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0372 NORTH STREET (4)
r �� /�v it �� 'I. I� I�f i� ��� �� '� io �1 1 I .-.\ �J j . Town of Barnstable Buildi a.; ,."T, �• " tea '�:'"'->� '`aa $bit, ' " .,5 '� �..ed `.;; '`, .k; .A.,�"`� a''�. Post,This Card 5o That�t;is.Vis�ble:From the Street,,, Approved Plans"Must be'Reta�ned on Job and,this Gard Must be Kept * ag BARR ABS.�„ •MAM ;'a,`.' ., .., „z:' :,,k -:. v •*"`? � y" ". ^%:i�' ., • .� i6ss PostedUntilFinal Inspection Has Been Mader M � t r ,y ;> ° �Whee aCei^tcate f O.ccu anc <is..Re`uired such Bulduihall Not be Occu,red until,a�Fnal lnspect�onha�s been made Permit L.. ..:."�, ' _e �, •e�. ,.,........ --..e.:...pam,. y4 '. .._.:..a;'. .� g: ��._..::�."a»...a.H..,.... p -,�.a .. Permit No. B-18-2395 Applicant Name: Approvals Date Issued: 07/25/2018 Current Use: Structure Permit Type: Building-Sign Expiration Date: 01/25/2019 Foundation: Location: 372 NORTH STREET,HYANNIS Map/Lot 308-008 Zoning District: OM Sheathing: Contractor'Name ''; ,, Framing: 1 Owner on Record: JOB TRAINING EMPLOYMENT CORP g: Address: Contractor}iL cense 2 Est.'Project Cost: $0.00 06078 �o Chimney: Permit Fee: Description: 12 SQ FT FREE STANDING SIGN FOR MASSHIRE APE AND ISLANDS $50.00 CAREER CENTER COMMUNITY ACTION COMMITTEE,®F"CAPE COD& Insulation: Fee Paid:;" $50.00 ISLANDS, INC j Date:. 7/25/2018 Final: Project Review Req: Plumbing/Gas Rough Plumbing: Zoning Enforcement Officer Final Plumbing: I x Rough Gas: This permit shall be deemed abandoned and invalid unless the work authorizedsby this permit is commenced within six months after issuance. Final Gas: All work authorized by this permit shall conform to the approved application a1.nd thetapproved construction documents for which this permit has been granted. All construction,alterations and changes of use of any building and structures`i'611 be in compliance with the localfzoning by law'a,nd codes. Electrical This permit shall be displayed in a location clearly visible from access street 6e46iid andtshall be mamtarned open=for,pubic inspection for the entire duration of the work until the completion of the same. Service: The Certificate of Occupancy will not be issued until all applicable signatures,by the Building and F re.Officials are,provided on this permit. Rough: Minimum of Five Call Inspections Required for All Construction Work:" 1.Foundation or Footing Final: 2.Sheathing Inspection 3.All Fireplaces must be inspected at the throat level before firest flue lining is installed Low Voltage Rough: 4.Wiring&Plumbing Inspections to be completed prior to Frame Inspection 5.Prior to Covering.Structural Members(Frame Inspection) Low Voltage Final: 6.Insulation 7.Final Inspection before Occupancy Health Final: Where applicable,separate permits are required for Electrical,Plumbing,and Mechanical Installations. Work shall not proceed until the Inspector has approved the various stages of construction. fire Department "Persons contracting with unregistered contractors do not have access to the guaranty fund" (as set forth in MGL c.142A). Final: r ti V :t Town of Barnstable of Building Department l° •o Brian;Florence,CBO ann[v AB Building Commissioner BARN TABLE 9� ,0$ MO.Main Street Hyannis MA 02601 ° '6� - `�°"" 2 1637-2014. iOrEp ° wwiv.tdwn.barnstable;►na.us, Office: 508-862-4038 Fax: 508-790-6230 Sign Permit Application Zoning District Permit°# Historic District 0 Location by 1 :7 a? /I& r�� S9: f1 YAA%I1s a ?d o Street address and village • / s� cadc Applicant �/v/; r l Map & Parcel 3�6�' U 9170 ,j re zeal I e &C°J icC,°r I° Telephone Number --744F- 7.4o-Dy0 ._ Email �'2C-17d �'4 •�0 Sign #1 Sign #2 Wall C- Wall Freestanding W Freestanding D Electrified* 0 Electrified* Dimensions Sign #1 ' S9 Ir- Dimensions Sign #2 Square feet o?y f # X 7a �� Square feet Reface Existing Sign 0 New/Replace Sign KI Width d Building Face ft. X 10 X .1`0 *Lighting Type A wiring permit is required if sign,is electrified. I Signature of Owner/Authon2ed Agent Mailing address i -w tl n 1, HIRE • XG PEOpt , CommunityAction Committee of Cape Cod & Islands I nc ryFMSEVW�S Community Action Committer of Cape Cod & Islands, Inc. Ub r{ r 1�`r •1mi r ^!1- v F J 2i a,L"W,�l �tsM�..r ey.• r dr' t � L�. �= x;es�, r- '' T> . awl � 1,3�• �.J "Gape Cod's®ne Career;Centers �",spti � '++a. , f� M•°'^ �'+;a.• �''.,'� ! 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Parcel 00$ `�-��` � Permit# 6S O 'S� Health Division =QW14—17�,u 9, (ate /,l�3� Date Issued 11-t-0 Conservation Division to S F recv/d S1,11rNan Application Fee Tax Collector II"1 el G y p Permit Fee Treasurer i F; i 6 9YSTUA FO ST Planning Dept. WITH TITLE 5 /v .w� Date Definitive Plan Approved by Planning Board I:NVJ10NIMEN TAL CODE A" ,- I-114VIN MGUI KTFDNIt Historic-OKH Preservation/Hyannis Project Street Address 37 2 No(VT Village Ownerbe*'S PIDlyr) �,Na t, "('�,� Address 7 12 Telephone MCAwwy MA. ©2053 i Permit Request��,;1 a � tiT� a �;ve vi(d i fu A � ---. -- Square feet: 1 st floor: existing proposed Li�K00 2nd floor: existing proposed 4 S o O Total-new 9 00 Zoning District A,P Flood Plain S ` C Groundwater Overlay 6 -7 1j 411 DO I� c /� i Y -7 Project Valuation Construction Type o0o yY Ame- � n,, rT1 Lot Size L11,7 5 S Grandfathered: ❑Yes ❑No If yes, attach supporting documentation. Dwelling Type: Single Family ❑ Two Family ❑ Multi-Family(#units) Age of Existing Structure Historic House: ❑Yes KNo On Old King's Highway: El 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 - _ } otal Room Count(not including baths): existing new b First Floor Room Count a ,r Heat Type and Fuel: XGas ❑Oil ❑ Electric ❑Other Central Air: �4 Yes ❑ No Fireplaces: Existing New Existing wood/coal stove: ❑Yes AN 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# 57T'�'c 01 o —®sue Current Use Proposed Use BUILDER INFORMATION Spy' 66 ` ' _ (.✓e/ S S3�7 c�t� Name o,�,s/d W �c4 Telephone Numbe Address BeX /c{79 License# $3 Zl$,q -- AlAim94 A44 113PS S Home Improvement Contractor# 1 zg4O� Worker's Compensation# \Xf C--.13 j -,S 417 �FC�1S ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO F�'BecT� Mvh�gl ZAA / SIGNATURE DATE cf113-16 ___ 4 �Y FOR OFFICIAL USE ONLY PERMIT NO. DATE ISSUED - MAP/PARCEL-NO. ADDRESS VILLAGE / OWNER DATE OF INSPECTION: . ` FOUNDATION FRAME INSULATION 1 FIREPLACE ,- ELECTRICAL: ROUGH r FINAL- PLUMBING: ROUGH FINAL GAS: ROUGH FINAL FINAL BUILDING ��� l�` �- O DATE CLOSED OUT. ASSOCIATION PLAN.NO. 1 °FVE�a,. Town of Barnstable Regulatory Services a ► • BARNSUBM MASS. Thomas F. Geiler, Director i639• ♦0 6. Building Division Thomas Perry, CBO Building Commissioner 200 Main Street, Hyannis, MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 June 8,2006 RE: Bett's Pond Building Trust 372 North Street,Hyannis Map 308 Parcel 008 To Whom It May Concern: The plan for the above referenced project dated November 18, 2004, with a revision date of June 7, 2006, showing the reconfiguration of parking spaces is acceptable to this office. If an agreement can be reached and the original plan can be used that plan would be more desirable to this office. Sincerel Thomas Perry,CBO Building Commissioner SULLIVAN ENGINEERING , INC . '= 8: �` +L 2006 J4JN ~7 June 7, 2006 Thomas Perry,Building Commissioner Barnstable Building Department 200 Main Street Hyannis, MA 02601 SUBJECT: Bett's Pond Building Trust 372 North Street, Hyannis Map 308 Parcel 008 Dear Tom: As per our previous discussions, we are submitting a revised plan showing a minor change to the approved plan. The change is relative to maintaining the existing pavement on the east side of the property and relocating three parking spaces. We were able to maintain the required number of parking spaces, street trees and amount of landscaping except in the area currently paved. Should the paved area be determined to remain in our client's control, the area in question will be landscaped as originally.approved under SPR 010-05 and per Building Permit#88053 issued 11-01-2005. Sincerely, John O'Dea, EIT C Enc.: Revised Plans (Sheets 2-4) (Dated June 7,2006) 7 PARKER ROAD, P.O. BOX 659, OSTERVILLE, MA 02655 TEL: (508) 428-3344 P uIIPE%alaoLcom FAX: (508) 428-3115 SULLIVAN ENGINEERING , INC . June 7, 2006 Thomas Perry, Building Commissioner Barnstable Building Department 200 Main Street Hyannis,MA 02601 SUBJECT: Bett's Pond Building Trust 372 North Street, Hyannis Map 308 Parcel 008 Dear Tom: As per our previous discussions, we are submitting a revised plan showing a minor change to the approved plan. The change is relative to maintaining the existing pavement on the east side of the property and relocating three parking spaces. We were able to maintain the required number of parking spaces, street trees and amount of landscaping except in the area currently paved. Should the paved area be determined to remain in our client's control, the area in question will be landscaped as originally approved under SPR 010-05 and per Building Permit#88053 issued 11-01-2005. Sincerely, John O'Dea, EIT Enc.: Revised Plans (Sheets 2-4) (Dated June 7,2006) 7 PARKER ROAD, P.O. BOX 659, OSTERVILLE, MA 02655 TEL: (508) 428-3344 PSuI1PE(BaoLcom FAX: (508) 428-3115 ■ ■ ■ ■ I I ■ Bett's Pond Office Building ■ Hyannis, MA j ■ ■ Structural Calculations ■ ■ ■ Prepared by ■ KL&A,Inc. 09/19/05 ■ ■ ■ ■ ot�E tM ,S��cf t ■ a� A D. 4 G ELI a ■ TR CTURAL N0. 50 ■ �'op A��°'E p�E'c� KL&A, Inc. ssroN►� ■ Structural Engineers and Builders ■ 17 Academy Lane,2nd Floor Falmouth,MA 02450 Telephone:508 457 6794 Fax:508 475 7094 www.klaa.com ■ ■ ■ KL&& ■ I ■ Calculation Table of Contents ■ SECTION TITLE ■ 1.0 General Building Description .......................................................................................... ■ 2.0 Design Criteria..................................................................................................................... 3.0 Foundations ......................................................................................................................... ■ 4.0 Lateral System...................................................................................................................... ■ 5.0 Columns................................................................................................................................ ■ 6.0 Floor and Roof Framing..................................................................................................... ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ e ■_Y KL&.A. t ' 001000 ' Section Page ■ 1. General Building Description ■ 1.1. Structural Design Criteria............................................................... 1001 ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ I' ■ ■ ■ ■ ■ ■ 001001 KL&A, Inc. Structural Engineers and Builders ■ 17 Academy Lane,2nd Floor Falmouth,MA 02540 ■ Ph:508 457-6794 Fax:508 457-7094 STRUCTURAL DESIGN CRITERIA ■ Bett's Pond Office Building Codes ■ The governing building code is the Massachusetts State Building Code, 780 CMR, Sixth . edition. Insurance Requirements . No special insurance requirements are applicable. Factory Mutual criteria do not apply. ■ Desi_gn Loads ■ Floor Live Loads ■ Floor Live Loads are set according to the Mass. Building Code, as noted. ■ Area Uniform load Concentrated Reduc- Source Load' ible? Office Building—Lobbies 100 psf --- No Mass ■ Office Buildings —Corridors 80 psf --- No Mass Office Buildings—Office Space 50 psf 200 lb Yes Mass Exterior Decks 60 psf --- Yes Mass Roof 302 psf --- No Mass ■ Concentrated loads in addition to those shown shall be furnished to the structural engineer by the architect Z See section on roof snow loads. Roof Snow Loads Flat roof snow load Pf= 30 psf Snow loads due to drifting, sliding and unbalanced load conditions are included in Pf. ■ Live Load Reductions ■ Design live loads will be reduced for beams, girders, columns, and foundations as described in the IBC. Members supporting more than 150 sq. ft. with live loads less than 100 psf will have live loads reduced. The reduction shall not exceed 40% or members receiving load from one level only, 60% for members, or 20% for columns supporting ■ multiple floors with live loads greater than 100 psf. I ■ G:\Betts Pond\Calc\Structural Design Criteria.doc Printed:10/04/05 ■ nn1 n00 Beff's Pond Office Building KL&A,Inc. ■ ■ Superimposed Dead Loads ■ Item Uniform Comment load ■ Ceiling and flooring 10 psf ■ allowance Suspended pipe/duct 5 psf ■ allowance ■ Roofing 10 psf Includes insulation, and membrane type roofing. Architect shall notify structural engineer if ballasted roof is planned. Normal weight concrete 150 pcf ■ ■ Wind Loads ■. Wind loads are summarized in the table below ■ Parameter Value Comment ■ Basic Wind Speed 110 mph Mass. Building code requires 90 mph . Importance factor 1 Exposure B Has terrain with buildings, forest or surface irregularities, covering at least 20% of the ■ ground level area extending 1 mile or more from site. ■ Wind Zone Zone 3 ■ Typical wind pressure 23 psf Varies with height ■ Seismic Loads ■ IBC 2000 is used for the calculation of seismic base shear. With no geotechnical report, ■ we assumed a soil profile type of D for the seismic design. The seismic forces were calculated and showed that wind forces control lateral system design. ■ Deflection and Vibration 1. Gravity Loads ■ Live load deflection shall be limited to span/360. Total maximum deflection shall be ■ limited to span/240. Where nonstructural components cannot accommodate these deflections, the architect shall supply additional criteria. No additional limitations or restrictions on the deflection/vibration of the floor systems have been communicated by the owner or architect at this time. ■ ■ ■ Page 2 of 3 ■ � Bett's Pond Office Building KL&A,Inc. �n01np.q 2. Lateral Loads Lateral deflections due to wind and seismic forces shall be less than h/500 where h= building height and/or story height Foundations Foundations and interior slabs on grade will be designed following the recommendations of the Massachusetts State Building Code, 780 CMR, sixth edition. Spread Footings Minimum frost depth required from grade to bottom of footing=48". Slabs on grade Typical interior slabs in full basement areas will be 4"thick. Crawl space interior slabs . Slabs on grade will be underlain with free draining gravel or sand and the subgrade will be properly compacted. � II Page 3 of 3 ■ ■ 002000 ■ Section Page ■ 2. Design Criteria ■ 2.1. Wind Loads......................................................................................2001 2.2. Seismic Loads..................................................................................2004 ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ett s Poud O e u Idln Building Data Date June`26'r2005 Summar ofForces� � € LOCATION(CITY) = IFalmouthM� >l¢fty ti5 ' I fa( 'I if Pas �t West nd � ���� ' �J t> TYPICAL STORY HEIGHT = 10. ftPer € 7 �s `IVn} �}i1 tt R16 ki s *tG, TOTAL HEIGHT NORTH SOUTH = �27t� It(height for wind in the N-S direction,i.e.the avg.roof ht.as viewed fron the N or S) NorthaSouth h 1 t ) TOTAL HEIGHT EAST WEST = 27 " i 1` It(height for wind in the E-W direction,i.e.the avg.roof ht.as viewed fron the E or W) $ V � t 20 lu s 0M r' :+ .x27z rc wp NUMBER OF STORIES TYPICAL WIDTH EAST-WEST = �"_ It(this is the width for wind in the N-S direction,i.e.the width of the North or South face)OR the width of the GABLE TYPICAL WIDTH NORTH SOUTH = t It(this is the width for wind in the E-W direction,i.e.the width of the East or West face) BUILDING CODE _ TIC GAL,. ASCE7-98 procedures i)> ,7l ,s %777,177.77 7, ENCLOSURE CLASSIFICATION = rEiiclod See"DEFINITION"tab EXPOSURE(A,B,C OR D) = � ," " Exposure for ASCE based calculations,see"DEFINITION"tab BASIC WIND SPEED = miles per hour IMPORTANCE FACTOR = I,l� '- Basec on building category and Hurricane Prone classification Regions DIRECTIONALITY FACTOR = 0,85� _'`,' Wind Directionality Factor,Kd,per Table 6-6 under"TABLES"tab Topographic parameter 11 VW V(r� Topographic Type = Reg"�ula'�r� � "Regular"topographic type will not consider any topographical effects. I Speed-up Speed-up Height of bill,H = s 0 ft ( :. x(UpSrtod} x(Dowawind) V(� x(�€ptrnd) x(Downwind) Horizontal distance,Lh f "r II I ; I 1f fI Height of the site above ground level,z = 0 ft ,� ffR Lh Distance from site to hilWescarpments,x = `..�. 0 ,,,tea. ft 1 ESCARPMENT 2-D RIDGE OR 3-D AXISYMMETRICAL HILL O 0 Q File:Wind Loads ASCE 7-98.xls Sheet:GEN.INPUT Page 1 of 1 Last Update: 9/26/2005 5:27 PM r� 002002 ■ Bett's Pond Office Building Date JU 2oosP Table of North South Forces �- �., Base Shear �' ��20¢kips (Note that pressures include combined windward and Overturning Moment < 272f ft-kips leeward walls,i.e.,effective pressure on projected area) . ;Story. -Floor '` Story` He�ght,Z Wmd r Widths sf Story �Story~sF Story "' sm.'tL wxia �? pOR Numbe HeighPressure ,,ter $ Force Shear OT Moment PSF) a eet ,dIC�s Ki s r Ft ROOF °ROOFx 27 00 �7 r ` ■ � �` ; t 1 a 10 a 17 2� 80 6 891 - � "7r69��` � ' i 3 r t za y k iV : z r r ; ��`. :. i Y � x �au 7,12 `ram + >u. E �Y "� � s go 01 a� # 5ca � r Lam« r� 4 z �w �" `� r� l� TE rk , .E � # MO,- -' +mac�d vi c � � 1r �r , � ■ 3 �,"�'`' � t� r� z �arG�.`e� „y d �" �. . x �`, 31 ANHE -'r• r. ,gry �,rir�,' .. w �s ." ';� "r '�' s" � s..«„" ,�filu " r ) r n yr- Aft xz�t.c a.. r aRy � y rra »-a 2t a s k a r S rra r z zr a t� s 4� s R s Ag— A ` a �'s`00 r x r, a ,... r t'a"vrbr YT'k fail d.:fl°�`.a File:Wind Loads ASCE 7-98.xls Sheet:NS LOADS Page 1 of 4 Last Update: 9/26/2005 5:27 PM ■ 002003 ■ Bett's Pond Office Building Date 1�� ru2oos ■ Table of East West Forces Base Shear 16 ktps (Note that pressures include combined windward and Overturning Moment— p��214 ft�-ktps leeward walls,i.e.,effective pressure on projected area) . Floorx Story *tteight,Z Wmd �Wtdth t StoryStory Story N mbp Hetgh tP essure Force Shear OTMoment (Feet) (Feet) x (PSF)� Ktps) x r; s �� � 1'a u s r ti ` 'V " r ROOF ROOFz 27 00 ; � s 5 43 * ` AllNRi lx # 7 7 00 , �,r ' L ;mot 5 lxlu K 54 ro10 try 17 1 _ �60 _ 16PR z 3 r ;700 ram, ' d r 214 ' K. EPV- , s � s r " � � st y ' , x � z a'eER r x 5 t� Y gp ��- > a a " _45 MR a � r AT-k" n k o r s r cu �� R ��� '77"', 14 HE_ r � 2 RNIM 'RE NER Qw. ■ C ')' gU J •rS p�. rw+%+,J�+ys.rt ,.�3 �'s Y" '"Y)Am :�." d'�' .y p MR �zm MOON, RON s �5 �r p r '"r&' tP f ^v^`� h ynd" d tOW V1101 a.'^.'" y �i'+ *^k pa rob a .,� b' ✓w;,5$5..k` a�i �^f ' 4q. s "'` ^. �` a aN a.: a",'imCvy 'n. ?4 x ram" t + u; HA +z 'max w r RN e z WA z w x y dx t � n ■ rr t �:� �ay ea a �t rx� aS rm ;cam.; x R a s of a �x a ■ uxnnP � . xsx ,"JI �� ` a �x N. - 2 r x s w t ■ »� arx xis ��a� s+ x � Fy "�'- ,C,tY 1'e� s a `'` '" ^�� a.w`a a - z`a ".�'.r..a"` x"` ` w Shy "°' -� Y `s�" %�-"�01 t �aM ■ a..,,��.