIMUM HANGER FORCES 2.238 K (LEFT) 2 .238 K (RIGHT) ------------------------------------------------------------ I 7.25 In. Deep I s WILLIAM 0. ----------------------------------- -BZSFtoP-- -Aim----------- STRUCTURAL V 2238 lbs Max. `' No.29485 2238 lbs Ma X. �FClSTE�°�4 ,�A, s 787.5 lbs DL °�`FSSjONAk' ' 787.5 lbs DL 1450 lbs LL 1450 lbs LL 2.2 K 2.2 K General Notes 1 . Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members . 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. Check of Beam 1 : OLSON DESIGN 141 Maushop Road 2T1 INPUT Floor I Live Load ( K /Ft -2) : 0.03001 I Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0 .01501 { Species : Spruce-Pine-Fi Wet Use : No I Snow Load ( K /Ft -2) : 0 { Grade : 1200f Rep. Use : Yes I TL Deflection : L/240 I Trib. Width : 1 ' -4" Lt. Cant. : N I LL Deflection : L/360 { DOL : 100 Rt. Cant. : N I Pattern Loading : Yes { Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 114 ' -0" Actual 114' - .75" Brg. 1 .5" 0" Min. 1 :5" 1 .5" Total Length : 14 ' - . 75" ADDITIONAL LOADS (Distances are from left end) Units: K Ft REF { LOAD I LOAD I DISTANCE { LOAD I BEGIN I END NO. I CASE I TYPE 1 TO START I LENGTH I VALUE I VALUE 1 1 D { C 12 { I 0.35 2 I L l C 12 I i 0. 70 I MEMBER SELECTED Sawn Spruce-Pine-Fir 1200f 2xlOx2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION { BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In -2) { ( K /In -2) I ( In) I ( In) MAX VALUE { 1 .32 I 0.7596 I 0.068658 { -0.268 1 -0.402 OF ALLOW i n/a 1 55 1. 98 1 57 1 57 LOCATION I 0" I 41 -6.013" ( 13' -2.75" { 6 ' -6.71" I 6 '-6. 71" MAXIMUM HANGER FORCES 1 . 32 K (LEFT) 0.57019 K (RIGHT) i 10 In. { Deep I �F Mrs imam 0. ---------------------------------- 21S F1 P-- STRUCTURAL --------- 1320 lbs Max. No.29488 =°j 570.2 lbs Ma x 440. 1 lbs DLp sf/STE VAL��o ?Y� ,l 190.1 lbs DL /O E� � 880. 1 lbs LL 380. 1 lbs LL 1 .3 K 0.57 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members . 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. f Check of Beam 1,: OLSON DESIGN 141 Maushop Road 2H1 INPUT Floor ( Live Load ( K /Ft -2) : 0.03001 ( Slope 0 in 12 Code : BOCA ( Dead Load ( K /Ft -2) : 0.01501 ( Species : Spruce-Pine-Fi Wet Use : No ( Snow Load ( K /Ft -2) : 0 ( Grade : 1200f Rep. Use : No ( TL Deflection L/240 ( Trib. Width : 7 ' -0" Lt. Cant. : N ( LL Deflection : L/360 ( DOL : 100 Rt. Cant. : N ( Pattern Loading : Yes I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length ( 6 ' -6" Actual ( 6 ' -6.75" Brg. 1 .5" 0" Min. 1 .5" 1.5" Total Length : 6 ' -6.75" MEMBER SELECTED Sawn Spruce-Pine-Fir 1200f 2xlOx2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL ( REACTION I BENDING ( SHEAR ( LL-DEFL I TL-DEFL ( K ) H K /In -2) I ( K /In -2) I ( In) I ( In) MAX VALUE ( 1.024 ( 0.46684 ( 0.042232 ( -0.036 ( -0.053 OF ALLOW ( n/a ( 38 I 60 ( 16 I 16 LOCATION ( 0" ( 3 ' -3" ( 5 ' -8.75" ( 3 ' -3" ( 3 ' -3" MAXIMUM HANGER FORCES 1 .024 K -(LEFT) 1 .024 K (RIGHT) ------------------------------------------------------------ I ( 10 In. Deep ------------------------------------- `-------- Ho ( B °�., . 1024 lbs Max. STRU TUSAI �{,!r . 1024 lbs Ma x. No.29488 341.5 lbs DLngfGIST- �.�t`< 341 .5 lbs DL 682.7 lbs LL '`FssroNA� 5. 682 . 7 lbs LL 1 K 1 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width .of beam is required. 5. Structural adequacy of .supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. Check of Beam 1 : OLSON DESIGN 141 Maushop Road 2B5 INPUT Floor I Live Load ( K /Ft -2) : 0.06001 I Slope 0 in 12 Code BOCA I Dead Load ( K /Ft -2) : 0 .01001 I Species : Spruce-Pine-Fi Wet Use : No I Snow Load ( K /Ft -2) : 0 ( Grade : 1200f Rep. Use : No I TL Deflection L/240 I Trib. Width 6 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loading : Yes I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length I ll '-6" Actual I ll ' -6.75" Brg. 1. 5" 0" Min. 1 .5" 1 .5" Total Length : 11 ' -6. 75" MEMBER SELECTED Sawn Spruce-Pine-Fir 1200f 2x10x3 IS MEMBER OK? : No CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In -2) I ( K /In -2) I ( In) I ( In) MAX VALUE I 2 .416 I 1.299 I 0.075382 I -0.398 I -0.464 % OF ALLOW I n/a I 94 I 107 I 103 I 80 LOCATION I 0" I 5 ' -9" I 10 ' -8.75" I 5 ' -9" i 5 ' -9" MAXIMUM HANGER FORCES 2 .416 K (LEFT) 2.416 K (RIGHT) --------------------------------- -------------------------- 10 In. Deep I �• N u���s W LIAM 0. --------------------------------- ----------- o STRUCTURAL � 2416 lbs Max. No.29488 '`u 2416 lbs Ma x. '$p 9FG/STE?; 345.3 lbs DL NALE 345.3 lbs DL 2070 lbs LL 2070 lbs LL 2.4 K 2 .4 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. Design of Beam ,1 : OLSON DESIGN 141 Maushop Road 2B4 INPUT Floor I Live Load ( K /Ft -2) : 0.03001 I Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.01501 ( Species Wet Use : No I Snow Load ( K /Ft -2) : 0 I Grade : 1.8E Rep. Use : No I TL Deflection : L/240 I Trib. Width : 13 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loading : Yes I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 110' -0" Actual 110 ' -.75" Brg. 1.5" 0" Min. 1.5" 1 .5" Total Length : 10 ' - . 75" MEMBER SELECTED Generic LVL 1.8E 1. 75x9 .5x2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In -2) I { K /In -2) I ( In) I { In) MAX VALUE I 2.926 I 1 . 668 I 0. 11111 I -0. 195 I -0.293 % OF ALLOW I n/a I 62 I 38 I 58 I 58 LOCATION I 0" I 5- -0" I 9 ' -2.5" ( 5 ' -0" I 5 ' -0" MAXIMUM HANGER FORCES 2 .926 K (LEFT) 2 .926 K (RIGHT) ------------------------------------------------------------ I I 9.5 In. I l Deep ------------------------------------ - s ----------� 2926 lbs Max. = WILLIANi0. 9c� I r 6ISHQP 2926 lbs Ma X. STRUCTURAL r 975.E lbs DL " No.294S8 y 975.7 lbs DL 1951 lbs LL 'a 9Fc/STE��o tie 1951 lbs LL 2.9 K FFSSIONALE� �0 2.9 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5 . Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members . 