-„i w,� z, .w� twr GSA ,ram rfi �'t ca 'ay ° '. At, � i�ex ki mta FAI;o�vxf1� ROM z ■ File:Wind Loads ASCE 7-98.xls Sheet:EW LOADS Pagel of 4 Last Update: 9/26/2005 5:27 PM ■ ■ ■ ■ ■ ■ MOEN ■ ■ ONEMEMENNNOM KL&A Structural Engineers and Builders Seismic Load Calculation-IBC 2000,Equivalent Lateral Force Procedure Project Data �Galculatea Results Summary Project IBeftS'`PO„ tl' .; pVb(kips): i �� Baseshearmwtipliedby rho tactor. Building Offid 'Buljding Ovrturn Moment(k-ft) 166 ovenuming momem of Duaeing Direction. Seismic Design Category ' B . Date: 69. 005 a Analysis Applicable? Y/N .per Code: IBC 2000�==�.,�,., Buildin Data Number of Stories (nst) f� 2 Total Height,ft.,(zht) es ��T Typ.Story Height,ft., (stht) 10 Ae Typ.Story Weight,kips,(stwt). " 18 Bulding Weight,W,kips: z 312 • Seismic Use Group � l `. Lateral System Lateral System Type pthr Response Modification Factor,(R) .' `6"�' ,:.� See Table 1617.6 for values as wells as Deflection Amplification Fatter(Cd) building height limits. Story Stiffness `° 00125' ` Site Data Site Class �O'«' See Table 1615.1.1 for site class definitions. Second Spectral Response Acceleration * g ice*' :° See Figures 1615(1)-1615(10)for these Second Spectral Response Acceleration moo $naramerers. r.� Seismic Loads IBC 2000.xis Input 9/262005 5:27 PM Page 1 of I ■ ■ 003000 I ■ Section Page ■ 3. Foundations ■ 3.1. Foundation Walls.............................................................................3001 ■ 3.2. Concrete Piers..................................................................................3007 3.3. Footings............................................................................................3009 ■ 3.4. Baseplates ........................................................................................3014 ■ ■ j■ ■ ■ ■ ■ ■ ■ ■ ■ ■ a _ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 003001 Title: Bett's Pond Job#F0205 Dsgnr: RNF Date: 5:34PM, 26 SEP 05 Description:2 story office building . Scope ■ Rev: 560100 User:KW-0602608,Ver 5.6.1,25-Oct-2002 Restrained Retaining Design Wall Desi Page 1 (c)1983-2002 ENERCALC Engineering Software g:\betts pond\talc\bettspond.ecw:Calculations ■ Description Full height basement wall Criteria Soil Data Footing Strengths&Dimensions . Retained Height = 8.00 ft Allow Soil Bearing = 2,200.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Total Wall Height = 9.00 ft Heel Active Pressure = 35.0 Toe Width = 1.25 ft Toe Active Pressure = 35.0 Heel Width = 2.00 Passive Pressure = 250.0 ■ Top Support Height 8.00 ft = Total Footing Width 3.25 Water height over heel 0.0 ft Sloe Behind Wall = 0.00: 1 _ Footing Thickness - 12.00 in P Footing�ISoil Friction - 0.300 Height of Soil over Toe = 36.00 in Key Width = 0.00 in Soil height to ignore Key Depth Soil Density = 110.00 pcf for passive pressure = 0.00 in y p = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in . Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs >>>NOT Used To Resist Sliding&Overturn ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ..,Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft ■ Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 1,600.0 Ibs = 0.0 ft Axial Live Load = 1,800.0 Ibs at Back of Wall Axial Load Eccentricity = 0.0 in Design Summary Concrete Stem Construction Total Bearing Load = 6,398 Ibs Thickness = 10.00 in Fy = 60,000 psi ...resultant ecc. = 0.44 in /Wall Weight = 120.8 pcf fc = 3,000 psi ■ Soil Pressure@ Toe = 2,102 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 1,836 psf OK Allowable = 2,200 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 3,120 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 2,725 psf Design height = 8.00 ft 4.47 ft 0.00 ft Footing Shear @ Toe = 29.1 psi OK Rebar Size = # 4 # 4 # 4 . Footing Shear @ Heel = 16.5 psi OK Rebar Spacing = 18.00 in 18.00 in 18.00 in Allowable = 93.1 psi Rebar Placed at = Center Center Center Reaction at Top = 218.9 lbs Rebar Depth 'd' = 5.00 in 5.00 in 5.00 in Reaction at Bottom = 1,041.1 Ibs Design Data fb/FB+fa/Fa = 0.000 0.300 0.627 Sliding Calcs Slab Resists All Slidingg I Mu....Actual = 0.0 ft-# 877.3 ft-# 1,832.9ft-# Lateral Sliding Force 1,041.1 Ibs Mn*Phi.....Allowable = 2,921.3 ft-# 2,921.3 ft-# 2,921.3 ft-# Shear Force @ this height = 0.0 Ibs 1,264.2lbs Shear.....Actual = 0.00 psi 21.07 psi ■ Shear.....Allowable = 93.11 psi 93.11 psi FOOtIn Sign Results Rebar Lap Required = 17.09 in 17.09 in Toe eel Rebar embedment into footing = 6.00 in Factored Pressure = 3,120 2,725 psf Other Acceptable Sizes&Spacings: . Mu':Upward = 2,398 0 ft-# Toe: None Spec'd -or- Not req'd,Mu<S*Fr Mu':Downward = 525 981 ft-# Heel:None Spec'd -or- Not req'd,Mu<S*Fr Mu: Design = 1,873 981 ft-# Key: No key defined -or- No key defined Actual 1-Way Shear = 29.07 16.49 psi Allow 1-Way Shear 93.11 93.11 psi L � 003002 ■ Title: Bett's Pond Job#F0205 Dsgnr: RNF Date: 5:34PM, 26 SEP 05 ■ Description:2 story office building . Scope: Rev: 560100 ■ user:KW-0602608,Ver 5.6.1,25-Oct-2002 Restrained Retaining Wall Des Page 2 ign (c)l983-2002 ENERCALC Engineering Software g:lbetls pondlcalclbettspond.ecw:Calculations ■ Description Full height basement wall ■ Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing ■ Forces acting on footing for soil pressure >>>Sliding Forces are restrained by the adjacent slab Load&Moment Summary For Footing:For Soil Pressure Calcs ■ Moment @ Top of Footing Applied from Stem = -1,078.2 ft-# Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 3,400.O lbs 1.67 ft 5,666.7 ft-# ■ Soil Over Toe 412.51bs 0.63 ft 257.8 ft-# Surcharge Over Toe Ibs ft ft-# Stem Weight = 1,087.5lbs 1.67 ft 1,812.5ft-# Soil Over Heel = 1,026.7lbs 2.67 ft 2,737.8 ft-# ■ Footing Weight = 471.31bs 1.63 ft 765.8 ft-# Total Vertical Force = 6,397.9lbs Base Moment = 10,162.4 ft-# Soil Pressure Resulting Moment= 234.7t-# ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ r ■ ■ ■ ■ ■ L 00 . ■ 3003 Title: Bett's Pond Job#F0205 Dsgnr: RNF Date: 5:35PM, 26 SEP 05 Description:2 story office building ■ Scope: ■ Rev: KW-06 560100 Us1983-202ENE,VALCEngineOctgSoft Restrained Retaining Wall Design Page 1 (c)1983-2002 ENERCALC Engineering Software g:lbetts pondlcalclbettspond.ecw:Calculations ■ Description Interior Basement Walls ■ Criteria Soil Data Footing Strengths&Dimensions ■ Retained Height = 3.00 ft Allow Soil Bearing = 2,200.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 5.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Total Wall Height = 8.00 ft Heel Active Pressure = 45.0 Toe Width = 0.67 ft ■ Toe Active Pressure = 45.0 Heel Width = 1.33 0= Top Support Height = 8.00 ft Passive Pressure 220. Total Footing Width = 2.00 Water height over heel = 0.0 ft ■ Sloe Behind Wall = 0.00:1 _ Footing Thickness = 12.00 in P FootingllSoil Friction - 0.300 Height of Soil over Toe = 0.00 in Key Width = 0.00 in Soil height to ignore Soil Density = 110.00 pcf for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft ■ Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in ■ Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load ,.. .. Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs >>>NOT Used To Resist Sliding&Overturn .,,Height to Top = 0.00 ft Footing Width = 0.00 ft ■ Surcharge Over Toe = 0.0 psf .,.Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft ■ Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 200.0 Ibs at Back of Wall = 0.0 ft ■ Axial Live Load = 200.0 Ibs Axial Load Eccentricity 0.0 in ■ Design Summary Concrete Stem Construction ■ Total Bearing Load = 1,683 Ibs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 0.02 in Wall Weight = 96.7 pcf fc = 3,000 psi ■ Soil Pressure @ Toe = 846 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 837 psf OK Allowable = 2,200 psf Mmax Between ■ Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 1,215 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,202 psf ■ Footing Shear Toe = 6.6 psi OK Design height 8.00 ft 2.47 ft 0.00 ft g @ P Rebar Size - # 4 # 4 # 4 ■ Footing Shear @ Heel = 4.4 psi OK Rebar Spacing = 24.00 in 24.00 in 24.00 in Allowable = 93.1 psi Rebar Placed at = Center Center Center Reaction at Top = 6.6 Ibs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in ■ Reaction at Bottom = 353.4 Ibs Design Data fb/FB+fa/Fa = 0.000 0.034 0.145 ■ Sliding Calcs Slab Resists All Sliding I Mu....Actual = 0.0 ft-# 60.0 ft-# 254.7ft-# Lateral Sliding Force - 353.4 Ibs Mn'Phi.....Allowable = 1,755.8 ft-# 1,755.8 ft-# 1,755.8 ft-# Shear Force @ this height = 0.0 Ibs 333.1 Ibs Shear.....Actual = 0.00 psi 6.94 psi ■ Shear.....Allowable = 93.11 psi 93.11 psi Footin Design Results Rebar Lap Required = 17.09 in 17.09 in ■ Toe eel Rebar embedment into footing = 6.00 in Factored Pressure = 1,215 1,202 psf Other Acceptable Sizes&Spacings: ■ Mu':Upward 270 0 ft-# Toe: None Spec'd -or- Not req'd,Mu<S'Fr Mu':Downward - 47 149 ft-# Heel:None Spec'd -or- Not req'd,Mu<S'Fr Mu: Design = 223 149 ft-# Key: No key defined -or- No key defined Actual 1-Way Shear = 6.55 4.39 psi Allow 1-Way Shear = 93.11 93.11 psi ■ ■ ■ ■ ■ 00300 Title: Bett's Pond Job#F0205 Dsgnr: RNF Date: 5:35PM, 26 SEP 05 ■ Description:2 story office building ■ Scope: ■ Rev: 560100 User:KW-0602608,Ver5.6.1,25-Oct-2002 Restrained Retaining Wall Design Page 2 (c)1983-2002 ENERCALC Engineering Software gAbelts pondlcalclbettspond.ecw:Calculations ■ Description Interior Basement Walls Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing ■ Forces acting on footing for soil pressure >>>Sliding Forces are restrained by the adjacent slab Load&Moment Summary For Footing: For Soil Pressure Calcs r Moment @ Top of Footing Applied from Stem = -149.8 ft-# Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 400.0lbs 1.00 ft 400.0 ft-# ■ Soil Over Toe = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# ■ Stem Weight = 773.3lbs 1.00 ft 773.3 ft-# Soil Over Heel = 220.0lbs 1.67 ft 366.7 ft-# ■ Footing Weight 290.0lbs 1.00 ft 290.0 ft-# Total Vertical Force = 1,683.3lbs Base Moment = 1,680.2 ft-# ■ Soil Pressure Resulting Moment= 3.2t-# ■ ■ ■ ■ ■ ■ ■ ■ ■ I� ■ ■ ■ r ■ ■ f 003005) Title: Bett's Pond Job#F0205 Dsgnr: RNF Date: 5:35PM, 26 SEP 05 Description:2 story office building ■ Scope ■ Rev: 560100 User:KW-0602608,Ver 5.6.1,25-Oct-2002 Restrained Retaining Wall Design Page Js (c)1983-2002 ENERCALC Engineering Software gAbetts pondlcalc\bettspond.ecw:Calculatio ■ Description Interior N &S Basement Walls w/column loads Criteria Soil Data Footing Strengths&Dimensions . Retained Height = 3.00 ft Allow Soil Bearing = 2,200.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 5.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Total Wall Height = 8.00 ft Heel Active Pressure = 45.0 Toe Width = 1.17 ft Toe Active Pressure = 45.0 Heel Width = 1.83 = ■ Top Support Height 8.00 ft Passive Pressure 220.0= Total Footing Width 3.00 Water height over heel 0.0 ft Sloe Behind Wall - 0.00: 1 _ Footing Thickness 12.00 in P Footing�ISoil Friction - 0.300 Height of Soil over Toe = 0.00 in Key Width = 0.00 in Soil height to ignore Key Depth Soil Density = 110.00 pcf for passive pressure = 0.00 in y p = 0.00 in Key Distance from Toe 0.00 ft . Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in ■ Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs -NOT Used To Resist Sliding&Overturn ,,,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft . Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 1,279.0 Ibs at Back of Wall = 0.0 ft Axial Live Load = 3,125.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Concrete Stem Construction ■ Total Bearing Load = 5,997 Ibs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 0.41 in Wall Weight = 96.7 pcf fc = 3,000 psi ■ Soil Pressure @ Toe = 1,864 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 2,135 psf OK Allowable = 2,200 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 2,901 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 3,322 psf Design height = 8.00 ft 2.47 ft 0.00 ft Footing Shear @ Toe = 31.7 psi OK Rebar Size = # 4 # 4 # 4 . Footing Shear @ Heel = 7.7 psi OK Rebar Spacing = 18.00 in 18.00 in 18.00 in Allowable = 93.1 psi Rebar Placed at = Center Center Center Reaction at Top = 6.6 Ibs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 353.4 Ibs Design Data fb/FB+fa/Fa = 0.000 0.026 0.110 Sliding Calcs Slab Resists All Sliding I Mu....Actual = 0.0 ft-# 60.0 ft-# 254.7 ft-# Lateral Sliding Force = 353.4 Ibs Mn*Phi.....Allowable = 2,321.3 ft-# 2,321.3 ft-# 2,321.3 ft-# Shear Force @ this height = 0.0 Ibs 333.1 Ibs Shear.....Actual = 0.00 psi 6.94 psi Shear.....Allowable = 93.11 psi 93.11 psi Footing Design Results Rebar Lap Required = 17.09 in 17.09 in oe eel Rebar embedment into footing = 6.00 in Factored Pressure = 2,901 3,322 psf Other Acceptable Sizes&Spacings: ■ Mu':Upward = 2,011 0 ft-# Toe: None Spec'd -or- Not req'd,Mu<S*Fr Mu':Downward = 143 457 ft-# Heel:None Spec'd -or- Not req'd,Mu<S*Fr Mu: Design = 1,868 457 ft-# Key: No key defined -or- No key defined Actual 1-Way Shear = 31.71 7.69 psi Allow 1-Way Shear = 93.11 93.11 psi II L_ 003006 • Title: Bett's Pond Job#F0205 Dsgnr: RNF Date: 5:35PM, 26 SEP 05 Description:2 story office building ■ Scope Rev: 560100 ■ User:KW-0602608,Ver5.6.1,25-Oc1-2002 Restrained Retaining Wal! Design Page 2 (c)1983-2002 ENERCALC Engineering Software g:\belts pond\calc\bettspond.ecw:Calculations . Description Interior N &S Basement Walls w/column loads Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure >>>Sliding Forces are restrained by the adjacent slab Load&Moment Summary For Footing: For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = -149.8 ft-# Surcharge Over Heel Ibs ft ft-# Axial Dead Load on Stem = 4,404.0lbs 1.50 ft 6,606.0 ft-# Soil Over Toe = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# . Stem Weight = 773.3lbs 1.50 It 1,160.0 ft-# Soil Over Heel = 385.0lbs 2.42 ft 930.4 ft-# . Footing Weight = 435.0lbs 1.50 ft 652.5 ft-# Total Vertical Force = 5,997.3lbs Base Moment = 9,199.1 ft-# Soil Pressure Resulting Moment= -203.1ft-# I � 003007 OOw • Title: Bett's Pond Job#F0205 Dsgnr: RNF Date: 5:35PM, 26 SEP 05 Description:2 story office building ■ Scope Rev: 560100 . User:KW-0602608,Ver 5.6.1.25-Oct-2002 Circular Concrete Column Page 1 (c)1983-2002 ENERCALC Engineering Software g:lbetts pond\calc\betlspond.ecw:Calculations ■ Description 14"diameter concrete pier under columns • General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements . Diameter 14.000 in fc 3,000.Opsi Total Height 3.000 ft Number of Bars 5 Fy 60,000.0 psi Unbraced Length 0.000 ft Bar Size 5 Seismic Zone 0 Eff.Length Factor 1.000 Total Rebar Area 1.550 in2 LL&ST Loads Act Separate Column is BRACED Rebar Percent 1.007% Spiral Ties NOT Used ■ Bar Cover 2.500 in Loads Dead Load Live Load Short Term Eccentricity ■ Axial Loads 10.000 k 19.000 k k in Summary Column is OK Column Diameter= 14.00in, with 5#5 Bars . ACI 9-1 ACI 9-2 ACI 9-3 Applied Pu:Max Factored 46.30 k 10.50 k 9.00 k . Allowable Pn*Phi @ Design Ecc. 269.69 k 269.69 k 269.69 k M-critical 3.94 k-ft 0.89 k-ft 0.76 k-ft Combined Eccentricity 1.0200 in 1.0200 in 1.0200 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 1.0200 in 1.0200 in 1.0200 in ■ Magnified Design Moment 3.94 k-ft 0.89 k-ft 0.76 k-ft Po.*.80 385.27 k 385.27 k 385.27 k P:Balanced 120.60 k 120.60 k 120.60 k ■ Ecc:Balanced 6.1890 in 6.1890 in 6.1890 in Slenderness perACI 318-95 Section 10.12&10.13 Actual k Lu/r 0.000 Elastic Modulus 3,122.0 ksi Beta 0.850 ACI Ea.9-1 ACI Ea.9-2 ACI Ea.9-3 Neutral Axis Distance 13.0870 in 13.0870 in 13.0870 in Phi 0.7000 0.7000 0.7000 . Max Limit kl/r 34.0000 34.0000 34.0000 Beta=M:sustained/M:max 0.3024 1.0000 1.0000 Cm 1.0000 1.0000 1.0000 . El/1000 0.00 0.00 0.00 Pc:pi^2 E I/(k Lu)"2 0.00 0.00 0.00 alpha:MaxPu/(.75 Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc:Ecc Loads+Moments 1.0200 1.0200 1.0200 in Design Ecc=Ecc*Delta 0.0000 0.0000 0.0000 in ACI Factors (per ACI,applied internally to entered loads) ACI 9-1 &9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4"Factor 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7"0.9"Factor 0.900 ■ ACI 9-1 &9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 r Spiral Tie Requirements per97UBC 1910.9.3 Spiral Tie Bar Size # 3 Min.Spiral Reinforcement Ratio 0.032 ■ Gross Area of Column 153.94 in2 Core Area Within Spirals 63.62 in2 Max Spiral Tie Spacing 18.365 in 003008 Title: Bett's Pond Job#F0205 Dsgnr: RNF Date: 5:35PM, 26 SEP 05 Description:2 story office building ■ Scope: Rev: 560100 ■ User:KW-0502608,Ver 5.6.1,25-Oct-2002 Circular Concrete Column Page 1 (c)1983-2002 ENERCALC Engineering Software g:lbetts pondtcalclbettspond.ecw:Calculations ■ Description 18"diameter pier under columns General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements . Diameter 18.000 in fc 3,000.Opsi Total Height 3.000 ft Number of Bars 6 Fy 60,000.0 psi Unbraced Length 0.000 ft Bar Size 6 Seismic Zone 0 Eff.Length Factor 1.000 Total Rebar Area 2.640 in2 LL&ST Loads Act Separate Column is BRACED Rebar Percent 1.037% Spiral Ties NOT Used . Bar Cover 2.500 in Loads Dead Load Live Load Short Term Eccentricity ■ Axial Loads 18.000 k 41.000 k k in Summary ■ Column is OK Column Diameter= 18.00in', with 6#6 Bars . ACI 9-1 ACI 9-2 ACI 9-3 Applied Pu:Max Factored 94.90 k 18.90 k 16.20 k Allowable Pn'Phi @ Design Ecc. 448.32 k 448.32 k 448.32 k M-critical 9.02 k-ft 1.80 k-ft 1.54 k-ft Combined Eccentricity 1.1400 in 1.1400 in 1.1400 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 1.1400 in 1.1400 in 1.1400 in ■ Magnified Design Moment 9.02 k-ft 1.80 k-ft 1.54 k-ft Po'.80 640.45 k 640.45 k 640.45 k P:Balanced 238.25 k 238.25 k 238.25 k w Ecc:Balanced 7.2438 in 7.2438 in 7.2438 in Slenderness per ACI 318-95 Section 10.12&10.13 Actual k Lu/r 0.000 Elastic Modulus 3,122.0 ksi Beta 0.850 ACI Ea.9-1 ACI Ea.9-2 ACI Ea.9-3 Neutral Axis Distance 17.5190 in 17.5190 in 17.5190 in Phi 0.7000 0.7000 0.7000 . Max Limit kl/r 34.0000 34.0000 34.0000 Beta=M:sustained/M:max 0.2655 1.0000 1.0000 Cm 1.0000 1.0000 1.0000 ■ El/1000 0.00 0.00 0.00 PC:pi^2 E I/(k Lu)^2 0.00 0.00 0.00 ■ alpha:MaxPu/(.75 Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc:Ecc Loads+Moments 1.1400 1.1400 1.1400 in ■ Design Ecc=Ecc"Delta 0.0000 0.0000 0.0000 in ACI Factors (per ACI,applied internally to entered loads) ACI 9-1 &9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4"Factor 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7"0.9"Factor 0.900 ■ ACI 9-1 &9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic=ST': 1.100 . Spiral Tie Requirements per97UBC 1910.9.3 Spiral Tie Bar Size # 3 Min.Spiral Reinforcement Ratio 0.021 . Gross Area of Column 254.47 in2 Core Area Within Spirals 132.73 in2 Max Spiral Tie Spacing 19.682 in ' ■ 003009 KL&A ,/ J ■ Title �� / Date/1 /�/ ? Job no. Consulting Structural Engineers Subject By/IV—/ Sheet /of f ■ ■ ■ ■ Al ;/9 ■ ■ �X y ems, X 13, ■ L7 a0 ■ I 003010 Title: Bett's Pond Job#F0205 Dsgnr: RNF Date: 5:34PM, 26 SEP 05 Description:2 story office building ■ Scope Rev: 560100 ■ User:KW-0602608,Ver 5.6.1,25-opt-2002 Square Footing Design Page 1 (c)1983-2002 ENERCALC Engineering Software g:\betts pond\calc\bettspond.ecw:Calculations Description 6x6 square ftg r General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements ■ Dead Load 12.450 k Footing Dimension 6.000 ft Live Load 47.200 k Thickness 14.00 in ■ Short Term Load 0.000 k #of Bars 6 Seismic Zone 0 Bar Size 5 Overburden Weight 345.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 3,000.0 psi LL&ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 16.00 in Allowable Soil Bearing 2,200.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 10.438 in As to USE per foot of Width 0.270 in2 ■ 200/Fy 0.0033 Total As Req'd 1.619 in2 As Req'd by Analysis 0.0016 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0022% Summary Footing OK i 6.00ft square x 14.Oin thick with 6-#5 bars Max.Static Soil Pressure 2,171.11 psf Vu:Actual One-Way 40.11 psi Allow Static Soil Pressure 2,200.00 psf Vn*Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 2,171.11 psf Vu:Actual Two-Way 96.87 psi Allow Short Term Soil Pressure 2,200.00 psf Vn*Phi:Allow Two-Way 186.23 psi Mu Actual. 9.35 k-ft/ft Alternate Rebar Selections... : g #4's 6 #5's 4 #6's . Mn*Phi:Capacity 14.14 k-ft/ft 3 #Ts 3 #8's 2 #9's 2 #10's 003011. Title: Bett's Pond Job#F0205 Dsgnr: RNF Date: 5:35PM, 26 SEP 05 Description:2 story office building ■ Scope: Rev: 560100 ■ User:Kw-0602608,Ver5.6.1.25.Oct-2002 Square Footing Design Page 1 (c)1983-2002 ENERCALC Engineering Software g:\betts pond\calc\bettspond.ecw:Calculations ■ Description 4.5x4.5 square ftg General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements . Dead Load 6.300 k Footing Dimension 4.500 ft Live Load 23.200 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 5 • Seismic Zone 0 Bar Size 4 Overburden Weight 345.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 3,000.0 psi LL&ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 14.00 in Allowable Soil Bearing 2,200.00 psf ■ Reinforcing Rebar Requirement Actual Rebar"d"depth used 8.500 in As to USE per foot of Width 0.150 in2 200/Fy 0.0033 Total As Req'd 0.676 in2 ■ As Req'd by Analysis 0.0011 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0015 % Summary Footing OK S 4.50ft square x 12.Oin thick with 5-#4 bars ■ Max.Static Soil Pressure 1,946.79 psf Vu:Actual One-Way 28.84 psi Allow Static Soil Pressure 2,200.00 psf Vn*Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,946.79 psf Vu:Actual Two-Way 67.14 psi Allow Short Term Soil Pressure 2,200.00 psf Vn*Phi:Allow Two-Way 186.23 psi ■ Mu :Actual 4.26 k-ft/ft Alternate Rebar Selections... ■ Mn*Phi:Capacity 8.28 k-ft/ft 4 #4's 3 #5's 2 #6's2 #7's 1 #8's 1 #9's 1 #10's ■ ■ ■ ■ ■ ■ s ■ ■ ■ ■ ■ Title: Bett's Pond Job#P02953 U 11 Dsgnr: RNF Date: 5:35PM, 26 SEP 05 Description:2 story office building . Scope: Rev: 560100 ■ User:KW-0602608,Ver5.6.1,25-opt-2002 Square Footing Design Page 1 (c)1983-2002 ENERCALC Engineering Software g:lbetts pondlc lclbettspond.ecw:Calculalions Description 4x4 square ftg General Information Calculations are designed to AC1 318-95 and 1997 UBC Requirements ■ Dead Load 5.000 k Footing Dimension 4.000 ft Live Load 14.000 k Thickness 12.00 in . Short Term Load 0.000 k #of Bars 4 Seismic Zone 0 Bar Size 4 Overburden Weight 345.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 3,000.0 psi LL&ST Loads Combine Fy 60,000.0 psi i Load Duration Factor 1.000 Column Dimension 14.00 in Allowable Soil Bearing 2,200.00 psf Reinforcing ■ Rebar Requirement Actual Rebar"d"depth used 8.500 in As to USE per foot of Width 0.143 in2 ■ 200/Fy 0.0033 Total As Req'd 0.571 in2 As Req'd by Analysis 0.0007 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 4.00ft square x 12.Oin thick with 4-#4 bars ■ Max.Static Soil Pressure 1,677.50 psf Vu:Actual One-Way 18.13 psi Allow Static Soil Pressure 2,200.00 psf Vn•Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,677.50 psf Vu:Actual Two-Way 42.61.psi ,. Allow Short Term Soil Pressure 2,200.00 psf Vn'Phi:Allow Two-Way 186.23 psi Alternate Rebar Selections... Mu :Actual 2.62 k-ft/ft 3 #4's 2 #5's 2 #6's ■ Mn Phi:Capacity 7.47 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's ■ t 00301 Title: Bett's Pond Job#F0205 Dsgnr: RNF Date: 5:35PM, 26 SEP 05 Description:2 story office building ■ Scope Rev: 560100 ■ User:KW-0602608,Ver5.6.1,25.Oct-2002 Square Footing Design Page 1 (c)1983-2002 ENERCALC Engineering Software g:\betts pond\calc\bettspond.ecw:Calculations Description 3.5x3.5 square ftg •' General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Live Load d 13.000 k Thickness Dimension 3.500 12.00 in Short Term Load 0.000 k #of Bars 4 • Seismic Zone 0 Bar Size 4 Overburden Weight 345.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 3,000.0 psi LL&ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 14.00 in Allowable Soil Bearing 2,200.00 psf t Reinforcing gin ■ Rebar Requirement Actual Rebar"d"depth used 8.500 in As to USE per foot of Width 0.143 in2 200/Fy 0.0033 Total As Req'd 0.500 in2 As Req'd by Analysis 0.0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 3.50ft square x 12.Oin thick with 4-#4 bars . Max.Static Soil Pressure 1,975.71 psf Vu:Actual One-Way 13.86 psi Allow Static Soil Pressure 2,200.00 psf Vn*Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,975.71 psf Vu:Actual Two-Way 35.22 psi ■ Allow Short Term Soil Pressure 2,200.00 psf Vn*Phi:Allow Two-Way 186.23 psi Mu :Actual 2.10 k-ft/ft Alternate Rebar Selections...■ Mn*Phi:Capacity 8.51 k-ft/ft 3 #4's 2 #5's 2 #6's1 #Ts 1 #8's 1 #9's 1 #10's 003014 KL &A Title l 5 Gn Date O!�/�5 Job no.Tp�G� Consulting Structural Engineers ■ Subject Q&Qs< By� Sheet of ■ ■ ■ , ellO-W1-46 j2 ev-/ru 5 klSS ■ � / �// /sfdo,3fl� � �o� �� JGyC f� i. ■ /T ' �/ / in 2 ■ ■ ■ t ■ ■ ■ ■ N s' ' m m Noww N ■ a ■ ■ ■ N am 0 N ■ ■ m ■ ■ a a 0 0 ■ Bett's Pond Office Building Section F (ksi) Allowable Base Plate Thickness Baseplate Design P 35 0 0.75 13-Jul-05 T 46 0.5 0.75 W 50 0.625 0.75 Design Approach: 0.75 1 Column baseplates will be designed based on the methods outlined in the AISC ASD Manual. For each column, 0.875 1 a required base plate size and thickness will be determined. 1 1.25 1.25 1.5 Concrete Compressive Strength(ksi) 3 1.5 1.75 Allowable Bearing Stress(ksi) 1.3 1.75 Base Plate Initial Design Column# Section Type tl depth width Fy length width fp Bearing Check t req'd t act (W,T,P) kips in in ksi in in ksi ok/no good in in 1 TS4X4X1/4 T 60 4 4 1 46 12 12 0.42 ok 0.647178939 0.75 2 TS4X4X1/4 T 30 4 4 46 10 10 0.30 ok 0.54914954 0.75 3 TS4X4X1/4 T 20 4 4 46 10 10 0.20 ok 0.448378722 0.75 4 TS4X4X1/4 T 10 4 4 46 10 10 0.10 ok 0.317051635 0.75 5 6 7 8 9 10 11 12 13 98 See moment frame talcs for base plate design. 99 C ) !.J 4--+5 •J 5 { 004000 '■ Section Page ■ 4. Lateral Systems ■ 4.1. Shear Wall Key Plans......................................................................4001 ■ 4.2. Shear Wall Design...........................................................................4003 x■ A ■ ■ ■ ■ ■ ■ 4 ■ ■ --- --- - ----- ------ - --- - --- ---- ------ --- ----- - - - - -- -- - - - -- - -- - --- -- - - / - - - -------- - - ------------------- - - - - or s h' ■ b ■ ■ b b ----------- ■ i i i i i i a _ ------ ---------- -- ------------- --------------------------------------------------------- ----------------- -----------------------�-0�- ----- ------------------- ----------------------------- ' --Sl°f/ ■_ .a-.zz .o-.sz .a-.cz ■�. { f, j G O O Y O O s t s � , s � ------------------- ., s � ,.sh � -------- ---------------------------------- ---------------------------------77 i' 1 -fill, — -----------------7 -1 TF- 1 � 1 1 _____________ ________-------------------------------- , 1 I I • 1 j ; , 1� I • d 1 1 1 , 1 I 1 1 1 /1 1 ' ,I -__________________________1J___ ___________ • � 1 1 1 , 1 , 1 1 ; 1 I 1 � 1 1 � '1 , I I I 1 I I . , 1 1 I I I 1 I ■V 1 1 1 I • ------=------------------------- --------------------- ----------' -------------------------------- ----------------------------- --------------------- --------------------------------- - ------------------------------------------------------------------ ------------------------------------------------------------------------ C O'OVOd s' 004003 KL &A nn ■ Title Date Job no. D�a Consulting Structural Engineers �■ Subject 4/11 � �� � ByO,-I/;r-11 Sheet of r■ I ■ /704 � 5 te- ■ Ik. IN � 04, ■ r; 004001 KL &A �.■ Title /3,;¢/s ��in Date Job no. Consulting Structural Engineers '■ Subject By Sheeto7 of 14 , 13 ;■ 6--rD ■ 7, ■ LIM ■ ■ ■ ■ s■ ■ ■ ■ A Section Page 5. Columns _M 5.1. Column Key Plans...........................................................................5001 ■ 5.2. Column Design................................................................................5004 5.3. Bearing Wall Design........................................................................5006 A A A 'M -0 A '■ A r� ■ ---- -- -- - OY y 1 I ' 1 I +' -----------L----- -- =7 I d7d 9 70 Jk 00 , . 1 009 7 1 P/z , , I � I I I , ■ I I I 1 1 1 I I 1 i 1 ' MS' did OSf 118 i 1 i 1 j ' I IJP CB-fd 1 I I • t I ' I I 1 1 1 ' _ •y9y7 � I 10�. �� r______________� I C L+ I , 1 I I I Ii I I I I r =__- ----- , I I I I t I I I I 1 I d1d 009 70 d7d 009 70 - „F r-------rr-------r_____ ___ _ _ __J �_ did OOfZ ____ _____ ___ ___ _0S____ __ __ _I -_ ____ __-' _d7d fZ__ __ _ ___ _____ _______TT_______ _________----- - ---- ------ --r-- 1 ---- Q F .9-,LZ ,0-,SZ .9-,1Z 14 ■ �. ,� d — — - - - - - -- - -- - -- --- - - - - - - - -- - - - -- - -- - - - -- or I 0 o 1 : V Wo, -------------- elf 11_ri it: ; : 1� 1 1 I- I 1 • 4 1 1 1 I I 1 1 : of : ■ , I 1 I 1 , 1 I ('� 1 1 I , 1 : I 1 ■ : I 0 I ■r 1 _ V I 1 m 1 I b I I I * A-,------------ 1 ------------------------------------ -------------------------------------------------------------- --- ------------------------------------------------------------------------ a .9—,LZ .0-,SZ �00 �100 , rIY s Qp s. ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- - - ' r ------------- - 07 1 I zi , ! N or ------------------------------ 1 'I � ' I I 1 , � 1 I J ' I � y I 1 1 N , , s Alis Wi-IL N 1 _ 1P� I I 1 ' s s 1 ---------------- I V I 41, ' I e ----------_---------------lJ--- ___________ NO 1, ' Y I s" I 1 I 1 1 7 ` VIX I , ; , I I I I 1 I 1 I s 1 1 0 v 'al I i i i 1 I • 1 I 1 1 I 1 I 1 1 1 ------------ ------------------ ----------- ------- ------------------------------------------------------------------------ I o, �\1P� s_ i 00Ho r s4 Oa 004 KL &A � 5 YGr� Title � D ate Job no..�..2®5"' Consulting Structural Engineers �� S Subject `c�m„y By Sheet of ■ — �o °75 ■ ■ ■ 1■ ■ �i ■ i ■ ir i Project: Bett's Pond Subject Wood Columns Date: 9/20/2005 j Engineer: RNF Basic Data(reset on Basic Data Sheet) i Species Spf-not Basic Allowable Stress F. It 50 psi Basic Allowable Stress Fu 425 psi Effective Column Length 120 in, WOOD COLUMN DESIGN SCHEDULE-MULTIPLE PART DIMENSION LUMBER I 2 Part Members Weak A3is Governs Strong Axis Governs Allowable Load Allowable Load �,� Column Perp to Column Per Size Depth Width iM2 d RE FcE/Fc; F'c Action Grain Check d RE FCE/Fc* F'c p to Check Action Grain 3.00 263 0.23 249 2,612 4,463 ;OK n 3.50 357 0.31 331 3,471 4,463 .OK; 2z6`�;2$ 5 50 t 3 00 ya v 16 50; 3.00 263 0.23 I 249 4,105 7,013 , ;OK 5.50 882 0.77 683 11,265 7,013 ""OK> _, 2x8 l t725€ 300Js 2175 3.00 263 0.23 = 249 5,411 9,244 pICf'5 7.25 1533 1.33 897 19,5(0 9,244 OIC i" f2xl0g{ k�9 25 3 00 <.27 75'€ 3.00 263 0.23 249 6,903 11,794 OIC$q E 9.25 2496 2.17 1012 28,082 11,794 OK 2x12`4, ,1,1,25300g�, 33175s 3.00 263 0.23 j1 249 8,396 -1 14,344 11.25 1 3691 3.21 1 1064 35,905 14,344 3 Part Members Weak Axis Unsupported Weak Axis Completely Supported Allowable Load Allowable Load Column P Size Depth Width Area Z d FcE FCE/FC*,, erp to PC Check d FcE FCE/FC Column Perp to Check Action Grain Action Grain i rt 2x4 3 504 50 y t :1$75> 3.50 357 0.31 331 5,207 6,694 ;OK3 h 4.50 591 0.51 510 8,025 6,694 OK ;!i ry42x6 plt,x5 SO7 4 50 24 75 4.50 591 0.51 , 510 12,611 10,519 OK 5.50 882 0.77 683 am K* "+ 2 8 7 254 SO� 326 4.50 591 0.5I 510 16,624 13,866 S OIC y` 7.25 1533 1.33 897 : 2x 10r 9 25�r4 50� :41 63`t 4.50 591 0.51 510 21,210 17,691 OK 9.25 2496 2.17 1012K4.50 591 0.5111.25 3691 3.21 1064s, 4 Part Members Weak!Axis Unsupported Weak Axis Completely Supported Allowable Load Allowable Load i Column Perp to ,� Column Perp to Size Depth Width Area d FcE FcE Fc Fc Check d RE FCE/FC PC Check m^2 Action Grain Action Grain f� 2x4tr #3 50 y } 6 Q0� "2100' 3.50 357 0.31 331L42,044 8,925 y $ g y .$ OK 3 6.00 1050 0.91 758 15,908 8,925 2x6; t''S SOctig, k„6`00 1 33 OQt). 5.50 882 0 77 683 14,025 OK 6.00 1050 0.91 758 24,999 14,025 It 6.00 (O50 0.91 758 18,488 f c OKt 7.25 1533 1.33 897 39,020 18,488 );i2x10 § ;925z}' 16OOF £55°50 6.00 1050 0.91 758 23,588 >OK a, 925 2496 2.17 1012 56,163 23,5886001050 0.91 758 28,688OK 11.25 3691 3.21 1064 71,810 28,688 5 Part Members WeaklAxis Unsupported Weak Axis Completely Supported Allowable Load Allowable Load �, Column Perp to Column Per to Size Depth Width Area d RE FcE/Fc PC Check d FcE FCE/Fc* PC p Check m 2 Action Gram Action Grain /1/ 2x4#k =3 50 = 750 2625 3.50 357 0.3I 331 8,679 11,156 OKt ii 7.50 1641 1.43 917 24,080 11,156 OK:'; c Of 50 ,41 25 5.50 882 0.77 683 28,164 17,531 ax OKt." 7.50 1641 1.43 917 37,840 17,531 ,iOK',-,. (J/r�C/ 2x8'1 ;t'725ft .750I 5438 m 7.25 1533 1.33 897 1 48,775 23,109OIC '- 7.50 1641 1.43 917 49,879 23,109 "OK'. i41;2x 10 9 25" 7 50 t 9 38 s 7.50 1641 1.43 917 63,639 29,484 OK 9.25 2496 2.17 1012 70,204 29,484 i OK a 2x12?� �11 25 ," 7 50g4 38, 7.50 1641 L43 917 77,399 35,859 ��-0K 11.25 3691 3.21 1064 89,763 35,859 OK<:, 10/3/20059:59 AM Page I Wood Column Design.XLSMIt.Pieces ■ � ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ � i ■ ■ ■ ■ ■ � i ■ t it 0 ■ Project: Ben's Pond Subject Stud warts Date: 9/20200s Engineer: RNF Basic Data(reset on Buie Dam Shed) Studs Braced by sheathing! 1 y<s Speciesspf tlid Wind Pressme ��20psf Basic Allowable Stress F, }723;psi Stud Spacing "^ I�. Basic Allowable Stress F., 425t psi Wide Face distributed load Oi plf Basic Allowable Suess Fb 4751psi Repddive7 zF* #t'��' 1.15 Elastic Modulus,E' H2Ebq psi Kbe 0.438 ifvusually graded,0.609 ifCOVN.II ERalive Colomn Length(strong axis) ,29!in. Weak Axis length Factor,Kz Effxtive Colomn Length(weak axis) I20�in. Flat Use Factor Ea'ax 1W! 1.00 LOS 1.10 L I5 1.20 See NDS Supplement Table 4.5 WOOD STUD WALL AND COLUMN DESIGN SCHEDULE-SINGLE&MULTIPLE PART DIMENSION LUMBER Single Members Area Effective Narrow Wide Biaxial Axial Max.Load Max Axial Narrow face Wide Faze Bending Faze Face Bendingand Size Depth Width 6t fbz 4 PbE Fbt Fbr F,Ex F,m F. Compression Pe rain Load Bending DeO.Bending DeB. m Length, Bending Bending Compression Le Check Check Check Chxk Gain Ib/stud Ratio.U_ Ratio.U Wz 4 a�.3 56"A f 50 5 25'". 118.5 1306 0 283 2851 877 893 306 56 278 a.+OK 2,231 0 129 .;2xa, ,-f 5.50;'? 150,M) 8255:q 124.5 529 0 1so 1727 860 893 756 56 547 ,'?=OK .OK--;ly i�OK, irOK =f{: 3,506 1,737 ]99 C/ 50av E1 10.88ut 129.8 304 0 137 1257 835 893 1314 56 685 OK ,OK>?.:'. OK <OK�- 4,622 4,954143 .50135.8 187 0 107 942 788 893 213 556 752K?, 5.697 H.526376 3C2x12, t,:�1,25 ht650 '„�16:88; I418 126 0 B8 742 712 893 3164 56 782 "�v01C 271 2 Part Members Effective Narrow Wide Biaxial Axial Max.Load Max Axial Narrow Face Wide Face Bending Face Faze Bending and Size Depth Width Ar� fbl fyz PbE Fbx Fbr F,Et F,m Fc Compression Bending to toad Bending Dell.Bending Dell. in Bending Bending Compression L' Check Check Check Check Grain Ib/stud Ratio,U_ Ratio,U_ T 2141„{`3!SU'�§.360�f," 10.50 118.5 653 0 141 11405 889 893 306 225 278 iti OKi KOKI'+I OK-Y 4,463 709 257 W, 3.00, =lii6=.501 124.5 264 0 90 6908 887 893 756 225 547 J4+01Cri .;=OK•; r,OK, e� 7,013 5,932 998 „2x8a3, 725';�I t3.00'97 `521.95 129.8 152 0 68 5029 885 89J 1714 225 685 ::OK! •,.OK-?; OKOK 9,244 12,430 2.286 :-2x10 „9251 7 27.75 Q 135.9 93 0 54 3767 881 893 2139 225 752 tit OKi k %'OK' -1 OK• . 11,794 19,161 4,749 33 75,:,, 141.8 63 0 44 2966 877 893 3164 225 782 „OK: ,OK';; t,OKy., O)<:FjP 14,344 25,127 8,547 3 Part Members Effective Narrow Wide Axial Biaxial Max.Load;Ib/stud Narrow Face Wide Face Area Bending Face Faze Bending and Size Depth Width ,= fm fb= fc PbE. Fbl Fbz F., F.Ex Fc Compression Pcrp.toBending Dell.Bending DeG. m Length, Bending Bending Compression lx Check Check Chxk Check GrainRatio,U_ Ratio.U_118.5 435 0 94 25662 891 893 306 506 278 :IOK� OK fI.',,,OK,'` OK' 6,694 386 aE5 SP50 �4.507„r', 24.'{5` 124.5 176 0 60 I5543 890 89J 756 506 547 ;>OK °OK=i:-. OK:.=; .OK 10.519 1,497 129.E IDI 0 46 11314 869 893 IlI4 506 685 OIC? 13,866 3,430 135.8 62 0 36 8476 888 893 2139 506 752 `.''-OK' =OK.1�� 17,691 29,616 7,123 2 I2:t ,zl125"s-04 sb ,.xp5_0:63, 141.8 42 0 29 6674 887 893 3164 506 782 s`.,OK,i OK -.;:h OK ,_:': ,.OK 21,516 38,348 12,814 4 Part Members ER titre Narrow Wide Axial Biaxial Max.Load Max Axial Narrow Face Wide Face Size Depth Width Ara Bending F F F F, F, Fe Face Face Compression Bending and P to Load Bending DeO.Bending Dee. P 3 fM1l fb3 fc bE bl M13 EI E2 pression erp. g g in Length, Bending Bending Compression Le Check Chxk Check Chxk Grain lb/stud Ratio.U_ Ratio,U_ "2 4� gSO�z-;7`S 6.00,Spa-ft.UO'$z I18.5 327 0 71 45622 892 893 306 900 278 =OK,, OK':�i .OK >OK i-j" 8,925 3,140 515 1 600 ti''P-3360u 124.5 132 0 45 27633 891 893 756 900 547 'o'JOK. i3OK``-I4 OK WOK_,; 14,025 14,504 1.997 m 6bbit'Z„43 50'1 129.8 76 0 34 20115 891 893 1314 900 685 =rIOIE+ OK?;i OK;.= OK` '. 18,488 27.253 4,573� w rz6.00.i'. SS:5,0. 135.8 47 0 27 15069 890 893 2139 900 752 gS,OKt, OK fr OKi;b 'OK "^ 23,588 40,043 9,497 'j2 12y., j1,125 600x;',${67,SOy 14L8 32 0 22 11865 890 893 3164 900 782 %=OK-, r10K„'_�;sr,OK, OK�.'.._ 28,688 51,536 17,086 5 Part Mernbers Effective Nartow Wide Biaxial Axial Max.load Max Axial Narrow Face Wide Face Bending Face Face Bending and Size Depth Width 2 fbl FU 4 PbE Fbl Fbz F.0 F,m Fc Compression Perp.b Load Bending Dee.Bending Dee. in Length, Bending Bending Compression Check Gain lb/stud Ratio,U_ Ratio,U_ le Check Check Check 47.'0 �fl 26.25 118.5 261 0 57 71284 892 893 306 1406 276 ',�'OK OK1011i{ OK'1,`r 11,156 4,371 643 ,,�2 6 t 'F'S150 f 750;±4 w$241:2S? 124.5 106 0 36 43176 892 893 756 1406 547 OK"; ,OKf;3'i OK.z€ i iOK 17,531 18,872 2,496 :;a2x8 i 725» {=750 T 5438 129.8 61 0 27 31429 892 893 1314 1406 685 ti OK`• OK r.i OK s? OK 23,109 34,664 5,716 ,`'3x10 ., 9Z5'i f 750,S:s6938,-1 135.8 37 0 21 23545 891 893 2139 1406 752 1,OK? .a#OK+t,..e OK,r _=iOK 29.484 50,470 11,872 ce `s2x12 ,_7�I.25s,r,3750 _38¢:38 141.8 25 0 18 18540 891 893 3164 1406 782 se10K ! 4'01C `::xq OK,t ;,p OK�. 