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. Check of Beam 1: OLSON DESIGN 141 Maushop Road 2B3 INPUT Floor I Live Load ( K /Ft -2) : 0.03001 I Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.01501 I Species Wet Use : No I Snow Load ( K /Ft -2) : 0 I Grade : 1 .8E Rep. Use : No I TL Deflection : L/240 I Trib. Width : 14 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 . Rt. Cant. : N I Pattern Loading : Yes I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 I SPAN 2 Length 114 ' -4" 9 -8-1 Actual Actual 114 ' -4.75" i 9 ' -8" Brg. 1 .5" 0" 0" Min. 1 .5" 3.715" 1 .5" Total Length : 24 ' - . 75" MEMBER SELECTED Generic LVL 1 .8E 1 .75xll .25x2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In -2) I ( K /In -2) i ( In) I ( In) MAX VALUE I 9 .751 1 -2.053 1 0.18314 I -0.345 1 -0.489 % OF ALLOW I n/a I 78 I 64 I 72 I 68 LOCATION I 14' -4" I 14' -4" I 13' -4.75" ( 61-7.082" I 61 -7.082" MAXIMUM HANGER FORCES 3.774 K (LEFT) 2 .406 K (RIGHT) ------------------------------------------------------------ 11.25 In. 1 Deep ------------------------------------------------------------ I 1 1 3774 lbs Max. 9751 lbs Max. 2406 lbs Ma X. 1212 lbs DL 3251 lbs DL 580 lbs DL 2561 lbs LL 6500 lbs LL 1826 lbs LL 3.8 K 9.8 K 2.4 K ' F ASS, General Notes o'� WILL1 0. 9�y 1. Beam weight is assumed to be included in Dead Load. BISHOP1 � 2. Load locations given are measured from the left end o STRUCTURAL of the structure. No.29488 3. Locations of maximum moment, stress and deflection a '$o9FGISTE���� measured from the left end of the structure. RF�S/pNALEt�Cs'�' 4. Bearing across full width of beam is required. 5 . Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. Design of Beam .l : OLSON DESIGN 141 Maushop Road 2B2 INPUT Floor Live Load ( K /Ft -2) : 0.03001 Slope 0 in 12 Code : BOCA Dead Load ( K /Ft -2) : 0.01501 Species Wet Use : No Snow Load ( K /Ft -2) : 0 Grade Rep. Use : No TL Deflection : L/240 Trib. Width : 15'-0" Lt. Cant. : N LL Deflection : L/360 DOL : 100 Rt. Cant. : N Pattern Loading : Yes Side Loaded : NO. SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 21 ' -0" Actual 21 ' -. 75" Brg. 1 . 5" 0" Min. 0" 0" Total Length : 21 ' - . 75" MEMBER SELECTED Steel WF WlOx22 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL REACTION BENDING SHEAR LL-DEFL TL-DEFL ( K ) I ( K /In -2) K /In -2 ) I ( In) I ( In) MAX VALUE 7.091 -19 .25 2 .905 -0.576 -0.864 % OF ALLOW n/a 81 20 82 82 LOCATION 0" 10 ' -6" 0" 10' -6" 10' -6" MAXIMUM HANGER FORCES 0 K (LEFT) 0 K (RIGHT) ------------------------------------------------------------ 10.17 In. Deep ------------------------------------ Q 01MAs a --------I AM 7091 lbs Max. BESHOP t 7091 lbs Ma x. szaucluRa� . 2364 lbs DL N0 2p 2364 lbs DL 4727 lbs LL RFGISj��' G�`` 4727 lbs LL 7.1 K �FFSSINN\-�� � 7.1 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members . 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. -------------------------------------------------- Check of Beam L: OLSON DESIGN 141 Maushop Road 2B1 INPUT Floor Live Load ( K /Ft -2) : 0.03001 Slope 0 in 12 Code : BOCA Dead Load- ( K /Ft -2) : 0.01501 Species Wet Use : No Snow Load ( K /Ft -2) : 0 Grade Rep. Use : No TL Deflection : L/240 Trib. Width : 12 ' -0" Lt. Cant. : N LL Deflection : L/360 DOL : 100 Rt. Cant. : N Pattern Loading : Yes Side Loaded : NO SPAN DATA (Length is to center line of bearing) SPAN 1 Length 24 ' -0" Actual 24 ' - . 75" Brg. 1 .5" 0" Min. 0" 0" Total Length : 24 ' - .75" MEMBER SELECTED Steel WF W10x30 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL REACTION BENDING SHEAR LL-DEFL TL-DEFL ( K ) ( K /In -2) I ( K /In -2) In) In) MAX VALUE 6.483 -14.41 2 .064 -0.545 -0.818 OF ALLOW n/a 60 14 68 68 LOCATION 0" 12 - -0" 0" 12 ' -0" 12 ' -0" MAXIMUM HANGER FORCES : 0 K (LEFT) 0 K (RIGHT) ------------------------------------------------------------ 10.47 In. Deep I F mAs Q• s9� '. ------------------------------------ 0. c ------�. BISHOP , 6483 lbs Max. STRUCTURAL "` NO.21948B 6483 lbs Ma x. 2161 lbs DL ,n'�rGISTE�`�G�� 2161 lbs DL 4321 lbs LL '`FSSIONAt�� 4321 lbs LL 6.5 K 6.5 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2. Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5 . Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. Check of Beam 1,: OLSON DESIGN 141 Maushop Road DJI - INPUT Floor { Live Load ( K /Ft -2) : 0.06001 I Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.01001 { Species Spruce-Pine-Fi Wet Use : No { Snow Load ( K /Ft -2) : 0 { Grade : 1200f Rep. Use : Yes I TL Deflection : L/240 I Trib. Width : 1 ' -4" Lt. Cant. : N { LL Deflection : L/360 { DOL : 100 Rt. Cant. : N I Pattern Loading : Yes { Side Loaded : NO SPAN DATA (Length is to center line of bearing) { SPAN 1 Length 112 ' -0" Actual { 12' -.75" Brg. 1 .5" 0" Min. 1. 5" 1.5" Total Length : 12 ' - .75" MEMBER SELECTED Sawn Spruce-Pine-Fir 1200f 2x10 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL { REACTION { BENDING { SHEAR I LL-DEFL { TL-DEFL ( K ) ( ( K /In -2) { ( K /In -2) { ( In) { ( In) MAX VALUE { 0.56016 { 0.94274 { 0.052778 { -0.314 { -0.367 OF ALLOW I n/a I 68 I 75 { 78 I 61 LOCATION { 12 ' -0" { 6 ' -0" { 11 ' -2.75" { 6 ' -0" { 6 ' -0" MAXIMUM HANGER FORCES 0.56016 K (LEFT) 0.56016 K (RIGHT) ------------------------------------------------------------- 10 In. { { Deep ----------------------------- ------ Q� e-U+� ---------- c 560.2 lbs Max. a STRUCTURAL " 560.2 lbs Ma x. 80.08 lbs DL <� RFG�sTE�'ti `�aF, 80.08 lbs DL. 480. 1 lbs. LL S100-��S? 480 .1 lbs LL 0.56 K 0.56 K General Notes 1. Beam weight is assumed to be, included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. Check of Beam 1 : OLSON DESIGN 141 Maushop Road DI INPUT Floor I Live Load ( K /Ft -2) : 0.06001 I Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.01001 I Species : Spruce-Pine-Fi Wet Use : No i Snow Load ( K /Ft -2) : 0 I Grade : 1200f Rep. Use : No I TL Deflection : L/240 I Trib. Width : 6 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loading : Yes I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 I SPAN 2 Length 17 ' -4" 17 ' -4" Actual i 7 '-4. 75" 17 ' -4" Brg. 1 . 5" 0" 0" Min. 1 . 5" 2.014" 1.5" Total Length : 14 ' -8. 