359859 649758 21,357 �ry ✓j 1013200510:13 AM page I Wood Wall Dmign.XLSStud Wall •J J Allista sit Project: Hews Fond Subject Sind warts Date: 9202005 Engineer: RNF Basic Dam(rend on Basic Data Sheet) Studs Braced by sheathing? l ye's Species spf stud. Wind Pressure v!£psf Basic Allowable Stress F. v725 si Surd Spacing ° - D P 8 $3 16k in Basic Allowable Svess Fu 425 psi Wide Face distributed loadOplf Basic Allowable Stress Fb 6751 psi Repete&c? yes 1.15 Elastic Modulus,E' 12E�0{psi KbE �0438 0.478 ifwsually graded,0.609 ifCOV�.II Effective Column Length(strong axis) 12 in. Weak Axis Length Factor,KZ %i.1 0) Effective Colomn Length(weak axis) :1]D;in. Flat Use Factor 1.00 1.05 1.10 1.15 1.20 See NDS Supplement Table 4.5 WOOD STUD WALL AND COLUMN DESIGN SCHEDULE-SINGLE&MULTIPLE PART DIMENSION LUMBER Single Members Effective Narrow Wide Biaxial Area Bendin Axial Max.Load Max Axial Narrow Face Wide Face Size Depth Width 8 Faze face Bending and ep .= It, k2 FbE Fb1 F'b2 F.Ei F.0 F. Compression Pere.to Load Bending Dell,Bending Defl. m Length. Bending Bending Compression Le Check Check Check Check Grain lb/stud Ratio.V_ Ratio.U_ L,t! 25 (. 116.5 65 0 417 2851 877 893 306 56 278 ?OKg i WOK sX2,271 1,2I5 2,573$ 550 I50 Ik,825 : 124.5 26 0 265 1727 860 89J 756 56 547 fiOK+ tOK tOK OK - 3.506 4,286 9,983 �� �s m129.8 15 0 201 1257 875 897 1714 56 685 ,?YGK�-.tit OK.-,.° OK OK ='s 4,622 7303 2,86'925 f{.�.1F50 = 1j-88 I35.8 9 0 158 942 788 893 2139 56' 752 t401( l4.OK+i rOK'� OK s 5,897 10344 47,487 115 fF50 i`16.e8 141$ 6 0 IJO 742 7t2 893 3164 56 782 s3'tQK L ;,OK�; ,WOK a OK 7,172 13,120 85,430 2 Part Members I Effective Narrow Wide Biaxial Are Bending Axial Max.Land Max Axial Narrow Face Wide Face Size Depth Width 8 Face Faze Bending and w : 4t re: t: FbE Fbt F62 F.Ei F�E�, F. Compression Pere.to Load Bending Dell.Bending Defl. in Length. Bending Check Co passion � Chxk Grain Ib/stud Ratio,V_ Ratio,U_ Check Check Chxk lOSO^T 118.S 33 0 209 11405 306 225 276 i1;`OK r,R AK'":r., ,.OK`_ =<OK,tg,;'.. 4,463 2,620 5,145 4)2xtii SSbr 300�)+ 1650„ 124.5 13 0 133 fn 756 225 547 ,.;30K , Trf OK(j OK OK 7,300;" I75 ': 129.8 8 0 101 1314 225 685 '+.$OK 'OK,-.; OK OK 9,:210 4 9.j5"+ 2s3 01- ' 27.75 135.8 5 0 79 2139 225 752 ;+'OKq :,OK'''35' I41.8 3 0 65 1164 225 782 it'�OK<t 1rs:OK�.: eOK%-- ,OK,:.:i 14,J44 26,342 170,859 7 Part Members Effective Narrow Wide Biaxial Arta Bending Axial Max.Load Max Axial Narrow Face Wide Face Size Depth Width ,2 8 �i �2 fc FbE Fbt F62 F� Fe Fc Face Face Co Bending and m Length, ei Fz Bending Bending mpression Compression Perp.to Load Bending Del.Bending Dell. Le Check Check Check Check Grain Ib/smd Ratio,U_ Ratio,U_ YE2 4 330:'t '450 -p3I575`4 118.5 22 0 139 25662 891 893 306 506 278 �.QK b WOK t',�,t OK OK 5 6,694 4,040 7,718 2 6+y 24.R5 124.5 9 0 88 15543 890 893 756 506 547 14'.01C m OK 10,519 13.303 29,948 m 4.303267 129.8 5 0 67 11314 889 893 1314 506 685 i5-0K.x`)„ OKvti _OK, ,. OK_+� 13,866 22,201 68,594 3x10 925$ 450 "� <,1:63%' 135.8 7 0 53 8476 888 893 2139 506 752 ;'%OK s ,,,OK,'. OK ";OR 17.691 31,240 142,462 „50635* 141.8 2 0 43 6674 887 893 3164 506 782 ;a,OK ; OK;;,: ,OK.=,- ,OK 21,516 39,563 256,289 4 Part Members Effxtive Narrow Wide Axial Biaxial Max.Load Max Axial Narrow Face Wide Face Size Depth Width Area Bending Face Face Bending and eP x fbi fb2 FbE F61 Fb2 FeEt F.r2 Fc Compression Perp.to Load Bending Defl.Bending Dell. in Length, Bending Bending Compression Le Check Check Check Check Grain lb/stud Ratio,U_ Ratio,U_ �12x4k1" 3.50; 600 `2100' 118.5 16 0 104 45622 892 893 306 900 278 .*,OK OK it =OK.<;" -OK.;=.;.t. 8.925 5.471 10.290 t„1"'33.00'1( 124.5 7 0 66 27633 891 893 756 900 547 1"10K' K:+'s> OK OK"�' 14,025 17,837 39.930 2x8# 7/15T 600'~`.�43.SW',, 129.8 4 0 50 20115 891 897 I716 900 685 `"OK ;-OK-A:• .*t OK JOK.;:4-: 18.468 �9645 91,459 �1.2 10 ,915 ;,.,{6.00�'-V55.Sb4 135.8 2 0 79 15069 890 897 2179 900 752 _:.:OK y'OK`i: OK OK,- 23,588 41,653 189,949 m �1,2 12 i 3I 125;3 �;.6 QOsroi.67'SO;F, 141.8 2 0 32 11865 890 893 3164 900 782 OK ,„'OK 5:.;, OK_,� ,,OK z.:: 28,688 52,75 i 341,719 5 Part Members Effective Narrow Wide .a1 Biaxial Area Bendin Face Face Max.Load Max Axial Narrow Face Wide Face Size Depth Width kt fn 4 FbE Fbi Fh2 F.EI Fau Fc C. Bending and pression Pay.to Load Bending Defl.Bending Defl. Bending Bending i.2 Length.g Compression Le Check Check CheckCheck Grain lb/stud Ratio,U_ Ratio,U_ `i.i2x4, ` '•3:50':t +750°`,„{'d2=62SP,f 118.5 13 0 83 71284 892 893 306 1406 278 01( 2 OK' OK .OK<'.1: 11,156 6.917 12.863 124.5 5 0 53 43176 892 893 756 1406 547 !' OKI'i' OK!,': t OK OK' 17,531 22,337 49,913 3F2x8{,.="7:23 t,, <,7.50 s. 5438 129.8 3 0 40 21429 892 893 1314 1406 685 :.OK h;OK,P OK. OK 23,109 37,111 114,323 )'•2xI0y 925`_ 1750 �6938"+'( 135.8 2 0 32 23545 891 893 2139 1406 752 a OKv OK"' OK OK 'S 29,484 52.066 237.476 w 141.8 1 0 26 18540 891 893 3164 1406 782 �f(OK;...[c.OK OK pK„u; 35,859 65,939 427,148 J O 1013200510:13 AM Page 1 Wood Wall Desigo.XLSSmd Wall O T Section Page 6. Floor and Roof Framing 6.1. Member Key Plans...........................................................................6001 -� 6.2. Wood Member Design.....................................................................6004 6.3. Steel Member Design 6022 y 6.4. Steel Beam Splice............................................................................6053 ------------------------------------------------------ 1 , I , 1 , 1 1 • I I i ; I I I ----------- -------L---------- ---_ -L- ----- --_--- - - -- I T I J � 1 , � L I , J 1 I ; I I I I I , II ; b I 1 L I ;1 1 1 � I 1 , I _ L . r4 1 • I; , I I i i , ti 1 II 1 1 L _____l II I 1 1 I I i 1 ; 1 i i '� 1 n i i ■, XA S j 1 I 11 INS" li I I�- T.Ti:_1 _ 1 ii _v l i r � i � 1 li • 1 I 1 I I I I , /'� ' 1 1 it I, L ---------- do ll ,• k I C � /. 1 i � Ilk 1 1 1 I 4 I I 1 I 1- 1 1 I I I I 1 1 11 I I ; I � I 1 � I I I I � 1 ■u I I „ I I I i 1 I i i ii I l I I 1 I I 11 I i I I + I i � I ■ 1 .o-09 C00900 .w �p3SA Lv/t/ --- - - - - --- - - - -- - - - - - --- --- - - - - - -- -- ---- - - -- -- ------------------ Naar I Qi AOL ^ I I ------------- JFX ---------------- 1 , P I b ` I j , I ■ 1 ■ 1 _ I 1 ■ , 1 ■ I i , 1 1 1 I , `n 0-If■ 1 ------------- o I - .. ---------------------------------------------------------------------- --------------------------------------------------------------- ---------------------------------------------.......----------........... ■- 4' r 00000 I _ , �- -------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------------ ------------------ ' r----------------------------- -- -- ------------------------- - 1 \ 1 ; I 1 i I • 1 � , 1 1 I 1 ' 1 ' 1 ( ' 1 \ ♦ ' r1 11 f_________________________________ r 1 I i �• ' I I I , 1 r 1 4 , 1 LLxxxxxxx ,I I � ' � I I , I I I I 1 I ; 'kj' i I 1 , 1 , 1 , Li III LL 1 . - --------- --------------------- ---------- I ' I I ' 1 I , , 1 ' I F ; 1 ' W. I rN I , 1 I , 1 I E A E � I , 1 1 ; I , I ; I ' 1 1 , 7 1 I F 1 , 1 i 1 ' -------------------------------- ' 1 1 1 --------------------- --------== ------------------------=------- ----------------------------- ---------- --------------------- --------------------------------- ' I �• .9-.LZ ,0-.SZ .9-.LZ - .0•Os 100900 F1-J1 2span TJ-Bean*6.16 Serial Nu ber 70044115233"m 11 7/8" TJI®230 @ 16" O/C User:Pagel Engine Version:1.65 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN . CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension:28' F, it 2❑e, b 14' d 4• i Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Office Bldgs-Offices(psf):50.0 Live at 100%duration, 15.0 Dead,20.0 Partition SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25" 416/251 /0/667 End,Rim 1 Ply 1 1/4"x 11 7/8"0.8E TJ-Strand Rim Board® �■ 2 Stud wall 3.50" 3.50" 1149/805/0/1954 Intermediate None 3 Stud wall 3.50" 2.25" 416/251 /0/667 End,Rim 1 Ply 1 1/4"x 11 7/8"0.8E TJ-Strand Rim Board® 7S DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 1000 1000 1655 Passed(60%) Rt.end Span 2 under Safe ALTERNATE span loading a Vertical Reaction(Ibs) 995 995 1157 Passed(86%) Bearing 3 under Safe loading Moment(Ft-Lbs) -2695 -2695 4015 Passed(67%) Bearing 2 under Floor loading Live Load Defl(in) 0.122 0.345 Passed(U999+) MID Span 1 under Floor ALTERNATE span loading •� Total Load Defl(in) 0.174 0.690 Passed(U953) MID Span 1 under Floor ALTERNATE span loading �t TJPro 52 30 Passed Span 1 -Deflection Criteria:STANDARD(LL:U480,TL•U240). -Deflection analysis is based on composite action with single layer of 19/32"Panels(20"Span Rating)GLUED&NAILED wood decking. S -Bracing(Lu):All compression edges(top and bottom)must be braced at 4'3"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. -The load conditions considered in this design analysis include alternate member pattern loading. S TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 19/32"Panels(20"Span Rating)decking. The controlling span is supported by walls. Additional considerations for this rating include:Ceiling-None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.45 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. ` Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. • PROJECT INFORMATION: OPERATOR INFORMATION: Bett's Pond F0205 Rebecca Faverty KL&A '® 805 14th St. Golden,CO 80401 r� Phone:303-384-9910 Copyright ° 2004 by Trus Joist, a Weyerhaeuser Business Y.TJI° and TJ-BeamO are registered trademarks of Trus Joist. a-I Joist",Pro' and TJ-Pro" are trademarks of Trus Joist. i.G:\Betts Pond\Calc\Floor\F1J1-2span.sms 006005 ®�T4 �� F1J2 "`er:7 0411 >i33 11 7/8" TJI®230 16" o/c 4 TJ-BeanA 6.16 Serial Number:7004115233 ' User:2 9/22/2005 11:24:38 AM Pagel Engine Version:1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 14'10" 1 Product Diagram is Conceptual. T� LOADS: �1 Analysis is for a Joist Member. }�+ Primary Load Group-Office Bldgs-Offices(psf):50.0 Live at 100%duration, 15.0 Dead,20.0 Partition '■ SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Microllam LVL 3.50" Hanger 487/341 /0/828 1 11.88" N/A Face Nail None beam Hanger 2 Plate on 7.25" 6.00" 502/351 /0/854 N/A N/A N/A End,Rim 1 Ply 1 1/4"x 11 7/8"0.8E TJ- masonry wall Strand Rim Board® DESIGN CONTROLS: Maximum Design Control Control Location ?■ Shear(Ibs) 1000 1000 1655 Passed(60%) Rt.end Span 1 under Safe loading Vertical Reaction(Ibs) 995 995 1460 Passed(68%) Bearing 2 under Safe loading Moment(Ft-Lbs) 2785 2785 4015 Passed(69%) MID Span 1 under Floor loading Live Load Defl(in) 0.182 0.467 Passed(U926) MID Span 1 under Floor loading Total Load Defl(in) 0.309 0.701 Passed(U545) MID Span 1 under Floor loading TJPro 47 Any Passed Span ■ -Deflection Criteria:Specified(LL:U360,TL:U240). -TJ maximum bearing length controls reaction capacity. Limits:End supports, 3 1/2".Intermediate supports, 5 1/4". -Deflection analysis is based on composite action with single layer of 19/32"Panels(20"Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 4'2"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 19/32"Panels(20"Span Rating)decking. The controlling span is supported by beams. Additional considerations for this rating include:Ceiling-Suspended Ceiling, Use Bridging or Blocking(8'o.c.max). A structural analysis of the deck has not been performed by the program. Comparison Value: 1.45 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted;design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Custom product listed above. ■ PROJECT INFORMATION: OPERATOR INFORMATION: Betts Pond F0205 Rebecca Faverty KL&A '■ 805 14th St. Golden,CO 80401 Phone:303-384-9910 Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business `■ TJI°,TJ-Beame and Microllam® are registered trademarks of True Joist. e-I Joist',Pro" and TJ-Pro" are trademarks of Trus Joist. Simpson Strong-Tie° Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. G,\Betts Pond\Calc\Floor\F1J2.sms 000006 F1-J2 2 span Busin TJ-BearrO6.16 Serial Nu�r:700a4115233 � 11 7/8" TJI®230 @ 16" O/C User:2 9/22/2005 11:15:41 AM Pagel Engine Version:1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension:24'6" � 7❑, 2❑, 3 �12.3" 12.3"� Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Office Bldgs-Lobbies(psf): 100.0 Live at 100%duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25" 730/94/-6/825 End,Rim 1 Ply 1 1/4"x 11 7/8"0.8E TJ-Strand Rim Board® 2 Stud wall 3.50" 3.50" 2007/301/0/2308 Intermediate None 3 Stud wall 3.50" 2.25" 730/94/-6/825 End, Rim 1 Ply 1 1/4"x 11 7/8"0.8E TJ-Strand Rim Board® DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 1154 1028 1655 Passed(62%) Lt.end Span 2 under Floor loading „. Vertical Reaction(Ibs) 2308 2308 2410 Passed(96%) Bearing 2 under Floor loading Moment(Ft-Lbs) -2779 -2779 4015 Passed(69%) Bearing 2 under Floor loading Live Load Defl(in) 0.149 0.301 Passed(U967) MID Span 1 under Floor ALTERNATE span loading Total Load Defl(in) 0.163 0.602 Passed(U886) MID Span 2 under Floor ALTERNATE span loading TJPro 57 30 Passed Span 1 -Deflection Criteria:STANDARD(LL:U480,TL:U240). -Deflection analysis is based on composite action with single layer of 19/32"Panels(20"Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 4'2"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. -The load conditions considered in this design analysis include alternate member pattern loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 19/32"Panels(20"Span Rating)decking. The controlling span is supported by walls. Additional considerations for this rating include:Ceiling-None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.45 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will a be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. . -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. ■ PROJECT INFORMATION: OPERATOR INFORMATION: Bett's Pond F0205 Rebecca Faverty KL&A 80514th St. Golden,CO 80401 Phone:303-384-9910 Copyright ® 1104 by Trus Joist, a Weyerhaeuser Business TJI@ and TJ-BeamO are registered trademarks of Trus Joist. e-I-Joist'",Pro" and TJ-Pro' are trademarks of Trus Joist. G:\Betts Pond\Ca1c\F1oor\F1J2-2span.sms f•. 00600 F2J1ow 'A\xtyerhaeuse' 'i-e' n �� TJ-Bea,,O6.16SerialNumber:7004115233 18 TJW )pen Web Truss @ 16 o/c ■ 1 PM Pagel Engine l Verson:1.65 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Fill' z❑ . b 27'9"_ i Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Office Bldgs-Offices(psf):50.0 Live at 100%duration, 15.0 Dead,20.0 Partition ■ SUPPORTS: Input Vertical Reactions(Ibs) Detail Other Width Live/Dead/Uplift/Total 1 Stud wall 3.50" 925/648/0/1573 Wall 2x_Blocking ■ 2 Stud wall 3.50" 925/648/0/1573 Wall 2x_Blocking -Left Support:Top-All,Approx.clip height: 1 5/8",Approx.clip width:8 7/16",Allowed choice(s):TOP(2.75"BL NO-NOTCH),TOP(1.75"BL NO- NOTCH),TOP(U-CLIP) -Right Support:Top-All,Approx.clip height: 1 5/8",Approx.clip width:8 7/16",Allowed choice(s):TOP(2.75"BL NO-NOTCH),TOP(1.75"BL NO- ■ NOTCH),TOP(U-CLIP) DESIGN CONTROLS: ■ Maximum Design Control Control Location Shear(Ibs) 1554 1554 1904 Passed(82%) Rt.end Span 1 under Floor loading Moment(Ft-Lbs) 10827 10827 14198 Passed(76%) MID Span 1 under Floor loading Live Load Defl(in) 0.405 0.548 Passed(U812) MID Span 1 under Floor loading Total Load Defl(in) 0.688 1.371 Passed(U478) MID Span 1 under Floor loading TJPro 43 Any Passed Span ■ -Deflection Criteria:STANDARD(LL:L/600,TL:U240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 23/32"Structurwood Edge Gold(24"Span Rating) GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 9'7"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. • TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 23/32"Structurwood Edge Gold(24"Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include:Ceiling-Suspended Ceiling,Use Bridging or Blocking(8'o.c.max). A structural analysis of the deck has not been performed by the program. Comparison Value: 1.63 l� PROJECT INFORMATION: OPERATOR INFORMATION: Bett's Pond Rebecca Faverty F0205 KL&A 80514th St. Golden,CO 80401 Phone:303-384-9910 Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business ■ TJMm is a registered trademark of Trus Joist. TJH"',TJL'",TJLM-,TJLX-,TJS' and TJW' are trademarks of Trus Joist. G:\Betts Pond\Ca1C\F1oor\F2J1ow.sms 00600 �T F2J1ow 7A\ rrhaeuserButinm TJ-Bearr�6.16 Serial Number::7004115233 18�� TJW Open Web Truss @ 16" o/c • PM Page2 EngineVersion:t1.65 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN ■ CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, ■, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. ■ -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. -The open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each ■ project. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of existing trusses. -Pricing Load(plf)=113(#) ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ PROJECT INFORMATION: OPERATOR INFORMATION: Bett's Pond Rebecca Faverty F0205 KL&A 80514th St. Golden,CO 80401 Phone:303-384-9910 Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business ■ TJM® is a registered trademark of True Joist. TJH",TJL",TJLM'",TJLX",TJS" and TJW" are trademarks of Trus Joist. G:\Bette Pond\Ca1c\F1oor\F2J1ow.sms r t� F2-J2OW 006009 A\4'eyrrhaeuserBtuinm n TJ-Bean*6.16SerialNumber:700411.1233 18 TJW Open Web Truss @ 12" o/c User:■ Pagel EngneVers005 on:51.65 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED k ■ ■ ■ ❑; 2❑ ■ 25.5" Product Diagram is Conceptual. ■ LOADS: Analysis is for a Joist Member. Primary Load Group-Office Bldgs-Lobbies(psf): 100.0 Live at 100%duration,20.0 Dead ■ SUPPORTS: Input Vertical Reactions(Ibs) Detail Other Width Live/Dead/Uplift/Total 1 Stud wall 3.50" 1275/255/0/1530 Wall 2x_Blocking 2 Stud wall 3.50" 1275/255/0/1530 Wall 2x_Blocking -Left Support:Top-All,Approx.clip height: 1 5/8",Approx.clip width:8 7/16",Allowed choice(s):TOP(2.75"BL NO-NOTCH),TOP(1.75"BL NO- NOTCH),TOP(U-CLIP) -Right Support:Top-All,Approx.clip height:1 5/8 ,Approx.clip width:8 7/16",Allowed choice(s):TOP(2.75"BL NO-NOTCH),TOP(1.75"BL NO- . NOTCH),TOP(U-CLIP) DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 1510 1510 1920 Passed(79%) Rt.end Span 1 under Floor loading ■ Moment(Ft-Lbs) 9674 9674 14135 Passed(68%) MID Span 1 under Floor loading Live Load Defl(in) 0.445 0.503 Passed(U679) MID Span 1 under Floor loading ■ Total Load Defl(in) 0.534 1.258 Passed(U566) MID Span 1 under Floor loading TJPro 51 Any Passed Span 1 ■ -Deflection Criteria:STANDARD(LL:U600,TL:U240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 23/32"Structurwood Edge(24"Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 10'1"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ■ -2000 Ibs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED&NAILED 23/32"Structurwood Edge ` (24"Span Rating)decking. The controlling span is supported by walls. Additional considerations for this rating include:Ceiling-Suspended Ceiling, Use Bridging or Blocking(8'o.c.max). A structural analysis of the deck has not been performed by the program. Comparison Value: 1.6 ■ • PROJECT INFORMATION: OPERATOR INFORMATION: Bett's Pond Rebecca Faverty F0205 KL&A ■ 805 14th St. Golden,CO 80401 n Phone:303-384-9910 Copyright a 2004 by Trus Joist, a Weyerhaeuser Business ■ TJM° is a registered trademark of Trus Joist. TJH",TJL",TJLM",TJLX",TJS' and TJW' are trademarks of Trus Joist. G:\Betts Pond\Ca1C\F1oor\F2J2ow.sms F2-J2OW VA BLuiness n �� TJ-Bea 16 User:2rrO6/2005 :3852 er.7004„523THIS PRODUCT MEETS OR EXCEED TJW Open Web Truss S SET DESIGN User:2 9/26/2005 3:38:52 PM Page 2 Engine Version:1.16.5 CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, ■ and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. -The open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of existing trusses. -Pricing Load(plf)=120(#) PROJECT INFORMATION: OPERATOR INFORMATION: Bett's Pond Rebecca Faverty F0205 KL&A ■ 80514th St. Golden,CO 80401 Phone:303-384-9910 Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business ■ TJM(D is a registered trademark of Trus Joist. TJH-,TJL',TJLM',TJLX'",TJS' and TJW' are trademarks of Trus Joist. G:\Betts Pond\Ca1c\F1oor\F2J2ow.sms © 06011 F4-62 TJ-Bean@6.16 serial e Number: 0044115233n� 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL User:2■ Pagel EngneVersion:1.65 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED r ■ b 9.6.. Product Diagram is Conceptual. ■ LOADS: Analysis is for a Drop Beam Member. Tributary Load Width:5'9" ■ Primary Load Group-Residential-Exterior Balconies(psf):60.0 Live at 100%duration, 15.0 Dead ■ SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other ■ Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 1.50" 1639/464/0/2103 L1 1 Ply 1 3/4"x 11 718"1.9E Microllam®LVL 2 Stud wall 3.50" 1.50" 1639/464/0/2103 L1 1 Ply 1 3/4"x 11 7/8"1.9E Microllam®LVL DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 2029 -1536 7897 Passed(19%) Rt.end Span 1 under Floor loading • Moment(Ft-Lbs) 4650 4650 17848 Passed(26%) MID Span 1 under Floor loading . Live Load Defl(in) 0.070 0.306 Passed(U999+) MID Span 1 under Floor loading Total Load Defl(in) 0.089 0.458 Passed(U999+) MID Span 1 under Floor loading -Deflection Criteria:STANDARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 9'2"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: ■ -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, ■ and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. ■ -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. ■ ■ ■ r ■ • PROJECT INFORMATION: OPERATOR INFORMATION: . Bett's Pond Rebecca Faverty F0205 KL&A ■ 805 14th St. Golden,CO 80401 . Phone:303-384-9910 ■ copyright ® 2004 by Trus Joist, a Weyerhaeuser Business Microllam° is a registered trademark of Trus Joist. G:\Betts Pond\ca1c\F1oor\F4-B2.sms _ ■ :■ n 1, F2-133 0 0 U 01 Busiri TJ-Bean,O6.16 Serial Number: 004115233 ms2 Pcs of 1 3/4" x 18" 1.9E Microllam® LVL User■ Pagel Engine Vers05 ion:58PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version:7.16.5 CONTROLS FOR THE APPLICATION AND LOADS LISTED ■ r 7❑ ,2❑ r b 19' Product Diagram is Conceptual. r LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 1'4" ' Primary Load Group-Office Bldgs-Lobbies(psf): 100.0 Live at 100%duration,15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Floor(1.00) 3040 460 5'6" - SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other r Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.77" 3438/684/0/4122 L1 1 Ply 1 1/4"x 18"1.3E TimberStrand®LSL 2 Stud wall 3.50" 1.76" 2135/487/0/2622 L1 1 Ply 1 1/4"x 18"1.3E TimberStrand®LSL DESIGN CONTROLS: ■ Maximum Design Control Control Location Shear(Ibs) 4094 3816 11970 Passed(32%) Lt.end Span 1 under Floor loading . Moment(Ft-Lbs) 19404 19404 38753 Passed(50%) MID Span 1 under Floor loading Live Load Defl(in) 0.310 0.622 Passed(U723) MID Span 1 under Floor loading Total Load Defl(in) 0.373 0.933 Passed(U601) MID Span 1 under Floor loading -Deflection Criteria:STANDARD(LL:U360,TL:U240). r -Bracing(Lu):All compression edges(top and bottom)must be braced at 9'2"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. • ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. r -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. ■ -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. r r ' r PROJECT INFORMATION: OPERATOR INFORMATION: Bett's Pond Rebecca Faverty F0205 KL&A 80514th St. Golden,CO 80401 Phone:303-384-9910 Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business ■ Microllam° is a registered trademark of Trus Joist. G:\Betts Pond\Ca1c\F1oor\F2B3.sms ■ 006013 F2-64 TJ-Bearr)6.16 Serial Numbeerr 70044115233"`� 3 PCs of 1 3/4" x 18" 1.9E Mierollam® LVL User:■ Pagel En2gineVersion:2 05l1.65 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN ■ CONTROLS FOR THE APPLICATION AND LOADS LISTED 17 F_ 4, Film ■ b 25-6" Product Diagram is Conceptual. ■ LOADS: Analysis is for a Drop Beam Member. Tributary Load Width:1'4" Primary Load Group-Office Bldgs-Lobbies(psf): 100.0 Live at 100%duration, 15.0 Dead Vertical Loads: . Type Class Live Dead Location Application Comment Point(lbs) Floor(1.00) 3040 460 12'3" - SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other ■ Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 1.84" 3280/827/0/4107 L1 1 Ply 1 1/4"x 18"1.3E TimberStrand®LSL 2 Stud wall 3.50" 1.78" 3160/809/0/3968 L1 1 Ply 1 1/4"x 18"1.3E TimberStrand®LSL ■ DESIGN CONTROLS: ■ Maximum Design Control Control Location Shear(Ibs) 4077 3786 17955 Passed(21%) Lt.end Span 1 under Floor loading ■ Moment(Ft-Lbs) 36169 36169 58130 Passed(62%) MID Span 1 under Floor loading Live Load Defl(in) 0.645 0.839 Passed(U469) MID Span 1 under Floor loading Total Load Defl(in) 0.793 1.258 Passed(U381) MID Span 1 under Floor loading -Deflection Criteria:STANDARD(LL:U360,TL:U240). n -Bracing(Lu):All compression edges(top and bottom)must be braced at 10'6"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. ■ ADDITIONAL NOTES: IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. . -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. ■ ■ ■ ■ PROJECT INFORMATION: OPERATOR INFORMATION: ■ Betts Pond Rebecca Faverty F0205 KL&A ■ 805 14th St. Golden,CO 80401 . Phone:303-384-9910 Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business ■ MicrollamO is a registered trademark of Trus Joist. G:\Betts Pond\Ca1C\F1oor\F2B4.sms ■ F2-65 006014 Busi TJ-Bean�6.16 Serial Nu��70041 5233"� 3 Pcs of 1 3/4" x 16" 1.9E Microllam® LVL User:■ Pagel Engin2e005 Verson2.65 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED R,y b 10'6" Product Diagram is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 12'9" Primary Load Group-Office Bldgs-Lobbies(psf): 100.0 Live at 100%duration,15.0 Dead Vertical Loads: ■ Type Class Live Dead Location Application Comment Point(lbs) Floor(1.00) 3565 535 8' - ■ Uniform(plf) Floor(1.00) 690.0 485.0 0 To 10'6" Adds To SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other ■ Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 6.69" 11134/3795/0/14929 L1 1 Ply 1 3/4"x 16"1.9E Microllam®LVL ■ 2 Stud wall 3.50" 7.69" 13063/4084/0/17147 L1 1 Ply 1 3/4"x 16"1.9E Microllam®LVL -Bearing length requirement exceeds input at support(s)1,2.Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: . Maximum Design Control Control Location Shear(Ibs) -16703 -12818 15960 Passed(80%) Rt.end Span 1 under Floor loading Moment(Ft-Lbs) 39375 39375 46671 Passed(84%) MID Span 1 under Floor loading Live Load Defl(in) 0.207 0.339 Passed(U590) MID Span 1 under Floor loading Total Load Defl(in) 0.274 0.508 Passed(U445) MID Span 1 under Floor loading ■ -Deflection Criteria:STANDARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 7'3"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. • ADDITIONAL NOTES: IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. !. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. • PROJECT INFORMATION: OPERATOR INFORMATION: Bett's Pnd Rebecca Faverty F0205 KL&A ■ 80514th St. Golden,CO 80401 ■ Phone:303-384-9910 Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business ■ Microllam° is a registered trademark of Trus Joist. G:\Betts Pond\Ca1c\F1oor\F2B5.sms ■ F2-66 006015 -A`er:700411523ine�s 3 PCs of 1 3/4" x 18" 1.9E Microllam® LVL TJ-Beam 6.16 Serial Number:7004115233 ■ Pagel Engin2e005 Verso831.65 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED k � 1 ■ b ��.9.. 1 Product Diagram is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width:26'6" Primary Load Group-Office Bldgs-Offices(psf):50.0 Live at 100%duration, 15.0 Dead,20.0 Partition ■ SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other ■ Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 6.00" 7784/5602/0113387 L1 1 Ply 1 1/4"x 18"1.3E TimberStrand®LSL 2 Stud wall 3.50" 6.00" 7784/5602/0/13387 L1 1 Ply 1 1/4"x 18"1.3E TimberStrand®LSL -Bearing length requirement exceeds input at support(s)1,2.Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: ■ Maximum Design Control Control Location Shear(Ibs) 13007 -9304 17955 Passed(52%) Rt.end Span 1 under Floor loading Moment(Ft-Lbs) 37124 37124 58130 Passed(64%) MID Span 1 under Floor loading Live Load Defl(in) 0.132 0.381 Passed(U999+) MID Span 1 under Floor loading Total Load Defl(in) 0.227 0.571 Passed(U603) MID Span 1 under Floor loading ■ -Deflection Criteria:STANDARD(LL:U360,TL:U240). Bracing(Lu):All compression edges(top and bottom)must be braced at 10'6"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. ■ ADDITIONAL NOTES: • IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. i ■ PROJECT INFORMATION: OPERATOR INFORMATION: ■ Betfs Pond Rebecca Faverty F0205 KL&A ■ 80514th St. Golden,CO 80401 ■ Phone:303-384-9910 Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. G:\Betts Pond\Calc\Floor\F2B6.sms ■ 006016 F4-B1 Busi TJ-Beam®6.16SerialN�r 7004115233nO5 1 3/4" x 11 7/8" 1.9E Microllam® LVL User:Pagel E�9�2eVerso�:1.65 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED a, o b 9-6" -+ Product Diagram is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width:2'6" Primary Load Group-Residential-Exterior Balconies(psf):60.0 Live at 100%duration, 15.0 Dead ■ SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other ■ Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 1.50" 713/205/0/918 L1 1 Ply 1 3/4"x 11 7/8"1.9E Microllam®LVL ■ 2 Stud wall 3.50" 1.50" 713/205/0/918 L1 1 Ply 1 3/4"x 11 7/8"1.9E Microllam®LVL . DESIGN CONTROLS: Maximum Design Control Control Location ■ Shear(Ibs) 886 -670 3948 Passed(17%) Rt.end Span 1 under Floor loading Moment(Ft-Lbs) 2030 2030 8924 Passed(23%) MID Span 1 under Floor loading . Live Load Defl(in) 0.061 0.306 Passed(U999+) MID Span 1 under Floor loading Total Load Defl(in) 0.078 0.458 Passed(U999+) MID Span 1 under Floor loading ■ -Deflection Criteria:STANDARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 7'4"o/c unless detailed otherwise. Proper attachment and positioning of ■ lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, . and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. i ■ PROJECT INFORMATION: OPERATOR INFORMATION: ■ Betts Pond Rebecca Faverty F0205 KL&A ■ 805 14th St. Golden,CO 80401 . Phone:303-384-9910 . Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business Microllame is a registered trademark of Trus Joist. G:\Bette Pond\Ca1c\F1oor\F4-B1.sms I 00GO17 F4-133 TJ-Bea nO6.16 Serial Nu��7 04115233 3 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL ■ 3 PM Page ErngineVerson51.65 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN i CONTROLS FOR THE APPLICATION AND LOADS LISTED Y IF21 1 12'6"-i 1 Product Diagram is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 1' Primary Load Group-Residential-Exterior Balconies(pso:60.0 Live at 100%duration,15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1.00) 295.0 160.0 0 To 12'6" Adds To Point(lbs) Floor(1.00) 1500 500 8'3" - Point(lbs) Floor(1.00) 650 200 11'3" - • SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total . 1 Stud wall 3.50" 1.87" 2780/1387/0/4167 L1 1 Ply 1 3/4"x 11 7/8"1.9E Microllam®LVL 2 Stud wall 3.50" 2.48" 3807/1716/0/5523 L1 1 Ply 1 3/4"x 11 7/8"1.9E Microllam®LVL DESIGN CONTROLS: i` Maximum Design Control Control Location Shear(Ibs) -5432 -4795 11845 Passed(40%) Rt.end Span 1 under Floor loading_ Moment(Ft-Lbs) 15179 15179 26772 Passed(57%) MID Span 1 under Floor loading Live Load Defl(in) 0.213 0.406 Passed(U684) MID Span 1 under Floor loading Total Load Defl(in) 0.313 0.608 Passed(U466) MID Span 1 under Floor loading ■ -Deflection Criteria:STANDARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 10'6"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will ■ be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. ■ PROJECT INFORMATION: OPERATOR INFORMATION: ■ Betfs Pond Rebecca Faverty F0205 KL&A ■ 80514th St. Golden,CO 80401 ■ Phone:303-384-9910 Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business . Microllam® is a registered trademark of Trus Joist. G:\Betts Pond\Ca1c\F1oor\F4-B3.sms F4-64 006018 4� TJ-Bearn®6.16 Serial Number:7004115233 2 PCs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL ■ User: 2 9/26/20053:05:01 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version:1.16.5 CONTROLS FOR THE APPLICATION AND LOADS LISTED 521 -12•6" i ' Product Diagram is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 1'4" Primary Load Group-Residential-Exterior Balconies(psf):60.0 Live at 100%duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Floor(1.00) 1500 500 8'3" - Point(lbs) Floor(1.00) 650 200 11'3" - i ' ■ SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Upliftrrotal r ■ 1 Stud wall 3.50" 1.50" 1061 /382/0/1444 L1 1 Ply 1 3/4"x 11 7/8"1.9E Microllam®LVL i ■ 2 Stud wall 3.50" 1.88" 2089/711 /0/2800 L1 1 Ply 1 3/4"x 11 7/8"1.9E Microllam®LVL ■ DESIGN CONTROLS: Maximum Design Control Control Location ■ Shear(IbS) -2781 -2630 7897 Passed(33%) Rt.end Span 1 under Floor loading Moment(Ft-Lbs) 7877 7877 17848 Passed,(44%) MID Span 1 under Floor loading Live Load Defl(in) 0.160 0.406 Passed(U913) MID Span 1 under Floor loading Total Load Defl(in) 0.216 0.608 Passed(U677) MID Span,1 under Floor loading ■ -Deflection Criteria:STAN DARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 9'2"o/c unless detailed otherwise. Proper attachment and positioning of ■ lateral bracing is required to achieve member stability. ADDITIONAL NOTES: ■ -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design toads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. ■ PROJECT INFORMATION: OPERATOR INFORMATION: ■ Betts Pond Rebecca Faverty F0205 KL&A ■ 80514th St. Golden,CO 80401 . Phone:303-384-9910 Copyright ® 2004 by True Joist, a Weyerhaeuser Business .Microllam° is a registered trademark of True Joist. G:\Betts Pond\Ca1c\F1oor\F4-B4.sms ■ w i_ 006019 ///�Jj� F4-H1 Busi TJ.Bean*6.16 Serial Numb`e:70044115233s� 3 PCs of 1 3/4" x 18" 1.9E Microllam® LVL User■ Pagel Engine Vers05 ion: THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version:1.16.5 CONTROLS FOR THE APPLICATION AND LOADS LISTED ■ Member Slope:OM2 Roof Slope0M2 ft; :521 b 10.6.. i All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width:30' Primary Load Group-Roof(psf):30.0 Live at 125%duration,15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Roof(1.25) 9500 4000 5'3" - Uniform(plf) Roof(1.25) 1800.0 600.0 0 To 10'6" Replaces ■ SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other ■ Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 8.73" 14200/5287/0/19487 L1 1 Ply 1 1/4"x 18"1.3E TimberStrand®LSL . 2 Stud wall 3.50" 8.73" 14200/5287/0/19487 L1 1 Ply 1 1/4"x 18"1.3E TimberStrand®LSL -Bearing length requirement exceeds input at support(s)1,2.Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 19083 -15140 22444 Passed(67%) Rt.end Span 1 under Roof loading ■ Moment(Ft-Lbs) 65658 65658 72662 Passed(90%) MID Span 1 under Roof loading Live Load Defl(in) 0.224 0.339 Passed(U544) MID Span 1 under Roof loading Total Load Defl(in) 0.310 0.508 Passed(U394) MID Span 1 under Roof loading ■ -Deflection Criteria:STANDARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 2'11"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ■ ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. • PROJECT INFORMATION: OPERATOR INFORMATION: ■ Bett's Pond Rebecca Faverty F0205 KL&A ■ 80514th St. Golden,CO 80401 ■ Phone:303-384-9910 ■ Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. G:\Betts Pond\Ca1C\F1oor\F4H1a1t.sms w. 006020 "tr C'�% F4-H2 TJ-Beam®6.16 serial Number:7004115233n� 3 PCs of 1 3/4" x 14" 1.9E Microllam® LVL User. Pagel Engine Vers05 ion: THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version:1.16.5 ■ CONTROLS FOR THE APPLICATION AND LOADS LISTED ■ Member Slope:OM Roof Slope0M2 All dimensions are horizontal. Product Diagram is Conceptual. ■ LOADS: Analysis is for a Drop Beam Member. Tributary Load Width:30' ■ Primary Load Group-Roof(psf):30.0 Live at 125%duration,15.0 Dead Vertical Loads: ■ Type Class Live Dead Location Application Comment Point(lbs) Roof(1.25) 9500 4000 5'3" - ■ Uniform(plf) Roof(1.25) 1800.0 600.0 0 To 7' Replaces ■ SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other ■ Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 5.23" 8556/3121 /0/11677 L1 1 Ply 1 3/4"x 14"1.9E Microllam®LVL ■ 2 Stud wall 3.50" 8.41" 13544/5221 /0/18765 L1 1 Ply 1 3/4"x 14"1.9E Microllam®LVL -Bearing length requirement exceeds input at support(s)1,2.Supplemental hardware is required to satisfy bearing requirements. ■ DESIGN CONTROLS: ■ Maximum Design Control Control Location Shear(Ibs) -18361 -15235 17456 Passed(87%) Rt.end Span 1 under Roof loading Moment(Ft-Lbs) 26257 26257 45484 Passed(58%) MID Span 1 under Roof loading ■ Live Load Defl(in) 0.094 0.222 Passed(U850) MID Span 1 under Roof loading Total Load Defl(in) 0.130 0.333 Passed(U616) MID Span 1 under Roof loading ■ -Deflection Criteria:STANDARD(LL:U360,TL:U240). Bracing(Lu):All compression edges(top and bottom)must be braced at 7'o/c unless detailed otherwise. Proper attachment and positioning of lateral ■ bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will ■ be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. ■ -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. ■ ■ ■ PROJECT INFORMATION: OPERATOR INFORMATION: ■ Bett's Pond Rebecca Faverty F0205 KL&A ■ 805 14th St. Golden,CO 80401 ■ Phone:303-384-9910 Copyright 0 2004 by Trus Joist, a Weyerhaeuser Business ■Microllam° is a registered trademark of Trus Joist. G:\Betts Pond\Ca1c\F1oor\F4H2a1t.sms ■ 006021 F4-H3 TJ-BeanO.6.16SerialNu 004 rBusis� 3 PCs of 1 3/4" x 14" 1.9E Microllam® LVL Paget Engine Verson .65 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ■ Member Slope:OM Roof SlopeOM2 7❑: 2❑ b 61 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width:30' Primary Load Group-Roof(psf):30.0 Live at 125%duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Roof(1.25) 9500 4000 3' - Uniform(plf) Roof(1.25) 1800.0 600.0 0 To 6' Replaces S SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Upliftrrotal 1 Stud wall 3.50" 6.28" 10150/3861 /0/14011 L1 1 Ply 1 3/4"x 14"1.9E Microllam®LVL . 