75" MEMBER SELECTED Sawn Spruce-Pine-Fir 1200f 2x8x3 IS MEMBER OK? : No CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR ( LL-DEFL I TL-DEFL ( K ) I ( K /In -2) I ( K /In -2) I ( In) I ( In) MAX VALUE 3.851 I —0.85967 I 0.076861 I -0.096 I -0. 105 % OF ALLOW I n/a I 62 f 109 I 39 I 28 LOCATION I 7 ' -4" i 7 ' -4" I 6 ' -8.75" 1111 -2.901" 111 ' -2.901" MAXIMUM HANGER FORCES 1 .32 K (LEFT) 1.32 K (RIGHT) ------------------------------------------------------------ 8 In. Deep I ------------------------------------------------------------ i l 1320 lbs Max. 3851 lbs Max. 1320 lbs Ma X. 165.2 lbs DL 550.6 lbs DL € MA 65.2 lbs DL 1155 lbs LL 3301 lbs LL � 0 9�yG 155 lbs LL 1.3 K 3.9 K Boo? .3 K General Notes o s ass : 1. Beam weight is assumed 'to be included in Dead Load. No.29 �V w 'k 2. Load locations given are measured from the left end , � GIs�����,`�. a Fssio�c� of the structure. lno1 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. Check of Beam 1: OLSON DESIGN 141 Maushop Road PB1 INPUT Floor I Live Load ( K /Ft -2) : 0.06001 I Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0 . 01001 I Species : Spruce-Pine-Fi Wet Use : No I Snow Load ( K /Ft -2) : 0 I Grade : 1200f Rep. Use : No I TL Deflection : L/240 ( Trib. Width : 4' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N Pattern Loading : Yes I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 18 ' -0" Actual I, 8 ' - .75" Brg. 1 .5" 0" Min. 1 .5" 1 .5" Total Length : 8 ' - . 75" MEMBER SELECTED Sawn Spruce-Pine-Fir 1200f 2x8x3 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In 2) I ( K /In -2) I ( In) I ( In) MAX VALUE I 1.12 I 0. 68205 I 0 .043729 i -0.129 I -0. 151 % OF ALLOW I n/a I 49 I 62 I 48 I 37 LOCATION I 8' -0" I 4 ' -0" I 7 ' -4.75" I 4 ' -0" I 4 ' -0" MAXIMUM HANGER FORCES 1 . 12 K (LEFT) 1 . 12 K (RIGHT) ------------------------------------------------------------ I I 8 In. I I Deep I F MAs 1120 lbs Max. a�sNOP = 1120 lbs Ma x. 1 ,� gI4UC�U�A1. 4aa 160.2 lbs DL a No 290 t 160.2 lbs DL 960.2 lbs LL RFGISWW���`�.'' 960.2 lbs LL 1. 1 K �o�FSSIONa� 1.1 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2. Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, .stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members . 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. - - - --------------------- Check of Beam 1,: OLSON DESIGN 141 Maushop Road PBI INPUT Floor I Live Load ( K /Ft -2) : 0.06001 I Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0 .01001 I Species : Spruce-Pine-Fi Wet Use : No I Snow Load ( K /Ft -2) : 0 I Grade : 1200f Rep. Use : No I TL Deflection : L/240 I Trib. Width : 4 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loading : Yes I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 18 ' -0" Actual 18 ' -. 75" Brg. 1.5" Oil Min. 1..5" 1 .5" Total Length : 8 ' - . 75" MEMBER SELECTED Sawn Spruce-Pine-Fir 1200f 2xlOx2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In -2) I ( K /In -2) I ( In) I ( In) MAX VALUE I 1.12 I 0.62849 i 0.048888 I -0.093 I -0. 109 % OF ALLOW I n/a I 52 I 69 I 34 I 27 LOCATION I 8 ' -0" I 4' -0" ( 7 ' -2 .75" I 4 ' -0" I 4 ' -0" MAXIMUM HANGER FORCES 1 . 12 K (LEFT) 1 . 12 K (RIGHT) ------------------------------------------------------------ 10 In. I j Deep I F mass�� ---------------------------------f , eos P a` �M ------------ 1 w� ( 1120 lbs Max. � y �cju� 1120 lbs Ma X. 4 �;. S'tR . No 29asa 160.2 lbs DL A REGISj� �``e, 160.2 lbs DL 960.2 lbs LL 510N 960.2 lbs LL 1. 1 K /1 1. 1 K General Notes J 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. y ------------ Check of Bream 1: OLSON DESIGN 141 Maushop Road 1H1 INPUT Floor I Live Load ( K /Ft -2) : 0.04001 I Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0.01501 I Species : Spruce-Pine-Fi Wet Use : No I Snow Load ( K /Ft -2) : 0 I Grade : 1200f Rep. Use : No I TL Deflection : L/240 I Trib. Width : 8 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loading : Yes I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 16 ' -0" Actual 16 ' -. 75" Brg. 1 .5" 0" Min. 1.5" 1 .5" Total Length : 6 ' - . 75" MEMBER SELECTED Sawn Spruce-Pine-Fir 1200f 2xlOx2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In -2) I ( K /In -2) I ( In) I ( In) MAX VALUE i 1 .32 I 0.55559 I 0.053037 I -0.039 I -0.054 OF ALLOW I n/a I 46 I 75 ( 19 I 18 LOCATION I 0" I 3 ' -0" I 5 ' -2.75" I 3 ' -0" I 3' -0" MAXIMUM HANGER FORCES : 1.32 K (LEFT) 1 .32 K (RIGHT) ------------------------------------------------------------ i I 10 In. I Deep i ----------------------------------- -- ------------ 9 1320 lbs Max. IAM� cyG� I BISHOP 1320 lbs Ma X. 360.2 lbs DL � STRUCTURAL No.2940 360.2 lbs DL 960.2 lbs LL RFGisI������ 960 .2 lbs LL 1 .3 KFFSSlONA���G` 1 .3 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members . 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. Check of Beam 1.: OLSON DESIGN 141 Maushop Road 1B3 INPUT Floor i Live Load ( K /Ft -2) : 0.04001 J Slope 0 in 12 Code : BOCA J Dead Load ( K /Ft -2) : 0.01501 J Species Wet Use : No J Snow Load ( K /Ft -2) : 0 J Grade : 1 .8E Rep. Use : No J TL Deflection : L/240 J Trib. Width : 14 ' -0" Lt. Cant. : N J LL Deflection : L/360 J DOL : 100 Rt. Cant. : N J Pattern Loading : Yes J Side Loaded : NO SPAN DATA (Length is to center line of bearing) J SPAN 1 J SPAN 2 Length J 7 ' -0" J 9 ' -8" Actual J 7 ' -.75" 1 . 9 - -8" Brg. 1 .5" 0" 0" Min. 1.5" 3. 121" 1 .5" Total Length : 16 ' -8 . 75" MEMBER SELECTED Generic LVL 1 .8E 1 .75x9. 5x2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL J REACTION J BENDING J SHEAR J LL-DEFL J TL-DEFL J ( K ) J ( K /In -2) J ( K /In -2) J ( In) J ( In) MAX VALUE ( 8. 192 i -1. 641 J 0.17405 J -0.160 J -0.209 % OF ALLOW J n/a ( 61 J 61 J 49 J 43 LOCATION J 7 ' -0" J 7 - -0" J 15 ' -10.5" J 12 - -2 .482" J 12 - -2.482" MAXIMUM HANGER FORCES 2 .21 K (LEFT) 3. 127 K (RIGHT) ------------------------------------------------------------ I I 9.5 In. J J Deep J J --------------------------------------- UlE mASS. c 2210 lbs Max. 8192 lbs Max. LIAMO. V. 3127 lbs Ma X. Y s 61SHOP ,. 