2 Stud wall 3.50" 6.28" 10150/3861 /0/14011 . L1 1 Ply 1 3/4"x 14"1.9E Microllam®LVL -Bearing length requirement exceeds input at support(s)1,2.Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: ■ Maximum Design Control Control Location Shear(Ibs) 13608 -10481 17456 Passed(60%) Rt.end Span 1 under Roof loading ■ Moment(Ft-Lbs) 28840 28840 45484 Passed(63%) MID Span 1 under Roof loading Live Load Defl(in) 0.080 0.189 Passed(U853) MID Span 1 under Roof loading . Total Load Defl(in) 0.111 0.283 Passed(U613) MID Span 1 under Roof loading -Deflection Criteria:STANDARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 6'o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ■ ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. ■ PROJECT INFORMATION: OPERATOR INFORMATION: . Bett's Pond Rebecca Faverty F0205 KL&A . 805 14th St. Golden,CO 80401 ■ Phone:303-384-9910 Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business MicrollamO is a registered trademark of Trus Joist. G:\Betts Pond\Ca1C\F1oor\F4H3.sms LX -1.47k/ft -t47k/ft .....l....�...............'.........._.............f.............�........... 1- T Ij 1 T - - - - - - - - - - - - - - - - - NI I 8.4 8.4 28 Loads:BLC 1,D-L Results for LC 1,D+L Reaction units are k and Wt c=) KL&A of Colorado Steel Beam 1 -2 span CD Rebecca Faverty Sept 26, 2005 at 5:03 PM C-1) O F0205 1st-steell-2span.r3d 00B023 Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 5:03 PM Job Number F0205 Steel Beam 1 -2 span Checked By: A Joint Coordinates and Temperatures Label x Iff! Y ffti Z[ftj Temp[F1 Detach From DiaD... A 1 N 1 0 0 0 0 a W4 W,' 'I N3 30 0 0 n Joint Boundary Conditions Joint Label x rk/inl Y Ik/inl Z[k/inl X Rot-lk-ft/rad'! Y Rot.rk-ft/rwil 7 Rot.rk-ftlrnril 1 N1 Fixed Reaction Fixed Fixed Fixed ' 2� on FiXed. IFW -x6d N 3 N 3 Reaction Fixed Fixed Fixed —Hot Rolled Steel Section Sets ■ Label Shape Design List Type Material Desian Rules A[in2l W[in41 Izz[in41 J rin4l 1 W2 W8X24 I Wide Flange Beam A572Grade50 T ical 7.08 18.3 82.8 .35 Hot Rolled Steel Design Parameters Label Sha e Len-qth[... Lbyy[ftl Lbzz[ft Lcomp to ...Lcomp bot... Kyy Kzz Crn-yy Cm-zz Qb 1 M1 W2 15 Member Primary Data Label I Joint J Joint K Joint Rotate de Section/Shape Desion List Type Material Desian Rules 1 M1 N 1 N2 w2 Wide Flange I Beam IA572Grad-.[ Typical A A ilk 1.A00 kgde � j _ypf Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me...Surface F1 I +L None I 1 -1 1 2 Member Distributed Loads (BLC 1 : D+L) Member Label Direction Start Magnitudefk/ft.d..End Magnitude[k/ft.d... Start Location[ft.%l End Location ft.0. M1 I Y -1.47 -1.47 0 —Member Point Loads Member Label Direction Magnitude[k.k-ft] Location fft.%l No Data to Print ... Load Combinations Description SolvePD...SIR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 1 D+L IYes l I 1 1 1 1 1 1 1 1 1 1 RISA-3D Version 5.Od [GAl3etts Pond\Calc\Floor\1st-steel1-2span.r3d] Page 1 006024 Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 5:03 PM Job Number : F0205 Steel Beam 1 -2 span Checked By: Load Combination Design Descri tion ASIF CD Service Hot Rolled Cold Formed NDS Wood Concrete 1 D+L Yes Yes Yes Yes Joint Reactions (By Combination) LC Joint Label X[kj Y[kj Z NI MX k-ft MY fk-ftl MZ k-ft 1 1 N1 NC 8.436 NC NC NC 0 2 � 3 1 N3 0 8.436 NC NC NC 0 is _ * R c ..� �^ «+:�.. _, -+a x �.1 "� Tofals�.�� .�° .. '.,�.�0 ��4.4..823�J� '' ��g.��®��,����"'k���° '���`�� ����'�,� �' .� ���� �"`, . 5 1 COG ft : X: 15 Y: 0 Z: 0 Joint Deflections *� LC Joint Label X linl Yin Z rinl X Rotation[radl Y Rotation rradl Z Rotation rad 1 1 Ni 0 0 0 0 0 6515e3 it .. : 3 1 N3 0 0 O 0 0 6.515e-3 Member Section Forces ' LC Member Label Sec Axial k Shear[kl z Shear k Tor ue k-ftl v-v Moment...z-z Moment... 1 1 M 1 1 0 8.436 0 0 0 0 bS* " ✓ P"".w>' i n^ ff?" b aMt a s7 5 . � .2833 � it 3 3 0 2 77 0 0 0 21 25 op`4, s ,.�, a!4,*.aw* � • a: '' «~ r,+:*ywc's"`+ ' t` s - `"`' t r" s §:+ 5 M 5 0 13 975 0 0 0 41.543 7 2 0 8.372 0 0 0 358 dal$ �41 .M k�L 9 4 0 2.833 0 0 0 2113 a Member Section Stresses LC Member Label Sec Axiallksil v Shearlksil z Shear ksi to Bendin... bot Bendin...z to Bendin...z bot Bendin... 1 1 M1 1 0 4.342 0 0 0 0 0 3 3 0 1426 0 12211 12211 0 0 5 5 0 7 193 0 23 872 23.872 0 0 7 2 0 4.309 0 206 206 0 0 9'"'� 4 0 1458 0 12142 12142 0 0 ✓..' ������'f ��'F s,.,";�rox as yra-ww � g�ymb�P,t�.c ,;:a..a s '4 yeggf .� a r s�}a,-wi s ^`, -:d �'�a o- '�" �x,4 r^' "` '"'. � '� Member Section Deflections LC Member Label Sec x[inI y finIz in x Rotate rad n Uv Ratio n Uz Ratio E 1 1 M1 1 0 0 0 0 NC NC � v a r z n < m , .� � � .,�2 3 3 0 288 0 0 624.264 NC 4 5 5 0 0 0 0 NC NC ■ RISA-3D Version 5.Od [GABetts Pond\Calc\Floor\1st-steel1-2span.r3d] Page 2 o 006025 Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 5:03 PM Job Number : F0205 Steel Beam 1 -2 span Checked By: Member Section Deflections (Continued) LC Member Label Sec x m in z Finl x Rotate rad n Uv Ratio n Uz Ratio =.M2 ,.y,•_ N.0 7 2 0 -.137 0 0 1312.679 NC a62426.4. 9 4 0 -.242 0 0 743.101 NC -., z# -r- �1�0. _., . . �z; ,� at F,05 Member ASD Steel Code Checks LC Member Sham LIC Max Loc[ftl Shear... Loc[ftj Dir Fa[ksil Ftfksil Fbyfksil Fbzrksil Cb Qmy Cmz E n 1 1 M1 W8X24 .796 15 .360 1 15 v 111.913130 1 37.5 1 30 11.751 .6 1 .85 H1-3 _M2. ..... W8X24 . 7x96:., 0<::• . .3fi0. ....0 . ,,,_ 11913 3.0< z . .37,5 :.,. 3,O s 1.75 ..6,. ;;85 ;H1 3,, RISA-3D Version 5.Od [GABetts Pond\Calc\Floor\1st-steel1-2span.r3d] Page 3 A LX -4k -1.31 k/ft -1.31 k/tt r'I' /•\' \. P' 11n:• V /1ir::r .n;�'\ t n/'•,\� i /'.1 ^,ii\i�"r"�r!'�_r J% ilUl�II,' 1� ' `Ia^,• � ^,I. � � :1I' " i ; l � ? "../ 2h 3 7.6 11.7 26.8 Loads:8LC 1,D+L Results for LC 1,D+L Reaction units are k and Wt 0 KL&A of Colorado Steel 2 -2 span GT: Rebecca Faverty Sept 26, 2005 at 4:39 PM F0205 1 st-stee12-2spanAd � 000027 Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 4:40 PM AN Job Number F0205 Steel 2 -2 span Checked By: Joint Coordinates and Temperatures Label X Ift] Y ffti Z[f]t Ternp IF1 Detach From Diao... I Nl 0 0 0 0 2 N42� 3 N3 31.5 0 0 0 Joint Boundary Conditions Joint Label x rk/inl Y[k/inl Z Win X Rot.[k-ft/radl Y Rot.rk-ft/radl Z Rot.[k-ft/radl 1 Nl Fixed Reaction Fixed Fixed Fixed lelont'A".."K, �-ikbdft - 3 N3 Reaction Fixed Fixed Fixed Hot Rolled Steel Section Sets Label ShaDe Desian List TVDe Material Desion Rules A[in2l lyy[in41 Izz[in41 J riin4l F-1 w2 W12X26 I Wide Flange I Beam IA572Grade5ol Typical 1 7.65 1 17.3 204 .3 1 Hot Rolled Steel Design Parameters AN Label ShaDe Length[... Lbyynt Lbzz[ft] Lcomp top...Lcomp bot... Kyy� Kzz Qrn-yy Cm-zz Cb yswa Dl MI w2 16 A I'L',221- j, Member Primary Data Label I Joint J Joint K Joint Rotate de Section/Shape Design List Type Material Desian Rules Ml NI N2 w2 I Wide Flange Beam A572Grad.. TvDiCqI AW JT.y Rc a I 1' 2 N 90 -,Widel�F f Basic Load Cases BLC Descriotion Category X Gravity Y Gravily Z Gravity Joint Point Distributed Area(Me...Surface F-1 I D+L None 1 -1 1 2 Member Distributed Loads (BLC 1 : D+L) Member Label Direction Start Maonitude[k/ft d End Magnituderk/ft.d... Start Location[ft,%I End Location[ft.%l Ml 11 Y -1.31 1 -1.31 0 0 7717=W40w" 4V Member Point Loads (BLC 1 : D+L) Member Label Direction Magnitudekk-ftj Location[ftAl F-1-7 Ml Y -4 1.5 Load Combinations Descriotion SolvePD...SIR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor I I D+L IYes l 1 1 1 1 RISA-3D Version 5.Od [G:\Betts Pond\Calc\Floor\1st-steel2-2span.r3d] Pagel 006028 Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 4:40 PM Job Number : F0205 Steel 2 -2 span Checked By: a Load Combination Design Description ASIF CD Service Hot Rolled Cold Formed NDS Wood Concrete A 1 D+L Yes Yes Yes Yes Joint Reactions LC Joint Label X k Y k Z N1 MX k-ft MY k-ft MZ k-ft 1 1 N1 NC 11.675 NC NC NC 0 ,:..4._.kN2 �. _ " 0 � ' , 2678 �. NC , NCNCfs � 3 1 N3 0 7.631 NC NC NC 0 � 5 1 COG (ft): X: 14.513 Y: 0 Z: 0 ■ Joint Deflections y LC Joint Label X in Yin Z in X Rotation fradl Y Rotation[radl Z Rotation fradl 1 1 N 1 0 0 0 0 0 3 582e-3 2�,. 1.� .� , N .; � a� 0 �� � � ,0. 0 �� � x �0�n0 �35.62e=4 . 3 1 N3 0 0 0 0 0 2.484e-3 Member Section Forces LC Member Label Sec Axial k Shear[ki z Shearfkl Tor ue k-ft v-v Moment...z-z Moment... 1 1 M1 1 0 11.675 0 0 0 0 s' i -i a r.y*� f s s. < �ra+.�.,r$<ro' a 'Y dr a {_ 2; a*,y err,.. .,� „<. ,k '�skz? yr,,.� ��.� Po K. a� :. R �., _x �'- -E ' e' ' ' .� �c,�.�, _ ��..,���2 ., , � 0 -�< � �_ ��31 _ .� 0�*�.� �, ,��y.Q�n�� ���,.�..04.. ,.� ,M...,.26 3 3 0 -3.014 0 0 0 -24.645 '��,g� - - z am.�, �� § :-y § - a ..r ara= u fix'. � -' f-' e ��.v 4w � �_ « `,;, .;�1�. b.�,�,�r, :.4, _..>� �Oy�,��- - �� �8:358:� ,: �,4.�0 �,:� �_....��:0. 0 `� .�..1..903 ,.: 5 5 0 13 702 0 0 0 42.216 6. M2 ;.. f � ( , 2 0 7.901 0 0 0 1.57 s, 9 4 0 2 454 0 0 0 19 538 q-, 0�� Member Section Stresses LC Member Label Sec Axialfksil v ShearNsil z Shearfksil v too Bendin...v bot Bendin...z top Bendin...z bot Bendin... 1 1 M1 1 0 4.154 0 0 0 0 0 ,:w 7,773,0�, 3 3 0 -1.072 0 8.858 -8.858 0 0 4: T. .,,..K _ �0�, * UIP6.84 1 684 0 `0 5 5 0 -4.875 0 -15.173 15.173 0 0 M2; 1u� �:� 04;6f5.3 WE M 73 7 2 0 2.811 0 -.564 .564 0 0 z8 P zzlrl 411 ' .'.r3S��1 9 4 0 -.873 0 7.022 -7.022 0 0 �0 41 ., : Member Section Deflections LC Member Label Sec x in] v linl z finl x Rotate rad n Uv Ratio n Uz Ratio 1 1I M1 1 0 0 0 0 NC NC "" d r , `E' :a - w,g� a:S.vS3 ,cy� w kv,:; ,r �2 '�x,� :�. 0�����.��.�,� .,.�13,8 a, ..,<.. 0.� .� 0 �� �>; 1391.30v 3 3 0 -.163 0 0 1174.861 NC t^ z r=u+^r N'IN, C,,a: 5 5 0 0 0 0 NC NC RISA-3D Version 5.Od [GABetts Pond\Calc\Floor\1st-steel2-2span.r3d] Page 2 006029 Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 4:40 PM Job Number F0205 Steel 2-2 span Checked By: row Member Section Deflections (Continued) AN LC Member Label Sec x in v[inI z in x Rotaterradl (n)Uv Ratio (n)Uz Ratio M2 �4 7 2 0 -.047 0 0 3960.951 NC 9 4 0 -.093 0 0 1994.697 NC ■ Member ASD Steel Code Checks LC Member Shal)a LIC Max Locfftl Shear... Loc[ftl Dir Fa[ksil Ftrksil Fby[ksil Fbz[ksil Cb Cm y Cmz E 1 11 1 M1 I W 1 2X26 .687 16 .244 16 v 9.161 1 30 1 37.5 122.07411.751 .6 1 H 1-3 M.:60: .8&',�Hflj,';IA ■ ■ ■ ■ ■ RISA-3D Version 5.Od [GABetts Pond\Calc\Floor\1st-steel2-2span.r3d] Page 3 ■ ■ � ■ rr ■ ■ ■ ■ � ■ ti � �` � i it LX -5.5k -1.47kift j `•l,�,t /',.;�� 6��, /\jn,; i\I �•,\. \� All r\/ n.r IP A /\, .\....�`..�..r... , :,�I\,•�/V' art/��, ,\'; •ti t;n;.,r J...L.\�\ ',f�i�/ \�'\�r',:_ ti,\: /tir�t'r I, 2 3 i 9.3 6,2 29.4 Loads:BLC T,D+L - Results for LC 1,D+L Reaction units are k and k-ft O KL&A of Colorado Steel Beam 3 -2 span O Rebecca Faverty Sept 26, 2005 at 5:00 PM O' O F0205 1 st-steel3-2 span Ad CsJ O. 00603 � Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 5:00 PM Job Number : F0205 Steel Beam 3 -2 span Checked By: Joint Coordinates and Temperatures Label X rfti Y ft Z ft Ternp[FI Detach From Dia ... 1 N1 0 0 0 0 . -a .z`i" W, '�} a (--� .� ..S��N2. ., .;�.�. �._n�_ �,����14'�8i��.:� ,r. .. 0_ 3 N3 29.8 0 0 0 Joint Boundary Conditions Joint Label X k/in Y Win Z fk/inl X Rot.k-ft/rad Y Rot.k-ft/rad Z Rot.k-ft/rad 1 N1 Fixed Reaction Fixed Fixed Fixed `�. R'eaction .�F�Xea. _„.. Fixedb � FaiXed ° ` � 3 N3 Reaction Fixed Fixed Fixed ■ Hot Rolled Steel Section Sets Label Shape Desi n List Type Material Desi n Rules A[in2l ivy rin4lIzz[in41 J rir4 1 w2 I W12X26 lWideFlangel Beam A572Grade5OI Typical 1 7.65 1 17.3 1 204 1 .3 Hot Rolled Steel Design Parameters �■ Label Sha a Length[... Lb ft ft Lbzz Lcom to ...Lcom bot... K Kzz Cm- Cm-zz Cb y swa z swa 1 M1 w2 14.8 Member Primary Data Label I Joint J Joint K Joint Rotate de Section/Shape Design List Type Material Design Rules 1 M1 N1 N2 w2 Wide Flange Beam A572Grad.. T ical 'c' � .. `'^ :mot" 1 ���2,,�;`�..< �M2r�.y,�,.zp.N2_....� � N3� 4 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area Me...Surface ... 1 D+L None I 1 -1 1 3 s"w. x '� I wu 4 t w ,.None `a ' '' .,7;> .3 r a erg,', Member Distributed Loads (BLC 1 : D+L) Member Label Direction Start Ma nitude k/ft d..End Ma nitude k/ft d... Start Location ft% End Location ft°° 1 M1 Y -1.18 71.18 1 11.8 15 2. d, �NI1. � � .,, Y,.� � ,� 14 �,1.47 � Ot ,` �� , . 3 M2 I Y -1.18 -1.18 1 0 0 Member Point Loads (BLC I : D+L) Member Label Direction Ma nitude k k-ft Location ft 1 M1 Y -5.5 11.8 ■ Load Combinations Descri tion SolvePD...SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor ■ 1 1 1 D+L IYesl I 1 1 1 1 ■ RISA-3D Version 5.Od [GABetts Pond\Calc\Floor\1st-steel3-2span.r3d] Page 1 006032 Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 5:00 PM Job Number : F0205 Steel Beam 3 -2 span Checked By: Y� Load Combination Design Descri tion ASIF CD Service Hot Rolled Cold Formed NDS Wood Concrete 1 D+L Yes Yes Yes Yes Joint Reactions (By Combination) LC Joint Label X[kl Y fkl Z Fk1 MX k-ft MY k-ft MZ k-ft 1 1 N1 NC 9.257 NC NC NC 0 MGM' W4k '. 0: 3 1 N3 0 6.243 NC NC NC 0 4N ,i1. ra.a Totals ... ' f0 " 448.62 .. . t .. 5 1 COG ft : X: 13.833 Y: 0 Z: 0 .■ Joint Deflections LC Joint Label X finl Y finI Z linl X Rotation fradl Y Rotation Fradl Z Rotation Iradl . 1 1 N 1 0 0 0 0 0 -3 349e-3 z.25 �1 �. .1r=,N2 t �..,k0 ,_, , ,k.�< ®,., r, r-�0 .'_ .. .Oa , o 0.w.. � 1.083e:3 .. ■ 3 1 N3 0 0 0 1 0 0 1.666e-3 Member Section Forces LC Member Label Sec Axial k Shear[kl z Shear[kl Tor ue k-ft v-v Moment...z-z Moment... 1 1 M 1 1 0 9.257 0 0 0 0 1a 3 3 0 1 814 0 0 0 27 541 . ` � � 4 O >> �� . .,�� -7.349e� 0 � .. `�..0 ..a.Q` A�x.� • 10.59:1 5 5 0 17 514 0 0 0 42 035 y, e 6. � .51. .��'� >M2, .�„�. ...:�1 .•, ,� : +� �42..035.�.: $02 � �' 0 ,. � 12902 ? _, . 9 4 0 1.72 0 0 0 14 931 Member Section Stresses LC Member Label Sec Axialfksil v Shearfksil z Shearrksil V too Bendin...y bot Bendin...z tOD Bendin...z bot Bendin... ■ 1 1 M 1 1 0 3.294 0 0 0 0 0 T� 8.. zpol6�" FT... 3 3 0 -.645 0 9.899 -9.899 0 0 ■ k m, ,.x a i'- .'. x� '� r,'' � 3 '�' x`7�'r N ,a r { F^ 4:> M.. . ,x ,.x,. 4 0. . =2.61.5. �Q. , 3.8.07 -3 8070 ; .. .0. ... 5 5 0 -6.231 0 -15,108 15.108 0 0 .6 • 1 y' °` :,,M2. .', a.. . . 1. 0 1 , ,421,5, .E'. 015..10'81w5.108 7 2 0 2.606 0 -2.188 2.188 0 0 94,� 0.o .6920����, = 5.366 -5.366�e � � 0� ;�" 0 ■ 1x0�K �� :��.,���x � ;�� a5 �,�..,z �$n0��,�"tax ..2.221J��>� �,i` 0 �;�,. �'� 0�`.:r�.. � 2Q�'�a����:0 ;�`a �.�O�.:i�� Member Section Deflections ■ LC Member Label Sec x[inI v finlz finI x Rotate rad n Uv Ratio n Uz Ratio 1 1 M1 1 0 0 0 0 NC NC 141.3:x006.. .;. e 3 3 0 -.162 0 0 1095.007 NC 5 5 0 0 0 0 NC mw NC ■ RISA-3D Version 5.Od [G:\Betts Pond\Calc\Floor\1st-steel3-2span.r3d] Page 2 —_ i r 006033 Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 5:00 PM Job Number : F0205 Steel Beam 3 -2 span Checked By: Member Section Deflections (Continued) LC Member Label Sec x in in z in x Rotate rad n Uv Ratio n Uz Ratio a '4A 000 NC« �., NC 't 7 211, 0 -.014 0 0 NC NC 00 ,u 13022 068� a ^ NC,b 9 4 0 058 0 0 3128 421 NC -� Member ASD Steel Code Checks LC Member Sha a LIC Max Loc ft Shear... Loc[ftl Dir Fa ksi Ft ksi Fb ksi Fbz ksi Cb Cm Cmz E n . 1 1 M 1 W 12X26 633 14.8 312 14.8 10 707 30 37.5 23.863 1 75 6 85 H 1-3 I i . RISA-3D Version 5.Od [GABetts Pond\Calc\Floor\1 st-steel3-2span.r3d] Page 3 EMMOM ONE MENNNOM MEN ■ ■ MMN ■ 0, 116MM' S y �Lx A 1.8k 1..57kw/ I -1.75Wft --,I !........... v I\v I+\I I \,I 11 44�1 vv', T-1 .93k/ft 15.8 13.1 42.3 Loads:BLC 1,D-L Results for LC 1,D+L Reaction units are k and k-ft KL&A of Colorado Steel Beam 4-2 span Rebecca Faverty Sept 26, 2005 at 4:54 PIVI F0205 1st-stee14-2span.r3d 006035 Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 4:55 PM Job Number F0205 Steel Beam 4-2 span Checked By: Joint Coordinates and Temperatures Label x[ft] Y[ftl Z rfti Terno IFI Detach From Diao... i Nl 0 0 1 0 1 0 0, 0.1 41, 3 N3 30 0 1 0 1 0 Joint Boundary Conditions Joint Label X rk/inl Y[k/inl Z Ik/inl X Rot.[k-ft/radl Y Rot.fk-ft/radl Z Rot.[k-ft/radl 1 Nl Fixed Reaction Fixed Fixed Fixed w. 7 X� F" d iow R "2t R( T, t 3 N3 Reaction Fixed Fixed Fixed Hot Rolled Steel Section Sets Label ShaDe Design List Tvoe Material Desian Rules A fin2l lyy[in4l Izz Fin4l J rin ■ F-1 w2 I W12X30 I Wide Flange I Beam IA572Grade501 Typical 1 8.79 1 20.3 1 238 1 AV7 Hot Rolled Steel Design Parameters Label ShaDe Len gthf... Lbyy[ttl Lbzz[ttl Lcomp to ...Lcomp bot... Kyy Kzz Qrn-yy Cm-zz Qb v sway z sway w2 11 1.33 ■ Fltt�i t 8 1�,I I N2 i' I Member Primary Data Label I Joint J Joint K Joint Rotate de Section/Shape Design List Type Material Desian Rules 1 Ml Nl I N2 42 Wide Flange 1, Beam A572Grad.. Typical Ilej $ M2" rU P'g N,3' Wide Flari9e Beams ,LT da gi j 1". Basic Load Cases BLC Description Cate [y X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me...Surface i D+L None I 1 -1 1 1 1 2 —T —T Member Distributed Loads (BLC 1 : D+L) Member Label Direction Start Magnitude[k/ft.d.. nd Magnitude[k/ft.d... Start Location[ft,%I End Location[ft,%I 1 Ml Y -.93 -.93 0 0 3 M2 Y -1.75 -1.75 1 15 19 Member Point Loads (BLC I : D+L) Member Label Direction Magnitude[k.k-ft] Locationfft,%l M2 -11.8 .4 ■ Load Combinations Description SolvePD...SIR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor I D+L IYes l I I I I I RISA-3D Version 5.Od [GABetts Pond\Calc\Floor\1st-steel4-2span.r3d] Pagel 006036 Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 4:55 PM Job Number : F0205 Steel Beam 4-2 span Checked By: Load Combination Design Descri tion ASIF CD Service Hot Rolled Cold Formed NDS Wood Concrete 1 D+L Yes Yes Yes Yes 4r Joint Reactions (By Combination) LC Joint Label X NI Y[kj Z k MX k-ft MY k-ft MZ k-ft 1 1 N1 NC 15.783 NC NC NC 0 *■ 2' x1tt. i' �N2 �,., , , ,,: . .x® 42.305. NG. ., kNC# NC' ``: Od ` 3 1 N3 0 13.09 NC NC NC 0 ■ 4:; ,��x1 , : „ .. Tdtals .. ,0 ,04, ", ,7.1.177. Q d' a .. , s ,n ,� f 5 1 COG (ft): X: 12.055 Y: 0 Z: 0 ■ Joint Deflections LC Joint Label X in Yin Z linI X Rotation fradl Y Rotation Iradl Z Rotation fradl 1 1 N 1 0 0 1 0 0 1 0 5 418e-4 ` vs- ,2' a1 � �t J IN2 ., 3 1 N3 0 0 1 0 0 1 0 1 6.32e-3 �� Member Section Forces LC Member Label Sec Axialfkl v Shearfkl z Shear[kI Tor ue k-ft v-v Moment...z-z moment[... 1 1 M1 1 0 15.783 0 0 0 0 W -�.k V 3 3 0 7 197 0 0 0 2.938 � 4 a Mi va� 49.83.6: a 0.� WOORM WOM3694 5 5 0 12.476 0 0 0 r 57.038 829,.. . 'f CAN0"* d AO �3 " � , 1 82757 9 1 4 0 4 77 1 0 0 1 0 42 148 10 . E : ~50 1x309. .. 0A Member Section Stresses LC Member Label Sec Axial ksi Shear ksi z Shear[ksil V too Bendin...v bot Bendin...z toD Bendin...z bot Bendin:.. 1 1 M1 1 0 4.919 0 0 0 0 0 -P*"4�<114 A.kIA4 ', r �"0 3 3 0 -2.243 0 -.914 .914 .0 0 s/ , Sc.r •4 .� .0_�5 5 0 -3.889 0 -17.744 17.744 0 _ 0 ■ U 4 .M2 �"T 0 �9 97 ,,�® 7 744 � 17 744, ; & 0 "bov 7 2 0 3.251 0 4.75 -4.75 0 0 $ ,. .M.