454.9 lbs DL 2235 lbs DL .r STRUCTURAL �, 812.5 lbs DL 1755 lbs LL 5957 lbs LL o N0.2908 f 2315 lbs LL 2 .2 K 8.2 K IST 9 Rio �' ` ~ 3. 1 K • � E ,� , �FFSSIONA���'G General Notes 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. r Check of Beam 1: OLSON DESIGN 141 Maushop Road 1T1 INPUT Floor Live Load K Ft -2 1 I ( / ) 0.0400 I Slope 0 in 12 Code : BOCA I Dead Load ( K /Ft -2) : 0. 01501 I Species : Spruce-Pine-Fi Wet Use : No I Snow Load ( K /Ft -2) : 0 I Grade : 1200f Rep. Use : Yes ( TL Deflection : L/240 I Trib. Width : 1 ' -4" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loading : Yes I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 Length 114 ' -0" Actual 114 ' -. 75" Brg. 1 . 5" O" Min. 1 .5" 1 .5" Total Length : 14 ' - .75" ADDITIONAL LOADS (Distances are from left end) Units: K Ft REF I LOAD I LOAD I DISTANCE I LOAD I BEGIN I END NO. I CASE I TYPE I TO START I LENGTH I VALUE I VALUE 1 1 D I C 1 2 I I 0.36 I 2 1 L I C 1 2 I I 0.96 MEMBER SELECTED Sawn Spruce-Pine-Fir 1200f 2x10x2 IS MEMBER OK? : No CRITICAL. STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In -2) I ( K /In -2) I ( In) I ( In) MAX VALUE I 1 .645 I 0.94238 I 0.085612 I -0.362 I -0.498 % OF ALLOW i n/a I 68 i 122 I 77 i 71 LOCATION I 0" I 4 ' -5.154" I 13 ' -2.75" I 61 -6.624" I 61 -6.624" MAXIMUM HANGER FORCES 1 .645 K (LEFT) 0.70209 K (RIGHT) ------------------------------------------------------------ 10 In. I i Deep I mass�� I---------------------------------- w� Q.- yam ---------- I 1645 lbs Max. s Fuca\30L A 702 . 1 lbs Ma x. o No.294�8O 448. 7 lbs DL 9fGlst�`��G��` 191.5 lbs DL 1196 lbs LL �''�FEssior�a��` 510.6 lbs LL 1.6 K 0. 702 K General Notes 1. Beam weight is assumed to be included in Dead Load. 2 . Load locations given are measured from the left end of the structure. 3. Locations of maximum moment, stress and deflection are measured from the left end of the structure. 4. Bearing across full width of beam is required. 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. r ----------------------------------- Check of Ream 1: OLSON DESIGN 141 Maushop Road 1B1 INPUT Floor I Live Load ( K /Ft -2) : 0.04001 I Slope 0 in 12 Code : BOCA I Dead Load ( K /F.t -2) : 0 .01501 I Species Wet Use : No I Snow Load ( K /Ft -2) : 0 I Grade : 1.8E Rep. Use : No I TL Deflection : L/240 I Trib. Width 14 ' -0" Lt. Cant. : N I LL Deflection : L/360 I DOL : 100 Rt. Cant. : N I Pattern Loading : Yes I Side Loaded : NO SPAN DATA (Length is to center line of bearing) I SPAN 1 I SPAN 2 Length 16 ' -6" 16 ' -6" Actual 16 ' -6. 75" 16 ' -6" Brg. 1 . 5" 0" 0" Min. 1.5" 2 .384" 1.5" Total Length : 13 ' - . 75" MEMBER SELECTED Generic LVL 1.8E 1.75x9.5x2 IS MEMBER OK? : Yes CRITICAL STRESSES SUMMARY CONTROL I REACTION I BENDING I SHEAR I LL-DEFL I TL-DEFL ( K ) I ( K /In -2) I ( K /In -2) I ( In) I ( In) MAX VALUE I 6.259 I -0.92726 I 0.11366 I -0.035 I -0.043 OF ALLOW I n/a I 34 I 39 I 16 I 13 LOCATION I 6 ' -6" I 6 ' -6" I 5 ' -8.5" 19 ' -11 .989" 19 ' -11.989" MAXIMUM HANGER FORCES 2 . 105 K (LEFT) 2 . 105 K (RIGHT) ----------------------------------------------------------- 9.5 In. Deep ------------------------------------------------------------ i 2105 lbs Max. 6259 lbs Max. 2105 lbs Ma X. 512.2 lbs DL 1707 lbs DL 512.2 lbs DL 1593 lbs LL 4551 lbs LL 1593 lbs LL 2 . 1 K 6.3 K 2. 1 K General Notes H OF 4�ss9c 1. Beam weight is assumed to be included in Dead Load. ILLIAM0. 2 . Load locations given are measured from the left end BISHOP of the structure. STRUCTURAL 29488 y 9488 3. Locations of maximum moment, stress and deflection are q p measured from the left end of the structure. 4. Bearing across full width of beam is required. FSS�ONAL G\� 5. Structural adequacy of supporting members must be confirmed. 6. Bearing lengths required may be limited by bearing stress on supporting members. 7. A negative reaction indicates that the beam must be fastened to the support to resist uplift. 8. Cantilever deflection allowables are based on twice the span length. c REScheck Software Version 4.0.1 Compliance Certificate Report Date: 12/15/07 Data filename:Untitled.rck Energy Code: Massachusetts Energy Code Location: Barnstable,Massachusetts Construction Type: 1 or 2 Family,Detached Heating Type: Other(Non-Electric Resistance) Glazing Area Percentage: 13% Heating Degree Days: 6137 Construction Site: Owner/Agent: Designer/Contractor: 141 Maushop Ave Four Acre Realty Trust Woollard Builders LLC Barnstable,MA 02630 Box 263 Box 1143 Barnstable,MA 02630 Barnstable,MA 02630 508-362-2300 Ceiling 1:Flat Ceiling or Scissor Truss: 2132 30.0 30.0 36 Wall 1:Wood Frame,16"o.c.: 3065 0.0 13.0 255 Window 1:Wood Frame:Double Pane with Low-E: 305 0.340 104 Door 1:Glass: 105 0.330 35 Floor 1:All-Wood JoisttTruss:Over Unconditioned Space: 1967 0.0 19.0 85 Furnace 1:Forced Hot Air:90 AFUE Air Conditioner 1:Electric Central Air:13 SEER Compliance Statement_ The proposed building design described here is consistent with the building plans,specifications,and other calculations submitted with the permit application.The proposed building has been designed to meet the Massachusetts Energy Code requirements in REScheck Version 4.0.1 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. The heating load for this building,and the cooling load if appropriate,has been determined using the applicable Standard Design Conditions found in the Code.The HVAC equipment selected to heat or cool the building shall be no greater than 125%of the design load as specified in Sections 780CMR 1310 and J4.4. Name-Title Signature Date Page 1 of 4 f REScheck Software Version 4.0.1 Inspection Checklist Date: 12/15/07 Ceilings: ❑ Ceiling 1:Flat Ceiling or Scissor Truss,R-30.0 cavity+R-30.0 continuous insulation Comments: Above-Grade Walls: ❑ Wall 1:Wood Frame,16"o.c.,R-13.0 continuous insulation Comments: Windows: ❑ Window 1:Wood Frame:Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: Doors: ❑ Door 1:Glass,U-factor:0.330 Comments: Floors: ❑ Floor 1:All-Wood JoistlTruss:Over Unconditioned Space,R-19.0 continuous insulation Comments: Heating and Cooling Equipment: ❑ Furnace 1:Forced Hot Air:90 AFUE or higher Make and Model Number: ❑ Air Conditioner 1:Electric Central Air:13 SEER or higher Make and Model Number: Air Leakage: ❑ Joints,penetrations,and all other such openings in the building envelope that are sources of air leakage are sealed. ❑ When installed in the building envelope,recessed lighting fixtures#meet one of the following requirements: 1. Type IC rated,manufactured with no penetrations between the inside of the recessed fixture and ceiling cavity and sealed or gasketed to prevent air leakage into the unconditioned space. 2• Type IC rated,in accordance with Standard ASTM E 283,with no more than 2.0 cfm(0.944 Ids)air movement from the the conditioned space to the ceiling cavity.The lighting fixture has been tested at 75 PA or 1.57 Ibs/ft2 pressure difference and shall be labeled. Vapor Retarder: ❑ Installed on the warm-in-winter side of all non-vented framed ceilings,walls,and floors. Materials Identification: ❑ Materials and equipment are identified so that compliance can be determined. ❑ Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment have been provided. ❑ Insulation R-values,glazing U-factors,and heating equipment efficiency are clearly marked on the building plans or specifications. ❑ Insulation is installed according to manufacturer's instructions,in substantial contact with the surface being insulated,and in a manner that achieves the rated R-value without compressing the insulation. Page 2 of 4 Il r Duct Insulation: Ducts are insulated per Table J4.4.7.1. Duct Construction: All accessible joints,seams,and connections of supply and return ductwork located outside conditioned space,including stud bays or joist cavities/spaces used to transport air,are sealed using mastic and fibrous backing tape installed according to the manufacturers installation instructions.Mesh tape may be omitted where gaps are less than 1/8 inch.Duct tape is not permitted. Ll The HVAC system provides a means for balancing air and water systems. Temperature Controls: Thermostats exist for each separate HVAC system.A manual or automatic means to partially restrict or shut off the heating and/or cooling input to each zone or floor is provided. Heating and Cooling Equipment Sizing: LI Rated output capacity of the heating/cooling system is not greater than 125%of the design load as specified in Sections 780CMR 1310 and J4.4. Circulating Hot Water Systems: 0 Circulating hot water pipes are insulated to the levels in Table 1. Swimming Pools: All heated swimming pools have an on/off heater switch and a cover unless over 20%of the heating energy is from non-depletable sources.Pool pumps have a time clock. Heating and Cooling Piping Insulation: HVAC piping conveying fluids above 120 degrees F or chilled fluids below 55 degrees F are insulated to the levels in Table 2. Page 3 of 4 r r _ . Table 1:Minimum Insulation Thickness for Circulating Hot Water Pipes Insulation Thickness in Inches by Pipe Sizes Non-Circulating Runouts Circulating Mains and Runouts Heated Water Up to 1" Up to 1.25" 1.5"to 2.0" Over 2" Temperature("F) 170-180 0.5 1.0 1.5 2.0 140-160 0.5 0.5 1.0 1.5 100-130 0.5 0.5 0.5 1.0 Table 2:Minimum Insulation Thickness for HVAC Pipes Fluid Temp. Insulation Thickness in Inches by Pipe Sizes Piping System Types Range("F) 2"Runouts 1"and Less 1.25"to 2.0" 2.5"to 4" Heating Systems Low Pressurelremperature 201-250 1.0 1.5 1.5 2.0 Low Temperature 120-200 0.5 1.0 1.0 1.5 Steam Condensate(for feed water) Any 1.0 1.0 1.5 2.0 Cooling Systems Chilled Water,Refrigerant and 40-55 0.5 0.5 0.75 1.0 Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD:(Building Department Use Only) Page 4 of 4 t • i Q. ac++werwaa too'Lre a.Xs P5y f>�n.�.w6 ,A- • seont7r.a.taiNnee a[Yra lg1e a s s ..- '149NP7gl'q�t1p�IF'!l_ ¢R.1ta�KW'NT' m�-��' 1 IIO�P'Ij��'/+dL$11C'YQ NLl:1GE. !-.J 1�11-• .� � -y:g�jts i 1 i i� r aa...., „o— -.ntl> �+ 1 e�an.R.ro� m+ rJ l a � x•+.-+z rpnc so.+ z.em A— . Lot O'k. 1 atior rsr �L r.w us C Map*so ars?� _ t S I,• era l ntr.m s.mw• ..AA w�1"�c'ti .nao� �, � �• -, l��e �e� � uro�t `-..�,.�..-�" Aar ey- ' sot 12 A'fINF]t vttF wC Ar.CO�srw cane -gai - � � �iiFrLe ms �,•ITr xp' Y4@ as..,' ���,° `�` �'y'� -G•�� d xriw,c�-ry7i �� '� �/4'C> aw-rra J-- �.freurartaWe teaca� �{ i�� ^�L�I 'j °1, ,,,. :l ,„...,J�r r ter._ru,r� as sa►n. � y � mrso mac:w aYasa c+sss .,� � P mom Ancu, or �'=ftxF�'+ f1'i�sti-, i R..l2b+D Set"S j•acJn ;b T'-•tzeirr N -- a°"+e+""�efir�'3"aF"R�t�� :.5tita4�''9 •—/R� wtaOMCJae1 T tfer- f�+ea.n 1>�w+vsra�Cr �7azi-t r X!�I.H.�RN•b��4tP�%V~n.yj I 3 MA i '+ rusmto mw - �, rlpus Carr:lgn.t..J..J�Wl•S"l��Adt a'VJ�aT_' ®O '�a� acc --� rx na w•.yw,ss a r� .ate.r..r>..w, a� va aqy! rt•J•.' e+w a.w nr.wa. a'r _ *.Toa as m e sr xatr au�r COO wwrl,ymm �' & ...:".rri mm._ui....• m 'm:'. ww r°A"..t m. ��//.` _ 7atrn JURvix.^�s "•: °` _ 2DaTia ��..�_......-.-..- •.aa1L N-COY f�' 04b Qfk + rs' w j~ Bk 1946a P9257 �465 0 01-21-2005 $ 01 =35P I,WILLIAM WESSELHOEFT,TRUSTEE of the WILLIAM WESSELHOEFT TRUST under declaration of Trust dated July 14, 1995,recorded in Barnstable Deeds in Book 9786,page 174 of 909 East Newton Street, Unit B-3, Seattle,Washington 98102,for consideration and in consideration of FIVE HUNDRED SEVENTY-FIVE a THOUSAND DOLLARS($575,000.00)grant to HOWARD W. WOOLLARD and +O N 1 ttl a r►N+ 1 VIRGINIA E. WOOLLARD,TRUSTEES of the Four Acre Realty Trust,under o .0 CIl a declaration of Trust dated February 8, 1988,recorded in Barnstable Registry of Deeds U o o m •a x w n r t Cl) Book 6136 page 39 of P.O.Box 263,Barnstable,MA 02630 with QUITCLAIM J...0 m . ,, COVENANTS �o X 0 A certain parcel of vacant land situated off Offshoot Road in Barnstable, Massachusetts,and shown as Lot I together with the fee in Offshoot Road,all as shown on a plan entitled"PIan of Land"in Barnstable dated July 8, 1975,drawn by Whitney&Bassett,Architects&Engineers"recorded in Barnstable Registry of Deeds in Plan Book 336,Page 13. Containing 7.5 acres more or less. No right of way is conveyed as appurtenant to said premises over the remaining land of the Grantor shown as "Dora Kittredge"on said plan. Said parcel is conveyed subject to and with the benefit of a right of way for all M -Cr a purposes for which ways are used in the Town of Barnstable including the installation a yr W rn of utilities in and over Offshoot Road and Maushop Avenue to Hyannis Road,a public r; g W �_ C way, in common with all others thereto. � art g � 0 1K O • H LAW OFFICES OF L ► ► ! 