� �. .. ;3 a ... .:O t 882 7 .O AY .,`'.546 9 4 0 -1.487 0 13.112 -13.112 0 0 u �a+ �. a , x aYy < x .1.0;- �� �.�., ��:� �� �n� � �� 5.f ��;a+�,�0��f, � .,��4a..0.8..�,:�:�� �.0,_ �.. �.�O�xi�,4rt�. .� ,._0=: Member Section Deflections ■ LC Member Label Sec x finl v finlz in x Rotate rad n Uv Ratio n Uz Ratio 1 1 M1 1 0 0 0 0 N/C+ NC WSz 0 .12'L-'EN 3 3 0 .021 0 0 6283.078 NC f w0.. "9 , F3663:627< NC : 5 5 0 0 0 0 NC NC . RISA-3D Version 5.Od [GAl3etts Pond\Cale\Floor\1st-steel4-2span.r3d] Page 2 0060311 Company KL&A of Colorado Sept 26,2005 Designer Rebecca Faverty 4:55 PM Job Number : F0205 Steel Beam 4-2 span Checked By: Member Section Deflections (Continued) LC Member Label Sec x finl Y[in] z FinI x Rotate rad n Uv Ratio n Uz Ratio nt 7 2 0 -.231 0 0 988.573 NC 9 4 0 306 0 0 744.301 NC 0 y *30 NCam,:. UZNC�. Member ASD Steel Code Checks LC Member Sha a UC Max Loc tI hear... Lod ft Dir Fa ksi Ft[ksil Fbyfksl Fbzfksl b my mz E n 1 Ill M 1 I W 12X30 591 11 246 0 y 117.606 1 30 1 37.5 30 1 75 6 .85 H 1-3 _<' M2. "' 12X30d .829 :" 0.'�>f 465.> 0 h 6 634 Y .*``30 _ 37 5 21.413 1.75 .`:6 :.85, Wad II . RISA-3D Version 5.Od [GABetts Pond\Calc\Floor\1st-steel4-2span.r3d] Page 3 ■ �Lx E ■ o ■ NOMENOMM M M v ■ 0 0 0 M 0 i I � 'N 0 'Id 0 so M -1.845k/ft ......._..._..,_.......,................._........_.........._...._._.._........_....__,_....... .__.———_. .__. .._.,..........._...........______._.........,........._...-..T_._...................,....;...�.....................—._r..__....;.......�.._..............._._....,............__._.,........_....T...._...._.I__.r._.I.........i....i....7._ .__ - _ /'\�,'\j;lll�: �%��11•''\i1 I' ! '`::(\6' �.\,:\!' J'V j1 i°\� I, n;i�l%./\ �/\! '�% !`\i I�•I��i !`�,%1'\i: � /'\J�'��,!\L, i' /\,� i �'��` ,i�%`�(\''/°\ '\l�:•:\ii\J/\,i��i\V,! %\ �\��'\.i`;'�':`./1J I/ �1\;J.r i r,i!:;\i1� J � 9.4 9.4 Loads:BLc 1,D+L Results for LC 1,D-L Reaction units are k and k-ft O KL&A of Colorado Steel Beam 5b - 1 span O Rebecca Faverty Sept 26, 2005 at 4:51 PM O F0205 1 st-steel5b-1 span.r3d („�� 006039 Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 4:51 PM Job Number F0205 Steel Beam 5b -1 span Checked By: Joint Coordinates and Temperatures Label x Iff! Y[f tj Z Ifti Temp[FI Detach From Di ... N3 19 0 1 0 1 0 i't" 0 P�NXW Ox 1g 2- Joint Boundary Conditions Joint Label X Fk/in] Y[k/inI Z[k/inI X Rot.[k-ft/radl Y Rot.[k-ft/radl Z Rot.[k-ft/rad -1 N4 Reaction Fixed Fixed Fixed 42' xe Elk6dA06 F:ized�Tea'' Hot Rolled Steel Section Sets Label Shape Desion List Type Material Design Rules Ajin2j lyy[in4l Izz[in4l J rin4l 1 w2 W12X26 I Wide Flange I Beam IA572Grade501 Typical-7-7.65 1 17.3 204 1 .3 Hot Rolled Steel Design Parameters ■ Label Shape Length[... Lbyy[ftl Lbzznt Lcomp to ...Lcompbot.., Kyy , Kzz Cm-yylCm-zzl C'b Ivswavzswav 1 M3 w2 10 2 Member Primary Data Label I Joint J Joint K Joint Rotate de Section/Shape Design List Type Material Desian Rules ■ [-1— M3 N3 T—N4 I w2— I Wide Flange I Beam IA572Grad..[ Typical-j Basic Load Cases ■ BLC DescriDtion Cate-gory X Gravily Y Gravity Z Gravity. Joint Point Distributed Area(Me...Surface I i I D+L None I 1 -1 1 2 Member Distributed Loads (BLC 1 : D+L) Member Label Direction Start Magnit defk/ft.d..End Magnitudefk/ft.d... Start Location fft.%I End Locattion[ft 9 : M3 Y -1.65 1 -1.65 1 0 0 Member Point Loads Member Label Direction Magnitudek U-ft Location[ft,%I No Data to Print ... Load Combinations Description SolvePD...SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 1 D+L IYes l F T1 1 1 1 1 1 Load Combination Design Descriotion ASIF CID Service Hot Rolled Cold Formed NDS Wood Concrete D+L Yes Yes Yes Yes RIS A-3D Version 5.Od [G:\Betts Pond\Calc\Floor\1st-steel5b-1span.r3d] Page 1 006040 _■ Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 4:51 PM ■ Job Number : F0205 Steel Beam 5b -1span Checked By: ■ Joint Reactions (By Combination) LC Joint Label X Fk1 Y[kI Z IkI MX rk-ftl MY fk-ftl MZ k-ft ■ 1 1 N4 0 9.355 NC NC NC 0 .1 .3�5,; . .. 3 1 Totals 0 18.71 0 4 1 .: C.OG:.. ft ._... .;.. X._.24s�y. . ....>Y. O .. ..,_ Z.xO,... . Joint Deflections LC Joint Label X nI Yin Z in X Rotation[radl Y Rotation[radl Z Rotation rad 1 1 N3 0 1 0 1 0 0 1 0 1898e-3 01 ; 111 p 0� s1 .898e-:3 ■ ■ Member Section Forces LC Member Label Sec Axial[kI v Shearrkl z Shear k Tor ue k-ftl v-v Moment[...z-z Moment... 1 1 M3 1 0 9.355 0 0 0 0 O ' 17'541 3agM - 23 388 „ 4C8; 5 5 1 0 -9.355 0 0 0 0 Member Section Stresses LC Member Label Sec Axialfksil v Shear ksi z Shear[ksil V too Bendin...v bot Bendin...z too Bendin...z bot Bendin... ■ 1 1 M3 1 0 3.329 0 0 0 0 0 s', �:' «, €s r �vres C 3X:a i. '3e "•c c ^a y 63 i .1304 F.::;Ei ,0. 0.,.: ■ 3 3 0 0 0 8.406 8 406 0 0 ■ 5 5 0 -3.329 0 0 0 0 0 Member Section Deflections ■ LC Member Label Sec x Finl y finlz[inl x Rotate rad n Uv Ratio n Uz Ratio 1 1 M3 1 0 0 0 0 NC NC A �,0 ■ 3 3 0 -.071 0 0 1686.343 NC ■ 5 5 0 0 0 0 NC NC ■ Member ASD Steel Code Checks ■ LC Member Sha a UC Max Loc ft Shear... Loc[ftl Dir Fafksil Ftfksil Fbyrksil Fbzfksil Cb Q mv Cmz E n 1 I 1 M3 IW12X261 .255 1 5 1 .166 1 0 1 y 119.053130 1 37.5 1 33 1 1 1 .6 1 .85 1 H 1-2 ■ ■ ■ ■ ,■ RISA-31)Version 5.Od [GABetts Pond\Calc\Floor\1st-steel5b-1span.r3d] Page 2 ■ ■ RON NOMEMEMN ■ ■ ■ ■ 0 a , M ■ ■ Id 0 A ■ i i ■ Imo.X 1.15k/ft � jI,[Ijjj:\ % � �% .' �', I'l�; /+;i .i% I;v .LEI i !\I'^,�;`.• : ;'�,I, .r...r'nl.� �•vl�........ ' ,n�I: nI:\I;' j I . % �n /'+;� I\I:�.1 \. P� '�I �.\� � , j: �� % . ,.\ �, /'l.\� /. .�: /v,� . '� �I^.� /� ^!':I\ ��,�% /''1:/+. ��.\;•,�.�• v'.., fv: ' /�:'ivr 2 Loads:81-C 1,D+L Results for LC 1,D+L Reaction units are k and k-It KL&A of Colorado Steel Beam 5a - 1 span Rebecca Faverty Sept 26, 2005 at 4:46 PM F0205 1 st-steel5a-1 span.r3d 4 Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 4:46 PM Job Number : F0205 Steel Beam 5a -1 span Checked By: Joint Coordinates and Temperatures Label ti Y ft Z[Lti Ternp[F1 Detach From Dia ... 1 N1 0 0 0 0 2''. i .wN52 � ' a �s', 10 .,r � .<. �� �.; „ Joint Boundary Conditions Joint Label X Win Y Win Z Win X Rot.k-fUrad Y Rot.rk-ft/radl Z Rot.k-fUrad 1 N1 Fixed I Reaction Fixed Fixed Fixed N2 . . FIX m $ F ix ' pc , Hot Rolled Steel Section Sets Label Sha a Desi n List Type Material Desi n Rules A[in2l Iyy[in4l Izz in4 J in4 1 1 w2 I W 12X26 lWideFlangel Beam JA572Grade501 Typical 1 7.65 1 17.3 204 .3 Hot Rolled Steel Design Parameters Label Shape Len th... Lb ft Lbzz ft Lcomp to ...Lcomp bot... Kyy Kzz CmW Cm-zz Cb y sway z swa 1 M 1 w2 10 1.33 Member Primary Data Label I Joint J Joint K Joint Rotate de Section/Shape Desi n List Type Material Desi n Rules ■ 1 I M1 N1 N2 w2 Wide Flange I Beam A572Grad.4 Typical Basic Load Cases ■ BLC Descri tion Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area Me...Surface ... 1 D+L None -1 1 ■ Member Distributed Loads (BLC 1 : D+L) Member Label Direction Start MacinitudeRMA.End Ma nitude k/ft d... Start Location ft° End Location ft°° . 1 M1 Y -1.15 1 -1.15 0 0 Member Point Loads ■ Member Label Direction Macinitudekk-ftl Location ft% No Data to Print ... Load Combinations • Description SolvePD...SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 11 D+L IYesl I Ti 1 1 Load Combination Design . Descri tion ASIF CD Service Hot Rolled Cold Formed NDS Wood Concrete 1 D+L Yes Yes Yes Yes ■ RISA-3D Version 5.Od [GABetts Pond\Calc\Floor\l st-steel5a-1 span.r3d] Pagel 0OC Company KLBA of Colorado Sept 26, 2 05 O Designer Rebecca Faverty 4:46 PM Job Number : F0205 Steel Beam 5a -1 span Checked By: Joint Reactions (By Combination) LC Joint Label X 1k1 Y IkI Z rk1 MX k-ft MY Ik-ftl MZ k-ft 1 1 N1 NC 5.88 NC NC NC 0 2 1 .N2: _ �.. �. r . NC.0 3 1 Totals 0 1176 0 s ... 5 .*R 3a¢a.Yet d"•u ti i F g3f", { ; +; .s'w a a ups g T:. - � Joint Deflections LC Joint Label X finI Yin Z[inl X Rotation fradl Y Rotation fradl Z Rotation fradl . 1 1 N1 0 0 0 0 0 1193e-3 , ® ( Q .2 '1 , N2 � , I X 3e 3 . ■ Member Section Forces LC Member Label Sec Axiallkl v ShearFkI z ShearrkI Tor ue k-ftl v-v Moment...z-z Moment[... .■ 1 1 M 1 1 0 5.88 0 0 0 0 2 ". . ,�0 Qi , 2:94,. . . 0 5,E . .,0 3 3 0 0 0 0 0 147 044 i, 5 5 0 -5.88 0 0 0 0 Member Section Stresses LC Member Label Sec Axialfksil v Shearfksil z Shearrksil v toD Bendin...v bot Bendin...z too Bendin...z bot Bendin... 1 1 M1 1 0 2.092 0 0 0 0 0 2 � �� 2 0 �u'10.46 K `1"2r0* ,� ,3.963`'A . A ry ;=3.963, . K ,.0 0.. 3 3 0 0 0 5.283 5 283 0 0 n 7 46, .. 5 5 0 -2.092 1 0 0 0 0 0 Member Section Deflections ■ LC Member Label Sec x FinI v[in] z[inI x Rotate rad n Uv Ratio n U'z Ratio 1 1 M1 1 0 0 0 0 NC NC ..,. . . �.. <n :0:3r m ¢ftm% g 0;" .34765 504 'ANC o rs"i. 3 3 0 -.045 0 0 2682.922 NC ■ "0-4 `' °s.. , 4'; ',032 ..ki�W SCtC 5 5 0 0 0 0 NC NC Member ASD Steel Code Checks LC Member Sha a UC Max Loc ft Shear... Loc ft Dir Fa ksi Ft[ksil Fbyrksil Fbzrksil Cb Qmy Cmz E n 1 11 1 MI I W 12X26 .160 5 1 .105 1 0 1YI19..0531 30 1 37.5 1 33 1 1 1 .6 1 .85 1 H 1-2 ■ RISA-3D Version 5.Od [G:\Betts Pond\Calc\Floor\1st-steel5a-1span.r3d] Page 2 m am m m m MA a am a Imo.X 1.2751,111 Ilk I[I["'I" 1"EJ111vil." 'L�I, FA i p 12 12 Loads:BLC 1,D-L Results for LC 1,D+L Reaction units are k and k-ft KL&A of Colorado Steel Beam 7 C=) Rebecca Faverty Sept 26, 2005 at 4:43 PM (M F0205 1 st-steelTr3d 4zh 006040 Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 4:43 PM Job Number : F0205 Steel Beam 7 Checked By: R� Joint Coordinates and Temperatures Label X Ifti Y Ift] Z[Lti Temp F Detach From Dia ... 1 N1 0 0 0 0 Joint Boundary Conditions Joint Label X Win Y Win Z Win X Rot.k-fUrad Y Rot.k-fUrad Z Rot.k-ft/rad 1 N1 Reaction Reaction Reaction Reaction Reaction d _ 2. r A. N7.t .m. -� �`Reactlon : r, Reactlon� .�Readtlon: �.mReactlon�� R'eactloiz*�..��. Hot Rolled Steel Section Sets Label Shape Design List Type Material Desi n Rules A in2 I in4 Izz in4 J in4 1 StairBeam W12X26 I Wide Flange I Beam IA572Grade501 Typical 1 7.65 17.3 204 .3 i Hot Rolled Steel Design Parameters Label .Shape Length[... Lb ft Lbzz ft Lcom to ...Lcom bot... K Kzz Cm- z Cm-zz Cb swa swa 1 M1 StairBeam 1 18.5 1 Member Primary Data hr Label I Joint J Joint K Joint Rotate de Section/Shape Design List Type Material Desi n Rules 1 M1 N1 N2 StairBeam Wide Flange I Beam A572Grad... Tyqpical = Basic Load Cases BLC Description Cateaory X Gravity Y Gravijy Z Gravity Joint Point Distributed Area Me... Surface ... 1 I D+L None I 1 -1 1 Member Distributed Loads (BLC 1 : D+L) ■ Member Label Direction Start Macinitudefk/ft d..End Ma nitude k/ft d... Start Location[ft.%l End Location ft% 1 M1 I Y -1.275 -1.275 0 0 . Member Point Loads Member Label Direction Ma nitude k k-ft Location ft% ■ I No Data to Print ... Load Combinations ■ Description SolvePD...SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 D+L IYesj I 1 1 1 1 . Load Combination Design Descri tion ASIF CD Service Hot Rolled Cold Formed NDS Wood Concrete 1 D+L Yes Yes Yes Yes RISA-31)Version 5.Od [G:\Betts Pond\Calc\Floor\1st-steel7.r3d] Page 1 �O 0 6 0 406 Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 4:43 PM ■ Job Number F0205 Steel Beam 7 Checked By: Joint Reactions (By Combination) LC Joint Label X W Y fkI Z lkI MX[k-ffl MY N-ftl MZ Ik-ftl N1 0 12.035 q 0 0 0 w --5 2*2 'PR, 3 1 Totals: 0 24.069 0 Joint Deflections LC Joint Label X in Yin Z in X Rotation[radl Y Rotation[radl Z Rotation rad] N1 0 0 0 0 0 -8.355e-3 2; Member Section Forces LC Member Label Sec Axial I v Shear l z Shear l Tor auefk-ffl v-v Moment[...z-z Moment... 1 1 M1 1 0 12.035 0 0 0 0 3 3 0 0 0 0 0 -55.66 �24 JEW 1- 5 5 0 -12.035 0 0 0 0 Member Section Stresses • LC Member Label Sec Axialfksil v ShearIksil z Shearrksil V to Bendin..v bot Bendin..z,too Bendin...z bot Bendin... 1 M1 1 0 4.282 0 - 0 0 0 0 3 3 0 0 0 20.005 -20.005 0 0 2 ", I , # 'VII, - -1 �4 --- 4*0�*%WWV�01; ;W�i %,*;, 6140 S' ' 011",�V- 1 5 1 5 0 -4.282 0 0 0 0 0 ■ ■ Member Section Deflections LC Member Label Sec x in v rinI z in x Rotatefradl (n)Uv Ratio (n)Uz Ratio 1 1 1121 11� M1 1 0 0 0 N'C N-C ,�c A 374575 . 3 3 0 --.58 0 0 383.022 NC 6-37:15,75 Aw 0,1P ■ 1 5 5 0 0 . 0 0 NC NC ■ Member ASD Steel Code Checks LC Member Shaoe LIC Max Loc[ftj Shear... Loc[ft] Dir Fa[ksil FtFksiI Fby[ksil Fbz[ksil Cb Cm v Qmz Eon [-1 1 M1 I W12X261 .606 1 9.25 1 .214 1 18.5 1 y 16.852 1 30 37.5 1 33 1 1 1 .6 1 .85 1 H1-2 I ■ ■ ■ ■ RISA-3D Version 5.Od [GABetts Pond\Calc\Floor\l st-steel7.r3d] Page 2 LX -12k -.115k/ft . f � 1 11 �_ � , ' �A n;n ':1 :\: 1AIIAi: i. n:i�.n.l:'. \n;�1,^,b �'I;li /'•, /\i\I;1^ ,, z 5..5 8.5 Loads:SLC 1 Results for LC 1, Reaction units are k and k-ft _ KL&A of Colorado Steel Beam 8 Rebecca Faverty Sept 26, 2005 at 4:41 PM rFO205 1 st-steel&r3d 00604 Company KL&A of Colorado Sept 26, 2005 Designer Rebecca Faverty 4:41 PM ,. Job Number : F0205 Steel Beam 8 Checked By: Joint Coordinates and Temperatures Label X[Lti Y MI Z ft Tern TI Detach From Dia ... 1 N1 1 0 0 0 0 [..�'•. Z e{ San k 2uN024 1hGJ Y1"4 ., s0.' Joint Boundary Conditions Joint Label X k/in Y[k/inl Z k/in X Rot.k-ft/rad Y Rot.k-ft/rad Z Rot.k-ft/rad : 1 N1 Reaction Reaction Reaction Reaction Reaction Hot Rolled Steel Section Sets Label Shape Desi n List Type Material Desi n Rules A Fin2l lvv Fin4lIzz in4 J in4 1 Stair I W12X26 lWideFlangel Beam IA572Grade501 Typical 1 7.65 17.3 1 204 1 .3 Hot Rolled Steel Design Parameters Label Sha a Len th... Lb ft Lbzz ft Lcomp to ...Lcomp bot... Kw Kzz Cm:V Cm-zz Cb y sway z swa 1 M1 I Stair 1 14 1 �. Member Primary Data Lab I I Joint J Joint K Joint Ro to de Section/Shape Design List Type Material Desi n Rules 1 M1 N1 N2 I I I Stair Wide Flange I Beam A572Grad.. Typical Basic Load Cases BLC Description Cate o X Gravity Y Gravity Z Gravity Joint Point Distributed Area Me...Surface ... 1 1 T None I 1 -1 1 1 11 1 Member Distributed Loads (BLC 1 :) Member Label Direction Start Ma nitu a k/ft d End Ma nitude k/ft d... Start Location ft° End Location ft% 1 M 1 Y -.115 1 -.115 1 0 0 Member Point Loads (BLC 1 :) Member Label Direction Ma itude k k-ft Location ft° 1 M1Y -12 8.75 �■ Load Combinations ■ Description SolvePD..SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Yes I I Ti TI ■ Load Combination Design De cri tion ASIF CD Service Hot Rolled Cold Formed NDS Wood Concrete 1 Yes Yes Yes Yes RISA-31)Version 5.Od [G:\Betts Pond\Calc\Floor\1st-steel8.r3d] Page 1 006040 26, Company KL&A of Colorado 41 Sept PM 2005 Designer Rebecca Faverty 4: Job Number : F0205 Steel Beam 8 Checked d By: Joint Reactions (By Combination) LC J int Label X k Y k k MX k-ft MY k-ft MZ k ft 1 1 NI 0 5.487 0 00 0 3 1 Totals: � _ 0 ( _ 13.974 41St{ oa Joint Deflections LC Joint Label Min Yin Z in X Rotation rad Y Rotation rad Z Rotation rad 0 3e O 0 3 3 0 0 1 1r 2� ai � Member Section Forces <� LC Member Label Sec Axial k S e r k z Shear k T e k-ft - Moment...z-z MoOment... 1 1 MI 1 0 5.487 0 0 3 3 0 4.111115111. 0 0 0 34 955 5 _ 5 O -8.487 1 0 I0 0 Member Section Stresses LC Member.Label Sec Axial ksi Shear ksi z Shear ksi to Bendin... bot Bendin...z to Bendin...z bot Bendin... M1 1 0 1.952 O zww�K 0 3 0 1 1yWOU2 563 12 563 0 0 �. , .w T 601�4. 0 MEN 0 0 0 5 Member Section Deflections LC Member Label Sec x in y fin'! in x Rot te rad n U Rati n Uz Ratio 1 1 M1 1 0 0 0 _ 0 NC NC 2 : t 3 3 0 204 0 0 824 503 NC � 4; "t � �:�'��`. . _ �� ' ,� 4 ,.:0 � 1�1'.2 .��`" ®. '� �" �U. <•.1 �����;'b� N 5 . Member ASD Steel Code Checks LC Member Sha a UC Max Lod ft Shear... Loc ft Dir Fa ksi Ft ksi Fb ksi Fbz ksi Cb Cm Cmz E n 1 1 M 1 W 12X26 .464 $.75 .151 14 11.965 30 37.5 33 1 .6 .85 H 1-2 RISA-3D Version 5.Od [G:\Betts Pond\Calc\Floor\1st-steel$.r3d] Page 2 1 005 X ■ ■ ■ ■ ! :�I '� u� ■ ■ ).9 7.8 ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 1. '.fLC,, R"WwAu la Reaclbn WYb ve k m8 k.,l . KL&A of Colorado Steel Beam 9 Rebecca Faverty Sept 26, 2005 at 4:28 PM F0205 1st-steel9x3d 00F'O - Company KL&A of Colorado Sept 25, 2005 Designer Rebecca Faverty 4:34 PM Job Number : F0205 Steel Beam 9 Checked By: Joint Coordinates and Temperatures Label X Ift] Y ft Z ft Tern F Detach From Dia ... 1 N3 19 0 0 0 NO NEW, �N ., . .",. <2� x� :ww ,.gym ®. '� ®°. ®` ` , M 3.§ w ■ _Joint Boundary Conditions Joint Label X Win Y Win Z[k/inI X Rot.k-ft/rad Y Rot.k-ft/rad Z Rot.k-ft/rad 1 N4 �z Reaction Fixed Fixed Fixed � � :.� �N3� ."�z • �, ' 'F�C�r3{*,t+10� s R{e C�tO�rtl. � � �'I a �;� .�1 �d� ���,t��?'. � =�� ,.�.�� .�._� F�!°� Hot Rolled Steel Section Sets Label Shape Design List Type Material Desi n Rules A[in21 Iyy[in41 Izz Fin4l J fin4l 1 w2 I W12X26 lWideFlangel Beam IA572Grade5OI TVDical 1 7.65 17.3 1 204 1 .3 V, Hot Rolled Steel Design Parameters Label Shape Length[... Lb ft Lbzz[ftl LcoMD to ...LcoMD bot... Kvv Kzz Cm- Cm-zz Cb y sway z swa 1 M3 w2 10 2 Member Primary Data Label I Joint J Joint K Joint Rotate de Section/Sha a Desi n List Type Material Desi n Rules 1 M3 I N3 I N4 I I I w2 I Wide Flange I Beam IA572Grad.. T ical Basic Load Cases BLC Description Categgy X Gravily Y Gravily Z Gravity Joint Point Distributed Area Me... Surface ... ■ 1 D+L i None I -1 1 Member Distributed Loads (BLC 1 : D+L) ■ Member Label Direction Sta Ma nitu a k/ft d.End Ma nitude k/ft d... Start Loc tion ft° End Location ft°° 1 M3 I Y -1.5 -1.5 0 0 ■ Load Combinations Description SolvePD .SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor ■ 1 1 D+L IYesj I I I.j 1 Load Combination Design Description ASIF CD Service Hot Rolled Cold Formed NDS Wood Concrete 1 D+L Yes I Yes Yes Yes Joint Reactions • LC Joint Label X fkl Y NI Z IkI MX -ft MY k-ft MZ k-ft No Data to Print... RISA-3D Version 5.Od [GABetts Pond\Calc\Floor\1st-steel9.r3d] Page 4 00605 � Company KL&A of Colorado Sept 26,2005 Designer Rebecca Faverty 4:34 PM Job Number : F0205 Steel Beam 9 Checked By: Joint Deflections LC Joint Label X Firil Yin Z[inI X Rotation Fradl Y Rotation[radl Z Rotation rad No Data to Print ... Member Section Forces LC Member Label Sec Axial k Shearrkl z Shear k Tor ue k-ft y-y Moment[...z-z Moment... No Datato Print ... Member Section Stresses LC Member Label Sec Axialfksil y Shearrksil z Shearrksil y top Bendin...y bot Bendin...z top Bendin...z bot Bendin... No Data to Print ... Member Section Deflections .■ LC Member Label Sec x inl y[inI z finI x Rotate rad n Uy Ratio n Uz Ratio No Data to Print ... Member ASD Steel Code Checks ■ LC Member Shape UQ Max Loc[ftl Shear... Loc ft Dir Fafksil Ftrksil Fb ksi .Fbz[ksil Cb QmY Cmz E n No Data to Print ... RISA-31)Version 5.Od [G:\Betts Pond\Calc\Floorl1st-steel9.r3d] Page 5 V Beam Shear Splice-Shear Tab Connection(Instantaneous Center of Rotation Method) Global Variables Sheet Data Beam-Girder Yield,F = 50 ksi Code: ASD 9th Edition Beam-Girder UIt,F.