9 OHN R.ALGER,P.C. 14 5 PARMER ROAD G O• ?.1 R O.BOC 449 05tE.RVUIE.MA 0 rp ry OZGSS-0449 Bk 19463 Pg 258 #4650 Said premises are conveyed subject to the following restrictions for the benefit of the remaining land of the Grantor shown as"Dora Kittredge"on said plan: 1. The grantee will create no more than three(3)buildable lots; 2. Grantee and his successors will maintain a 50-foot setback of all buildings from the land of the grantor shown as`Dora Kittredge"on said Plan. For title see Deed of William Wesselhoeft,dated July 14, 1995,recorded in Barnstable Registry of Deeds Book 9786,Page 181.See also Confirmatory Deed to be recorded herewith. THE UNDERSIGNED TRUSTEE HEREBY WARRANTS AND REPRESENTS THAT THE WILLIAM WESSELHOEFT TRUST SET FORTH ABOVE IS STILL IN FULL FORCE AND EFFECT,HAS NOT BEEN AMENDED IN ANY WAY, THAT THE BENEFICIARIES ARE OF FULL AGE AND ARE NOT UNDER DISABILITY, AND THAT THE TRUSTEE HAS BEEN AUTHORIZED BY THE BENEFICIARIES OF SAID TRUST TO EXECUTE AND DELIVER THIS DEED. WITNESS my hand and seal this L_day of ✓ 02005. U WILLIAM WESSELHOEFT TRUST William Wesselhoeft,Trustee STATE OF WASHINGTON COUNTY OF Od(h DATE: On this `Z A day of 2005, before me, the undersigned notary public, personally appeared Wil am Wesselhoeft, Trustee of the William Wesse o; Trust roved to a through satisfactory evidence of identification, which A'swas ` �_ � be the person whose name is signed on the preceding or attached document, and acknowledged to me that he/she signed it voluntarily for its st.ated'purpose. ; V l TARY PUBLIC My Commission Expires:,?. �• E-Mrk1tlt1 o 5 .3 ok 5A BARNSTABLE REGISTRY OF DEEDS �r , Fl SMOKE DETECTORS REVIEWED ._ 1 - I. .._.., _ BA E BUILDING DEPT. I ` . BAR DATE I��TI� I�I1 .. , I Z , FIRE DEPARTMENT DATE I �L = ' _ REQUIRED FOR PERMITTING SIGNATURES ARE 130 I 0 � moo 000 - � 00 CARBON MONO1pDEALARMS MUST BE INSTALLED PER MA MUST BUILDING CODE s•� 62'{y PROPOSED FRONT (SOUTH ELEVATION SCALE 1/4"= P-O' TOP RIDGE - , -_ I TOP PLATE 1 _ -: !I 1 - 1 �.. tl. 12 a - j. 1 iT I 5ECOND FLOOR(5UB) FIRST CIELING -. i,: •--- i _! _:: 1_: _.. I II r -- i I I. OLSON DESIGN ASSOCIATES 55 ELM AVENUE O 1 , Hyannis,Massachusetts 02601 FIRST FLOOR(SUB) 1 ! ) i;' 1 1 608-775-4300 ema0-olsondeslgn@verizon.net FIN.GRADE f PROPOSED NEW RESIDENCE 141 MAUSHOP ROAD s•.a l+'-a +'-0' BARNSTABLE,MA.02630 zeo ze-a ,z•a WOOLLARD BUILDERS BARNSTABLE,MA.02630 PROPOSED RIGHT SIDE ( EAST ) ELEVATION ELEVATIONS SCALE I/4"= I'-0" - D.O. • JUNE 24,2008 _ 1 �°'1/4'= P-O' 12 ' I t ".... III :,..1F1 Ili_77 II 8 `f I ' y , 1 19'-0• 9'-a Iz-a 90-0' 29'-a 4'-6• PROPOSED LEFT SIDE ELEVATION ( WEST ) SCALE 1/4'= 1'-0" ..-: ..,. I.. t L..... ....� - _. I - t _.. LIJ i i i ... :::: 1- I dY u!n I.{ !. 7 I °ry vtv I I°-` ����\\// OLSON DESIGN ASSOCIATES I° I, 55 ELM AVENUE I !- L I! - OL Hyannis,Massachusetts 02601 IY YI° AIIII �:�I I I yan iI r 508-775-4300 email-olsondesignwerizon.net I PROPOSED NEW RESIDENCE zl•n zl•-0' 141 MAUSHOP ROAD 9z.a 2— BARNSTABLE,MA.02630 62'-0' WOOLLARD BUILDERS PROPOSED REAR ELEVATION ( NORTH ) BARNSTABLE,MA.02630 5CALE 1/4'= 1'-0' ELEVATIONS D.O. JJUUNE 24.2006 i I t 24'-0• - 27-V 12- I - • i T___ _________________ '- I I I :I:1 COL UP I § I 4 „ ry b I I b _ GAWE _____________________ m 1 1 I z•.o• . I I 1/2 1 F2 I I _________________ Ilr 1 ®CIpING/HOUSe 1 WPLS t STL.BPNtt 2-I I'T/e'LVL {+3'-6' 2'-6'+4— 2'- HOR 04 T UP POST UP-------------------- g• b 0 I. - Az[I Ae• 1 3 120.Sn I/29.SR. 3 I/2D.sn 5'-0' no b WL UP TO ;dOL.UP TO coL UP TO KITCHEN I� DN TO fDN. DN TO DN. DN TO fDN. d MUD 5 3'-61/4' �§ § z9•-d lr4• § ROOM § I U4' PANTRY I '=PO 11 LIVING b ROOM '�' DINING POWDER s•-z 1/z• z'c• I qq N - 1 - C 6 1 11 ELEV �I 1� Ir-s pie• 1 1 �T UP T,UP i I a l 29 6T I i 4 UP D' _ 4 = I6<ne• SCREEN - 1 PORCH $ BREAKFAST 1 - I31rzv.sn FOYER 2•.6•.4•-6• closer ' I 1 I -. -_ ��._ Z.-6.___.4-0.___Y-6•- 4'-0• I J POST UP POST UPS m 1 3 A I I® ENTRY PORCH - � I DECK DN f AM ILY ROOM § L - m I Irc u4• I' 14'-IO3/4' v 'OLSON DESIGN ASSOCIATES OD SS ELM AVENUE 1 z-6ry I Hyannis•Massachusetts 02601 1 PosT UP DST P 508-7754300 emalF oIwndeslgn@wrizon.nel 2'.6•+4'-6.26•+4'<• _ _ = 2'-6•„'.6•.2•.6•s�_6• PROPOSED NEW RESIDENCE I __ ' 141 MAUSHOP ROAD --- ---------------- -------------�--- �---- BARNSTABLE,MA.02630 2-6 26 140O• 2e'�• 2e'o WOOLLARD BUILDERS BARNSTABLE,MA.02630 56'd FIRST FLOOR PLAN fI R5T FLOOR PLAN D.O.SCALE 1/4°= 1'-O' - DUNE 24,2008 `A a ✓2) �`1/4'= 1'-0' _ r 25 6 20-0' 21 2'-6'. • § I I b I I I I I I I I UNFINI5HED SPACE vl I I I § I I 4 Y.6• I I c I I 5'-5 I I I §i I NSp u BE"ROOM IL I § I I 3 IY2'u.TiL. § I I COS P O Is___ w I 3 1/z'UD.PDTL. I ;�2000 DR w ip CAL. TO I Ali r f� ROOP DIA/ � / 'i� �4 16'-D• n BATH 9 �I 4 I N/ 5 - CIEL J'-]-- �. SLOPE UNE y PF __ _ U< a ry m s'-zl BATH__ _ ____ _________________ ______ § m § a6 9.6• �1 HALL STUDY a ti6 all: 4 4 4 § § LAUNDRY 3'b' 3-0' ELEV r-D• 16. D § BED ROOM 1l N 1 \ 4 rc• c ON Q -------- --------- ---- --- -------- -- BALCONY 4 � I W.I.C. ' § � I I•a uz• � I r-G.4'1 2-p,4- 2'-6•,4'1 I•�6• § 4 MASTER § BED ROOM 0 4 - MA5TER 4 BATH § _ n, - Ir-a 4 3'4' OLSON DESIGN ASSOCIATES E7§ WR rvr.s• « 55 ELM AVENUE 4•o s•<, § OD Hyannis,Massachusetts 02601 4 508-T75-4300 email-olsondeslgn®verizon.net 2'-6•,4'lY 2'-6',9'-0' 2•-6•,q'-D• PROPOSED NEW RESIDENCE 6'.2' S'-Ip s•-Ip 6'.z• - 141 MAUSHOP ROAD BARNSTABLE,MA.02630 I z'a z'o• z9•-0• ro WOOLLARD BUILDERS 2— ze•A• BARNSTABLE,MA.02630 SECOND FLOOR PLAN SECOND FLOOR PLAN B,. D.O. SCALE 1/4" = I L-O" �^ JUNE 24,2008 A 4 TYP.- ALL FDN. WALLS - 8"THK. 5- ( HEIGHT VARIES ) W/ 245 REBAR 27 6' CONT.-TOP* BOTTOM - ON I G"W. X 8" D. X CONT.KEYED CONC. FTG'5 PROVIDE DAMPROOFING TO GRADE -- ------------------------- -- ---------------------- ALL CONC. SHALL BE: = ------------------------------------------ Fy = 3,000 P.S.I. MIN. b @ 28 DAYS GARAGE PON.WALL5- 6: 8'THK:4'-O"H.ON CONT. 0, 1 G"W.X 8"D.KEYED ACONC.FT'G. . O� o ALL FOOTING'5 SHALL BEAR o ON MATERIAL CAPABLE OF p� GARAGE ° SUPPORTING- 1 1/2 TON5/5.F. 4"CONC.5LA13 § PITCH TO DOORS - BILCO MIN. °i USE 1/2" DIAM. ANCHOR ofo".Doo� BOLTS (OR APPROVED EQUAL) @ 6-O MAX ----------------- e. ; FULL HEIGHT WALL5 T a; °•; 3.-,. ALL STEEL RE- BAR: 4 — GO,000 P I MIN ) BM I e PKT;I; ,Ir 4 , NOTE; VERIFY ALL FDN. HEIGHTS AND DROPS AT SITE - MIN. 8" --TYPICAL- 30'X TYPICAL- �i a 30"X 12'D. TOP OF FDN. TO GRADE / > 30'X 30'X I2'D a ;m m' u N � � M 4O#5 EW OTT. ___________________________________ TYPICAL - - a - CONIC.FfG'S.W/ '; TYP \I;; ;I. -3 1/2'1).5TL.COLS. -3 1/2"D.STL.COOS. '; ___________________________ _ TYPICAL-FULL HEIGHT P---�--- A-cor+c."sus o"souo nu - 8'THK.CONIC.FDN.WALL5 . e m2 co"c.ED".wws 4 b W/2-#5 CONT.T 4 5 ON �! - �,2-.56�"i.i�eo" - NOTE; ENGINEER TO • I G'W.X 8'D.X CONT.KEYED _;I' =�;; p 6'w.%8'D.X COM.KE4ED .° _ a BKM;„; CONC.FTG-- _____ "m!„ TY P1c AL FULL HEIGHT VERIFY FDN. * FT'G. 8'THK.CONC.FD .WALL5 m m W/2-#5 CONT.T B B ON ELEVATIONS PRIOR __ ________________________ ___------------------------------------_____ - ;'-_ - G° X 8° X CONT KEYED _____________________________ z-5 u2 LVL w. D. TO CONSTRUCTION FLUSHH ABOV— CONIC."G._ - § q e •.-________ _________________ .(PORCH ABOVE) A !.__________ ___ _ _ _______________________________ _ TYPICAL-BM 30"X 30 X 1 2 D. PKT CONIC.FTG'S.W/ 4-#5 EW E'OTT. ; rr TYPICAL-- I F -3 1/2°D.5TL COL5. 8'CONC.50NO I - z3•-III/�' n'a 3ra• ' -2s TUBES TO 4'O' 0 1 BELOW FIN.GRADE TYPICAL- Iz•-I v<• I<•-61/a• 24"X 24'X I O'D. - •°'I -"-I_'-1-- - _ °" (DECK ABOVE) - § CONIC.FfG5.6 K;� - 8"CONC.50NO TUBE W/2- #5 D OWEL S VERT. - i`1 R OLSON DESIGN ASSOCIATES m I O ■ 55 ELM AVENUE 1J , 6 I Hyannis,Massachusetts 02601 , s'o• -a. m e> I 508-7754300 email-olsondesgn@verizon.nel ' . -- o - - — 4 a ' PR LOT#4-OFFSHOOT ROAD RESIDENCE 2,� PROPOSED NEW RESI I I•s• BARNSTABLE,MA.02630 so so I ro WOOLLARD BUILDERS ze'o zeo BARNSTABLE,MA.02630 56'O' FOUNDATION PLAN D.O. FOUNDATION PLAN SCALE 1/4'= I'-0' _ DUNE 24,2008 1 s"°:1/4"= l'-U •� a GARAGE ------------------- u 13'-Ib 13'-10' lD 12'-6' 19•L' O U § 3' — - N Ud § 2-2xIO N - u e O --- ELEV. m OPG. N m r X ` , X 2-2%1 O _ 2-2X 10 10 O 4"CONC. § § x m SCREEN l O PORCH 1/2 x. I T @ ;'G PGG[NLp N J __ 6' 2- 13/4 X 9 1/2"IN It tl Q 3 2xe to ;ml O I a II Y 3 3� it O 3; 2"' _ ro m O — z•-z• la'-a Xwq - m e O II _ O N DUI - x Oto i v - IILn N �ii O OU - O Iloo X X� O X zg Lai ' IIFH N N o OLSON DESIGN ASSOCIATES I- N N II O�w 55 ELM AVENUE— II Hyannis,Massachusetts 02501 508-7754300 email-olsondesign@v rizon.net -0 PROPOSED NEW RESIDENCE a• LOT#4-OFFSHOOT ROAD a'-0 ya• BARNSTABLE,MA.02630 ze'o za'.a• - WOOLLARD BUILDERS ssa BARNSTABLE,MA.02630 FIRST FLOOR FRAMING PLAN FIRST FLOOR FRAMING PLAN D.O. SCALE 1/4" = I'-O" T: S-2' DUNE 24,2008 �"'1/4'= P-O' 12'-P 12'.P o m a U w O N �s x � X - _ N N 3'-3• ------------- Q O -- ____ _ ___ __ __ _ Q V —m b . ,n O N Q 2TI.�L'�2x10 ______________ Q 0' N N O[�- 2%IO N u p wPPeo%Dwm oven zxio, w --- O O 2T 1-2-2x l 0 "3 x II II II II II II II II II II II 11 N 'I; 1 .III II II II II II 11 II II II �11 11 II II II II II II II II11 _ IyWVII II II it II II II II II II ,11 ry .11 m j� 1�'III II II II II II II II II II �11 O d, i`ft®II II II II II II II II II II �11 U -- I ;,1I1l m , m O O Q x i 5211 O 0- OLSON DESIGN ASSOCIATES 55 ELM AVENUE N Hyannis,Massachusetts 02601 ----- 506-775-4300 email-oisondesign@verizon.net 2H2 2-e^IL PROPOSED NEW RESIDENCE = LOT#4-OFFSHOOT ROAD BARNSTABLE,MA.02630 r r.6• s•a I I•.6• ze•.o• z•o WOOLLARD BUILDERS 4O� BARNSTABLE,MA.02630 SECOND FLOOR FRAMING PLAN SECOND FLOOR FRAMING PLAN SCALE I/4" = I'-O" � D.O. a.�,e 2) JUNE 24,2005 v 1 1- - 4 - 2- 2ao• z•o• - 10-0' �0-0• 2T-C' • " Rnc2 44zRnANG vp%z ov,�Rnnrv6 _ = o a ® o LLS o - - 1a-61/T 1a-612• X ( X 2 Ba 16' C. R;YE OV—lIG WVf OV9 ANN O u Y. O, IF O _ = iiK QD § _ 2 /4 - I- --t7L - 3-9 I/2°WL D cn1w+. " •" I' ,I.2 RI GE RD oRc. � X Os� G' .C. 4 4 _ N N 2% ® 60. 11 .• 2 X IOS I O -------_---- __________________ 26 cp O o 0 0 = X X X N N O- OLSON DESIGN ASSOCUUES 55 ELM AVENUE Hyannis,Massachusetts 02601 508-T754300 email-olsonCeslgn@mizon.net _'_li RaRn PROPOSED NEW RESIDENCE LOT#4 OFFSHOOT ROAD zx ® so.. %e, Is .c. BARNSTABLE,MA.02630 112- 1a-612' Ia-6 yr WOOLLARD BUILDERS BARNSTABLE,MA-02630 ROOF FRAMING PLAN ze'o 20'0 - Iro• ROOF FRAMING PLAN ar ,�`ry,' DUNE 24.2005 "� - � sal..I/4•= I�-0. 1 � 0 za'.a TYP.PROVIDE ICE 4 2a'v WATER"FLA5HING AT ALL VALLEY5 = 2X 12 RIDGE BD. w•-m 1 k14•-0• 2X 12 RIDGE BD. 2 X 10 RAFTER5 @ I G'O.C. 2 X 10 RAFTERS @ I G°O.C. W/1/2"PLYWD.5117G.4 W/112"PLYWD.5HTG.4 A5PHALT 5HINGLE5 AS PSPHALT SHINGLES AS SELECTED 5ELECTED TYP.Roof vfNrs rUP I R ss 6 16•o.c. ( sfe eLEVA—s LA �AAAAA�AAA InhAAAAll )A AAAA P Rsa MI INsuL. TYPICAL- ALUM.DRIP.- - - I X8 FASCIA BD.W/ TTPIUL neL.- ALUM.GUTTER-IX8 - — — — — — — — — — — — — — — — — _ — _ Cs - @ zo•O.C. I 50FFIT BD.W/CONT. M.BATH I M.BED VENT-I X6 FREEZE BD. rnluL clfL- ROOM •-6• - 12•GYP.an.oN I x s a 2-o.C. - 9'-1 I/2• I s-)1/2' _ TYP.-EXTERIOR WALL5 BED ROOM W.I.C. V-7 u2- ' 2%1q@12.O.G.W/3M• - 2%Iq@16•°.c w/3la• 2 NO SUB RA GWED t SCRCwED 9UD nR fD P SCREWED 19.0 DECK-P.T.-2%I Os @ 12°Q.G. Tw.BROG.MID SPAN - rw.BRw MID 5Pu1 W/2XGs RIPPED DOWN OVER W/ nR.t suBl / 112 CDX PLYWD.4 RUBBER ROOFING b _____________________ _____"___ _____________________ I Si CIEL --- f — — — — — — — — — — — — — — — — — — I — — — — — — — — — — —TIPICPL CIEL GYP.BD.ON I%3 @ 2'O O.C. @ 2'4 O.C. 6 1/4- 14'-1 O Y4- a 5CREEN zs•-w u4 FAMILY ROOM PORCH LIVING DINING zv s 3 /2' TYP. EXTERIOR 2 X 4 STUD WA TYP, EXTERIOR 5 2 X 4 STUD WAU 2 X 4s @ 16°O.C.-I/2"CDX OR Q.snrG. F 2 X 4s @ I G'O.C.-112'CDX OR EQ.5HT'G. TYVEC OR EQ.-2-2X4 PLATE-2 4 SHOE TYVEC OR EQ.-2-2X4 PLATE-2 X 4 5HOE R-I I MIN.IN5UL.-112'GYP.BD @ INTERIOR 2X t q @ 1 z•o.c.wi va• 2%1 q @ 16•o.c.wi sl4• 2-z%Iq @ 16•o.c.Wn s/4' -R-I I MIN.IN5UL.-1/2'GYP.BD.@ INTERIOR Plrt GLUCD♦sGRC•2D sUB rtP-GWPD t sCRPWED UB rUt GWCD.SCRLV2O sT ttP.GROG.MID SPN! _ ttP.BPpG.M10 sPPN Il'P.B—MID SPAN- Fl/c tsue 1 = OVER D T 2 X II Os @ 16 O P.T.4XG WE).POST5 R19 MIN.INSUL Ri 9 N.IN— MIN.INSULON Mw. i. ii• :.. rs'+':: z�..;;r-�........:......:.........:a:.r-s,...,:...,.............,� P05T BA5EQNDECOR.COLS I�LVL BPNls LVL BPAMs �LK 9 ' nN.GRAQe 1 s-1 a 13'-I P 12-1 3l4' 14'-6 I/4• III s 12-1 - TEICAL- 3 /2' 3 12'D.STL COLS. 2— 8°THK.CONCRETE FOUNDATION - Tsvinrz ms coNc.sIAB z mA,co"C.s— 8'THK.CONCRETE FOUNDATION W/2-#5 T.413.CONT.MIN.8"ABOVE _ /G W/2 #5 T.45.CONT.MIN.8"ABOVE FIN.GRADE ON I G"W.X 8"D.X CONT. ... - .:..,.. . ..,'..;r;.;r.,, - ..-.,, G'W.X 8"D.X CONT. CONCRETE FOOTING-DAMPROOFING TO .:.. ... .: .:.._,: -_...... -:.: ;r :..:: . ' ;,•. FIN.GRADE ON - - -. .. CONCRETE FOOTING-DAMPROOFING TO GRADE GRADE ze•a ze'o I z•o OLSON DESIGN ASSOCIATES 8'THK.BY I G"W X CONT. 5s ELM AVENUE 8°THK.BY 16°W X CONT. O� Hyannis,Massachusetts 02601 KEYED CONCRETE FTG. rYr1uL � KEYED CONCRETE"G. 508-775-4300 emall-olsondeslgn@wrizon.net soxsaxlz'D. ' 30'%30'%12'D. PROPOSED NEW RESIDENCE 4�s e.w.@ BOTTM. 4as e.w.@ eoTrM. 141 MAUSHOP ROAD BARNSTABLE,MA.02630 TYPICAL FRAMING SECTION WOOLLARD BUILDERSBARNSTABLE,MA.02630 A SCALE 3/15'= 1-0° TYPICAL FRAMING SECTION I%. s, D.O. Owr�m BY Dery S_5 JUNE 24,2008 '3/5'= P-9 j SYSTEM PROFILE NOTES �-NDN. AT EL. 97.0' 1. DATUM IS ASSUMED e ACCESS COVER TO WITHIN 6 OF FIN. GRADE (NOT TO SCALE) p ACCESS COVER TO WITHIN 3" OF FIN. GRADE �� A ACCESS COVER (WATERTIGHT) TO 2. MUNICIPAL WATER IS AVAILABLE 3 a o WITHIN 6" OF FIN. GRADE. . 91.0 MINIMUM .75 OF COVER-OVER PRECAST /� 2% SLOPE REQUIRED OVER SYSTEM 90 0' 3. MINIMUM PIPE PITCH TO BE 1/8" PER FOOT. sq RUN. PIPE LEVEL . 2" DOUBLE WASHED PEASTONE 'Q°��i°pD 93.0' FOR FIRST 2'. OR GEOTE MLE FABRIC 4. DESIGN LOADING FOR ALL. PRECAST UNITS TO- BE AASHO c - PROPOSED 1500 LOCUS 3' MAX. H- 10 0 offs > °f 89.0' GALLON SEPTIC . 88.75 , 5. PIPE JOINTS TO BE 'MADE WATERTIGHT. TANK (H- 10 ) BAFFLE 86.47 86.30GAS ' 87.0 ° �'��Sh°p e �� 6. CONSTRUCTION .DETAILS TO -BE .IN ACCORDANCE. WITH 0.000 0 0000 �o 0 0 86.17 Q Q Q Q 0 0 0 0 0 o MASS. ENVIRONMENTAL CODE TITLE V. o (12.5x SLOPES 6" CRUSHED STONE OR MECHANICAL 'o 0000 0 0000 e� DEPTH OF FLOW = COMPACTION. (15.221 [21) oog 0 2' Q Q Q Q Q Q 0 Q ED o�� 84.17' 7. THIS PLAN IS FOR PROPOSED WORK ONLY AND NOT TO o`o� Qrcc gro9gs 4' ( 4 % SLOPE) ( I % SLOPE) BE USED FOR LOT LINE STAKING OR ANY OTHER PURPOSE. Lone TEE SIZES: 3/4" TO 1 1/2" DOUBLE WASHED STONE INLET DEPTH = 10" 8. PIPE FOR SEPTIC SYSTEM TO SCH. 40-4" PVC. OUTLET DEPTH = 1 4' Route 6 9. COMPONENTS NOT TO BE- BACKFILLED OR CONCEALED WITHOUT INSPECTION BY BOARD OF HEALTH AND PERMISSION FOUNDATION- 32' SEPTIC TANK 56' D' BOX 15' LEACHING 9.87' OBTAINED FROM BOARD OF HEALTH. FACILITY 10. CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING LOCUS MAP SYSTEM DESIGN: DIGSAFE (1-888-344-7233) AND VERIFYING THE LOCATION SCALE 1"=2000'f OF ALL UNDERGROUND & OVERHEAD UTILITIES PRIOR TO ASSESSORS MAP 299 PARCEL P/O 93 GARBAGE DISPOSER IS NOT ALLOWED BOTTOM TH 2. EL. 74.3' COMMENCEMENT OF WORK. LOCUS IS WITHIN FEMA FLOOD ZONE C DESIGN FLOW: 5_ BEDROOMS (110 GPD) = 550 GPD 11. ANY UNSUITABLE MATERIAL ENCOUNTERED SHALL BE USE A 550 GPD DESIGN FLOW REMOVED 5' BENEATH AND AROUND THE PROPOSED LEACHING FACILITY. SEPTIC TANK: 550 GPD ( 2 ) = 1100 USE A 1500 GALLON SEPTIC TANK ZONING SUMMARY LEACHING: SIDES: 2(42 + 12.8) 2 (.74) = 162 ZONING DISTRICT: RG RESIDENTIAL DISTRICT BOTTOM: 42 x 12.83 (.74) = 398 MIN. FRONT SETBACK 30' MIN. SIDE SETBACK 15' TOTAL: 756 S.F. 560 GPD MIN. REAR SETBACK 15' MAX. BUILDING HEIGHT 30' USE (4) 500 GAL. LEACHING CHAMBERS (ACME OR EQUAL) WITH 4' STONE ALL AROUND TEST HOLE LOGS ENGINEER: A. H. oJALA, PE WITNESS: DON DESMARAIS, RS DATE: DECEMBER 7, 2005 PERC. RATE = < 2 MIN/INCH \ ,v C r- CLASS I SOILS P# 11169 ELEV. ELEV. - 0 86 0 86 34 3" 0 UNSUIT. 3" 0 UNSUIT. 94 v LS UNSUIT LS UNSUIT. 5" 1 OYR 3/2 6" 1 OYR 3/2 E E w w 6" LS UNSUIT. 7" LS UNSUIT LS LS UNSUIT UNSUIT. " 1 OYR 5/6 40" 1 OYR 5/6 l i i LS UNSUIT. LS UNSUIT. 2.5Y 5/6 2.5Y 5/6 77" 79.6' 80" 9.3' i i / i � \ '• - � ' 1, � ( / / �/ - ` ` ~' ..\ , \ `'\ PERC_ C2 C2 2.5Y 6/4 2.5Y -6/4 140" 11 74.3' . 140" -1 1 74.3' NO- GROUNDWATER ENCOUNTERED Lot 4 f Arec--93,618E ,8q. Ft. I l I Or i ELEV, 4 ELEV. � ! `� ��. 82_ -� _ // / \ ` `\ \� 6" 0 8cA UNSUIT 6" 0 8cA 5' REMOVAL OF UNSUITABLE SOIL w / UNSUIT. REQUIRED AROUND PERIMETER OF 84 - - - - - ' / \ ` w / LEACHING FACILITY, DOWN TO yIT,kBLE S6ft�AYFR REPLACE \ / oo B B MATH CLEAN MED. SAND'-ENGINEER \ i po• TH 1��( TO INSPECT AND CERTIFY \ -_ _ - i ° i LS UNSUIT' LS UNSUIT J� REMOVAL \ ' t as, `\ l L O f .3 40" 10YR 3/2 42" 1 OYR 3/2 C1 UNSUIT. C1 UNSUIT. �^ LS CHMARK: l/J NAIL SET I , " LS ' " 'fEN REE AT ELEV. 9i o� ( 86 2:5Y 5/6 81.8 85 2.5Y 5/6 81.9 v A x TH C2 TH4 � O ` \ PERC FMS FMS 1 OYR 5/6 1 OYR 5/6 120 120 NI,\ \ \ i \ C3 C3Ms f 2.5Y- 6/4 2.51YS6 4 - \ \ 156" 76.0 : 156" 76' -94 NO GROUNDWATER ENCOUNTERED \ \ \\•\ f96 _ PROP. DWELLING \ \ ` \ TOP FNDN - 97.0' •9' \9 \\ 17'BEWH w ` - \ , \ � /� , �,,/ I \\ LEGEND \ i l ( PROPOSED` SPOT ELEVATION 100x0 EXISTING SPOT ELEVATION 100 PROPOSED CONTOUR \ \\ \ \\ \\„ \ \\\ '�\ ' _- t - \\ _ 100 _ EXISTING CONTOUR lb 10 770 w TITLE 5 SITE PLAN OF LOT 4 OFFSHOOT ROAD BARNSTABLE off 508-362-4541 fax 508-362-9880 PREPARED FOR .Y down cape engineering, inc. FOUR ACRE REALTY TRUST CIVIL ENGINEERS ���cHOF ss tHOF44 DUNE 29, 2007 LAND SURVEYORS o� RNE H ti;_ qso ARNE OJA `� H `' ' Scale:1"= 30' <�� d 0 IV -' OJALA 939 main st. armouth ort ma 02675 No.f - A v Y P � _ DATE P. °FFss�°`P 0 15 30 45 60 75 FEET i 04-337 LOT4 �'S8109ALENG\ �N�SUR`Iti��¢