= � 'ksi Developed by: JCH March 2002 Plate Yield,F -W "M'I ksi Job Title: , *mIB tT 1'6nYd Plate Ultimate,F �_ ksi Job NumberOU FQ20, Weld Metal Strength=i�70 ksi Engineer: j '1L I R. � E Results ld INPUT Welded to Supporting Memer Bolted to Supporting Member Plate we F� Beam Girder thickness size c°p cb. db(in dpl_ d p dba Capacity Failure Capacity Failure gb(in) gp(in) sp(in) n Failure Mode Description Failure Mode Description (ksi) (in) (in). (in) (in) (in) (in) (in) (in) (kips) Mode (kips) Mode Z 1 , 8x15W88t$ 3''/_$ �Y/ 0 0� 3fi41.` 155 `l'72� � 2 12.9 3 Bendin in Plate Net Section 11.4 9 Bolt Shear,ICR ?'I VVkl,0t2WlOI %8 1/4 0 g 0 Y > 5 ,15 3 , ,;I& .3 2 12.9 3 Bendingin Plate Net Section I lA 9 Bolt Shear,ICR g 11 .UNK T 12z2$3_ $ 1(4 tS me am 10-151 ON LAM 3 27.7 3 Bending in Plate Net Section 21.4 9 Bolt Shear,ICR 1 MI.tW,443,2.W fN_-2$4 111 f 0QR WN 0,YURN,WIN ME, ,r. ,m «s 5 12 0-_k 3 27.7 3 Bending in Plate Net Section 21.4 9 Bolt Shear,ICR 21Yyt6X3C'W1� ''$, s1$p �I06�v` 0 1._ �i: 4W147 W 4 37.1 13 Bolt Shear 34.1 9 1 Bolt Shear,ICR 2 J mum mom 1§m m" �alY'4� Q Boh Sheaz 34.1 9 Bolt Shear,ICR 2�lik mxd.4''kW2'Iz 4y r" (8 4`�^d O a' ,,,,,0's ��'�4 ��. 1 ,a ,3 4;4�,��",,2 5, - kj_ �.; ;: 5 46.4 13 Bolt Shear 46.4 13 Bolt Shear s2_l 1V24z55 yW24x5S �3/$ �t 0 ti ,�m MYOK 9 m I m W-4ft- 2 it e j 6 55.7 13 Bolt Shear 55.7 13 Bolt Shear, NOV..OMM ONa "> - 7 64.9 13 Bolt Shear 64.9 13 Bolt Sheaz ;2:13UxQt)LWOMMUMM,11111 /4"{= D 3%dam r2, rl'5 lS 3� _Idy 8 74.2 13 Bolt Shear 74.2 13 Bolt Shear 222:1: �)xI B�Y33 >18 3L8 1J4 AI ,T,I� �� )��a 1{ �j $ 9 83.5 13 Bolt Shear 83.5 13 Bolt Shear ° Y�Y.�6 135�V3dxfi >5 3/S W1 - U* Q 3Y 2 3 10 92.8 13 Bolt Shear 92.8 13 Bolt Shear '1 }V40x14 102.1 13 Bolt Shear 102.1 13 Bolt Shear p 2: ,W44X23 �✓4$x230 M0119212, MRSP1 1i5 ^S ?f 13r 13 120.6 13 BE Shear 120.E 13 Bolt Shear ,^T;M 11 igW,,,1;6x3 �}3/i 14 0 y0 3%ate ''2�' t 5 ! �5� j% ° 31 4 37.1 13 Bolt Shear 34.1 9 Bolt Shear,ICR 0 0 0 �7 ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ or ■- _ Diagram of Shear Tab Connection !b. 3" a � o b .b 2. 9p gb / SUPPORTED MEMBER 96 J 1/2" SUPPORTED MEMBER w SUPPOR77MG MEMBER gp SUPPOR77NG MEMBER WELDED TO SUPPORTING MEMBER BOLTED TO SUPPORTING MEMBER O O ^2 r-. :.1 a. r ARCHITECT: SCHEDULE OF DRAWINGS L. F. GIAMPIETRO ARCHITECT, P. C. T1 TITLE SHEET 220 Main Street TEL 508 540 7400 Al ELEVATIONS z Falmouth, MA 02540 FAX 508 540 0220 A2 ELEVATIONS y ! A3 FIRST FLOOR PLAN STRUCTURAL ENGINEERS: A4, SECOND FLOOR PLAN KL&A, INC. A5 ROOF PLAN z 17 ACADEMY LANE,2ND FLOOR TEL 508 457 6794 A6 BASEMENT FLOOR PLAN o FALMOUTH,MA 02540 FAX 508 457 7094 A7 SECTION H AS SECTION 8 r MECHANICAL ENGINEER: A9 DETAILS, DOOR TYPES & TRUSS TYPES A.R.H. ENGINEERING, INC. S1 GENERAL NOTES 116 STATE ROAD,P.O.BOX 328 TEL 508 888 5461 S2 GEN. NOTES (CONT'D) & LOAD KEYS s`� SAGAMORE BEACH,MA 02562 FAX 508 888 4069 �— -— 93 TYPICAL DETAILS S4 STRUCTURAL SCHEDULES ELECTRICAL ENGINEER VI ® S5 STRUCTURAL SCHEDULES H S6 FOUNDATION PLAN LETENDRE CONSULTANTS s7 FIRST FLOOR FRAMING PLAN 79 NORTH MAIN STREET TEL 508 339 4444 a N S8 SECOND FLOOR FRAMING PLAN U ro MANSFIELD,MA FAX 508 888 4069 S9 ROOF FRAMING PLAN W FRONT ELEVATION rj t N YI q ._ S10 FOUNDATION SECTIONS • f_ m m /� SITE ENGINEER: S11 FRAMING SECTIONSIX m SULLIVAN ENGINEERING, INC. v S12 FRAMING SECTIONS 7 PARKER ROAD-P.O.BOX 659 TEL 508 428-3344 r LL OSTERVILLE,MA 02655 FPO FIRE PROTECTION BASEMENT PLAN Q E t & CRAWL SPACET S PON OFFiCE" BOIL ING Oa WB E T 372 NORTH STREET FP2 FIRE PROTECTION 2nd FLOOR PLAN — m 0H FP3 FIRE PROTECTION ROOF PLAN Q `M DRAWINGS "°A�"`^� �'�901� HYA N N I S MA 0260'I FP4 FIRE PROTECTION SECTION m O PROPERTY OP L F.ATED.EPRO ARCH{TECT.P.C.AND MAY NOT B6 DUPWCATED,SS WR HSD CONSENT F 7 - /- USED WIT CLAM THE EXPRESS WRITTE)i CONSENT OF r lolls P.c1AMP1E1Tm Pl PLUMBING PARTIAL PLANS & DETAILS N al 'F m _ C ABBREVIATIONS SYMBOLS H1 HVAC FOUNDATION PLAN G Q H2 HVAC FIRST FLOOR PLAN CL ran ^ M AR n1CHOR BOLT on. DETAR PT rwT IIAT. MA'TEIaAL ➢ART. ➢ARlrl10N To TOP OP votsRuTIOx Z NORM AARDl1 .rlEfaOR FTEVAnOx -- - - iPAD®imE tlE3x W U0 APJ- A60v6 PDi491i PWOR DU DIAMETER M. )ooTIXa MAx YAm10Y PL PUT* T.O.i. TOP DP►Au. -(/ _ NVl®LT9 IIIDICATE EtEVA'nON H3 HVAC SECOND FLOOR PLAN E W a AM 1COVRSCAL Tali D. DR®99ex Pie. PoaMaAnON l@CR YLCRANTCLL P,•a PLA3TR1f t TRRAD AI TTUImFw @LETTER.efGTE3 ➢ROPSRIY LIN8 lY -^ ALalf LLUYORlY DR DOOR PURR FUAR6D(aiC) niaOL De—caox P,.v PL1aRc TAneIAn TTP. rr ci � 9ERION wDiGTOR_fBriER THE DAARIXa mQOtE THE (d yJ INOD ANONZm Dx wUBLEHUNG c GA9 Mr. INTERIOR PL6a. PLt o -- ----- w TOP NAIJ OP ewCLe wDIGTR9 xuU'Ano"ARE LOGTED - CSH'1'sR Ewe H4 HVAC ROOF PLAN r • AT DR,R OMMPR O.ALY. GLLpAx® n IOMT ➢LVIID PLYNOw pS.P. VRRD'Y w fTeTD THR SPECMIC 9ECnON. THE NUMBER ,, '•�n Ul (� BBYT BATelaOiT DRG(.) DM— GC 0@TEML wNTRACTDR ,.v IAfeTATC P.S. PRE99Uxe TREATED VM paTYl, AND fA1T.R IX THE BOTTOM fiAV CONCiw[E-PLAN OR SECnON V i- �-1 '• sir IRTeR4 Us uP aRDDeTa rouEraw aG clAss/aATwo uv. —ATORr Q.T. aVARRr mE vcr vDm.wWosmoN Tea woIGT®Tee D.C.ox vmef '' H5 SCHEDULES & DETAILS Z L RLE BLOC. Di an,AR_ GB aRADMD L LENGTH REgD REQUIRED Mc A'IITYL WALL COTETmm THE S="APPEARS BWCx-PLAH9 OR SECnONS Q O BIEG BLOC r ELEC HYC C(AL) GYP-BD. GYPsUII BOARD nffR YAxUPAcrURZR RTJ. RnIOURATOR UC RATER CLOSET CONCRE&BLOCx 0 rTl a 4a.a NEi BPOT R�TWN (.i.{ ae BOTTOL EL BuWAT ON RD" HARDBOARD YO. RA90nCTr OPRNBW AEv. 6EVBION9 1 iIDB/ReTH PLANS OR 96CTION9 B.O.i. aOTTOY'Op iA1L CLCv. IaEVATOR WAC gARDROw MAT. WTBIML A =or w/ ilTil 4a?a ETff3rwa SPOT FCEVAnON P Vvem,—E SCALE J /�eY BEAM EVER eAwRGENcr xvu ffEATDTO.vtanwn.Arnm, vAx. vAmlDlf I eoo➢nRAw .�. vrmolrr .ti 4a xer eoNrouRs El ELECTRICAL FIRST FLOOR LIGHTING BID* BunDMa fiG m_ R A R CMDM wa JMsL _CaoccA M. ROOM M..Y. i81nm 1IPC lH:3H —4a Res co COxmUR 9TfPL TAROS SCALE J N LL CPT CARPET E10BT. IDO.TnTG fell. 1URMARE nIRT. YDm1UY R0. ROUGH OPENw° le vmD Csvr CAm=w Pr me, HOT "Biel? Min MoTRTM secs 9ECROX � �,A4eN Y� ® Roocx�� E2 ELECTRICAL FIRST FLOOR POWEA Cx GUIE(wo) L ID(PA _roll. Ru RBOax IIITLL NO RDMsse SCHRP. SCf®U18 CW CERWG EIB PAP03ED wsuL 2imLAT1ON NDY. NOMIXAL SPEC 3PRCMQM s wLUM CO°RDMATES tr ® FORM Lu M E3 ELECTRICAL SECOND FLOOR LIGHTINGCL°S CLem E%T. 3xrQUOR mUMOU R N.T.C. NOT w CONTRACT 3N. STANDARD \'J RE VRERCE GRIDLNE9 -- - 'wL COMM ITR PRRsHRD ar r00Tr N.TS ROT To sea. 9trP saOJNPOId INSUunON-Rtcm CONc. CONCRETE FA FIRE ALARM U.TL fAleA. O.0 ON cavr>aA 9IL STEEL ® ROOM_m E4 ELECTRICAL SECOND FLOOR POWER CMU CO.CRE3R MASONRY UNn r.B.. ➢csMesasu sr oN uY. upATORT 'Ni ovue¢Ao Rosy, susPENDm ® IIbUunON-BAn - — - I� wN3T. CoN31RUCTmN m PBB EETMam9l®t L LE11Crx I opm OPENMa nw rmCE O COOR NU sin COW, COMOTUOUa TL —R(MO) V'R YANUFACINBR :Pm. PAwrBD Ts B T°p-serT°M cr co mol,/wxSaG rO FLOOR PLUORBBCCRT W. tuwx.r°Puma PM PANH. Ts. TOM°°eLCRoovE ImTDov Tree Em EARTH E5 ELECTRICAL BASEMENT PLANS Im CUMFACr CUM E6 ELECTRICAL ROOF PLANS & vA TrPE PANEL SCHEDULES E7 ELECTRICAL LEGEND, SCHEDULES & GENERAL NOTES (See also Project Specifications): RISER DIAGRAMS 4.The General Contractor shall verity all dimensions at the site and shall notify the 16.The General Contractor shall submit to the Architect for review and approval,shop drawings Architect of any discrepancies before proceeding with the Work or purchasing materiels for all manufactured structural elements (is.: steel beams & columns, LVL beams, truss joists, E8 ELECTRICAL SITE PLAN i� 1.The General Conditions state that the Contract Documents are complimentary. or equipment. Verity critical dimensions m the field before fabricating items which must wood roof trusses, steel joists, etc.)In accordance with 780 CMR Section 116.2.2 entitled DRAWING TITLE: fit adjoining construction. "Architect/Engineer 2.Provide the services of a Massachusetts Registered Surveyor h layout structure on site 17.The General Contractor shall notify theArchitect/Engineer of required inspections at least 'and establish existing elevatioae. Elevation of finished Boor shall be established by 5. All details ere typical unless otherwise noted and are not necessarily shown is the SHEET with elevation information provided by Surveyor. Documents.at all locations where they occur. two(2) days in advance. IS-All warranties, guarantees and service maintenance agreements shall commence with �.� 3.The General Contractor is responsible for all the work. 6.The Architectural Documents govern the location of all Electrical and Mechanical items the issuance of the occupancy permit so that the Owner may receive full use of the item A. Build and Install parts of the Work level,plumb, square and in correct position. installed es a part of the Work. for the guarantee or.warranty period DRAWN BY: •,(($f[B. Make Joints tight and neat. If such is Impossible, apply moldings,sealant or other 7. posting items which are not to be removed and are damaged or removed in the course 19. GENERAL WORK TO BE PERFORMED AS PART OF THE GENERAL CONSTRUCTION: joint treatment as directed by Architect. C. Under potentially damp conditions,provide galvanic Insulation between different of the Work shall be repaired and replaced in like new condition without cost A.Seal cracks and openings to make the exterior skin of the building tight to water and. CHECKED BYc leg✓ metal.which are not adjacent on the galvanic scale. 8.Existing surfaces disturbed during the course of the Work shall be reconstructed and air entry, D.Apply protective ltalsh to parts of the Work Detora eonceaBng them. For exempla 1eed to match adjoining surfaces. Patched areas shall be finished in such a manner B.Provide adequate blocking. bracing, Callers, fastenings and other supports to instal 54TE: 10/12/06 to provide visual end structural continuity across the entire affected surface. parts o[ the work securely. Blocking, bracing, nailer,, fastenings end other supports paint door tops,bottoms, glazing stops,glazing rabbets, and hardware cutouts before se hanging doors,and paint corrodible mounting plates before Installing parts Over them. 9. AB voids created or surfaces disturbed resulting from cutting,removal or installation of shall be of a type not subject to deterioration or weakening as the result of REVISIONS: elements as part of the Work shall be filled and finished to match adjoining construction. environmental conditions or aging. E. Where accessories are required In order to install parts of the Work in,usable form dj° I°8 , and to make the Work perform properly,provide such accessories. H special tools 10. Except as provided in the Documents, no structural member or element shall be cut C.Perform cutting and patching for all trades. Patch holes where ducts, conduit, pipes are required to maintain, adjust and repair and other products pass through or are°�'ug removed from existing construction. eq J p products, provide them. without written approval of the Architect. The General Contractor shell coord[nata ell D.Provide theses, furred spec*,, trenches, covers, Pita, foundation. and other 'F.Follow manufacturer's instructions for assemDling. Inate111ng and adjusting products. cutting and shall advise the Architect of any potential conflicts with new or existing construction required In conjunction with the Work. If such eonstructlon Is not Do not Install products in a manner contrary to the manufacturer's instructions structure. 9 unless authorized in writing by the Architect. shown on the Drawings, coordinate with Architect for sizes and placement. G.Adjust and operate ail Items of equipment, leaving them fully reedy for use. it.Demolition work shall only be carried out once all temporary shoring and bracing'is in E.Provide and coordinate access doors and panels as required for access to equipment ' H.The division of the Documents into Architectural, Structural, Electrical,Mechanical, Place. Removal of all temporary supports shall be completed only after new work is secure requiring adjustment. Inspection, maintenance or other access and as required for access PROJECT No. Plumbing and Civil components is not intended as division of the Work by trade or and complete. to spaces not otherwise accessible, such as attics and crawl spaces: 0438 Otherwise. ' 12.All materials, equipment and workmanship shall conform to the requirements of F.Check Drawings and manufacturers'literature for requirements for bases,pads, and SHEET No. I.Provide utility installations from lot line to house including underground electrical, authorities having jurisdiction of the Work. other supporting structures. Provide such structures. Remove supporting structures associated with removed equipment and patch remaining surfaces. —ter, telephone and CATV to comply with all local codes and requirements. Is.All materials and equipment shell comply with the occupational Safet and Health Act, G.As art of one J. Concrete shall have compressive strength of 3000 psi ®28 days for walls andP y p y p year warranty specified in the General Conditions, repair cracks and 4000 psi® 28 days for slab work, and reinforcing rods&woven wire fabric (WTM including all amendments. - other damage which occur u a result of settlement and shrinkage during the first year attar Substantial Completion _ per drawings. Where noted,provide hard steel trowel finish on slabs. 14.AD materials and equipment shall conform to the requirements of authorities having 20 NI work shall conform pl the applleaDle sections of the Massachusetts Slate Building Dentpp nest shall a factory manufactured semi-mastic consistency.from asphalts Jurisdiction regarding not using or Installing asbestos or asbestos-containing materials. Code,Sixth Edition. For residential ) Pa p P and mineral fibers, end Installed oa all walls and looting,. 15 � � projects, particular attention,ball be aid to Chapter T1 Piers for deck.shall be concrete filled SOnotube forms. Paint used on all products and assemblies shall conform to A.N.S.I.266.1, 38- One&Two Family Dwellings, especially Table 3608.2.3 'Fastener Schedule for Structural DO NOT SCALE FROM DRAWINGS Specification for Points and Coalinga Accessible to Children to Minimize Dry Film Toxicity. Members".' . C©NS4WI0>;<'PttbAl�a�.� f I !! �' IIIIIIIIIIIIIIIII (IIIIIIIIIIIIIIIIII , - � lu OI 7mmmommmom-lo MEN — i Iu I II i MEW �I ill■ ,.... IIi' Q I IIIIIIIIIIIIIIIIII �.11, I - ' ! ..L. I .-.i uM1Ul L.�� i wM141 IIII�IIIIII. �. nl � � ,�IIIIIIIIII_IL ;���I�� ! LI ME am Iwo - 01 :IIIIIIUIIIIIIIUIIIII _ in•Il:i ' �1-11■ �7--� l' III i momm � IIIIIIIIIIIIIIIIII, '�"'" 1 IIIIIIIIIIIIIIIIII � (IIIIIIIIIIIIIIIIII � I I��I�:I'� !'::::��I o nl I iilil l' NEW I i BUILDING DING. � � � . MA ® .. IIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIII!. ��li. F ■®■ ®■■■j I j ��ai urn IIIIIIIIIIIIIIIIII I IIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIU ■■■� . I IIIIIIIIIIIIIIIII a No '_ I'__: � ::: ' ." � ' iiiiiiiiiiiilifii � II a II II,� ■ �' ■■ly LOS`lolmool mom I IIIIIIII_I I IIIIIIII U�� ...� II ll , � � IIIIIIIIIIIIIIIIIU 'i � IIIIIIIIIIIIIIIII , . ■ :»=:111 . „ ::: '; II II II II II IIIII III I �, � i ON Kom Hillo i■r, Ali ;���ICI'; Memo ■■ G IIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIII � IIIIIIIIIIIIIIIIII, �������-�� � ! of No No Sol Oil I i SIMON]' ■Ir� ii� IIIIIIIIIIIIIIIIII i IIIIIIIIIIIIIIIIIII ,I I,. D y i.a ji NEWBUILDING ••BETT'S POND OFFICE BUILDING c a , : ijf3 I 1 B 7 I A7 I I 6 w I 80,_a I '-6• 9'-O° 9'-b• - e'-Id S'-10° b'-2 b'-6° �y Z I < Z � •J•'.t r Yr r .s n✓ r••.♦ ::»"nft•"Je: 'y. v r 7. � 6. DH 9769D14 9765 ON 3765014 976 (: DH 765 ON 3765i7H 766DH 9769 pH 3765 DH 47650 ON 3769 DH 3766044 3769 V a S" STUD POCKET 3"STUD P KET S"STUD POCKET I 3'STUD POGKtT I I 9°STUD POCKET 9"STUD POCKET,4 " r e Y m M1 3 ¢ 22'-6I/2 c 25'Ia - I 2z'-6I/2". m s n OFFICE #1 ! N I OFFICE #2 � m I OFFICE #3 _� o` nco n � 1575 S.F 725 .F I 1575 S.F I vN 1 I I I W cc v a •`/ m ! m NN A I U WQ F Q� 0 ao w m O �.; —- - -—- - -—-— - - B � W ______—___—_.__—___ _—_—_ e.. Lo 1 - — I £ < M !. \\O a I-W O r 27'-6° ' /5• i 27'-b• J W /1- E ,U D Q F'rl a , o c11 �. W k { @ 4 O € b O I ILL pq O m , I o _ OI I 9 E I c 1 DRAWINGGiTITLE: r•, � ' PUM FOR FLOOR u b ki> ( DRAWN BY: DH 3765 DH 3765 DH 3 69 _ 9769 I CHECKED BY: S w A DH 3765 DH 3766 DH 3766 DN 3765 ".° 10102105 I REVISIONS: i I i pig i **ALL WINDOW SIZE DESIGNATIONS BASED ON FELLA WINDOW UNLESS I OTHERWISE NOTED (SEE OVAL WINDOWS) PROJECT N. 0438 7'-6° 7'-6• 10'-t� 7'-9' ' 7'-9° 10'-10° 7'-6° 7'-6' 6'-5° SHEET No. 24'-0° 29'-0• �FIRST FLOOR PLAN 4800 S.F A SCALM 114° . r-0". - TOTAL 9984 S.F. . of 7 I I I I I I I 6'_p• 12'-0' 12-0° I j U�YPWx"« .MPWIV?PP`40YIIM14:HitHA!. GAfS(�4t1;A'APo¢'W�.M".*x�`.C.itJT:e,• I \h.H:ri41Y.. }VC'Yv.'. CtTAf.M bY.rt.-' ~ DH 3765 x• PH 3765 3765 a DM 3765 DH 3765 I b <$ ju, $ mm alZ 01 a m qt r (1 a ti 7c f I N Nm $ a o s W° .. I I'-I$14' 10'-B I 7'-6' '-10 314• V m m I 3 I O O 1 m ♦ Q - O Y 4 I o �g -- 0 L R I $-. �Y---- - -- _ _ _T--------------- rn F m n _ , m q 1 v c 71 N 1 U N r W g A ( a I n 0 i N C J r Z W ' £ o Cam— O Q1 U D� g o I V 10'-4 1/4' 6'-6 1/2' S'-9 1/2' -9' I 7'-b' 22'-10 3/4' _.v DN �o 5 m Q � a j -NIA Lp ° Rlr m "' oA FZ w J $ I 1 r� '►I # W W r W N Wo W O W P _ ImJJJ(fffl 1. ' DH 9766 DH 3766 DW 3766 DH 9766 DN 9766 ...y,..'�h+..H».r. .•.•r..,.'..,. as>:.:�.,.,,.e.s - ^-...„w--r: :tz-c:x. ;..,. .e„+•,... ,::.,xra .,.a.:•ve:. °m_.an•n ;e .:, _—_ zr Ln,�— mmr . IP I �D m p . .Z 6-0° 12-0' 12-0' I 12-0' m -�Irr'N D gm NZo I I I o0� Z Dz> ENZ ZNN v o N = 0 > A ') I ` f'I CONSULTANT > L. F. Giampietro , A I A ARCHITECT t� 12 0 Z �E N 220 MAIN STREET TEL:508 540 7400 atuy p z y 1 K �80 _ C FALMOUTH• MASSACHUSETTS 02540 FAX:608 540 0220 ato g p gag Lr NEW BUILDING FOR: ADDRESS BETT'S POND OFFICE BUILDING 0 372 NORTH STREET r6LEpHONENo 00I HYANNIS,MA TUB SIGNATURE _ .. .i , I Alm :II I7.C - b I� ,I,! II III _ � -Ill ► I I � II !IIII .- . it II.IIIIII II II i'! --_ _— -- I I II IIIIII 11 I I!1 III! j II llillllllll I i I IHil III iIIIIIIII 11III, I II I t 'I 1,111;, I — I• I fl I I rl II !I'li III II I I II IIIII III I I II I. II II ill, rI I I IIIII I m$ �i = - g� IIII III 1l; I11 ,I l ,III III N � 1 I I III IIII III , . 1��i., III II ► '! I I � .. I I I l �� � I ► f II I II { A IIII ►I II AR r .I I II � IIII I� 11II II�I�II�ill�ll'iI III I I �F � I I I� 1 I I�III I I li I,II I D I � Li i I�D I I I Illil{ ! I Illlll � , _______ I I p I I I II L-------------- I q,m p t �LI,III D A� 1 III I II !'I ►�I IIII�IIII�l E z I I I D� I IIII i fllill I ! uI,-p{ - ,R I A -_ m° _ I III II IIIII II till A D I I II I I J Dy < o D I I I I !! I I I I o Z � I ! z � I II � D I I I I A X I N D � �� III III I I, ;IIII lI I I .-, m• $al 4 II ( III►, I il[ I [ - - NmD I II I'll l p -mlr� Q 1 �ii I i flI • - I IIIIIIi I I = I I I I I I II III II I I II,I I I { . ... _ .i r II IIIII III II tiIIIiI III ----------I-- !I I I l I' III II r 'V A 1 'i I I ! !I I fl I II II I'II I III �� I III IIII II :IIIIIIIIII ►��II� IIIIIII! I 'll I II II i ii''ll'►IIIII . I I I III = II11► I IIIII ! I I III I �D CONSULTANT - o L. F. Giampietro , A I A ARCHITECT 220 MAIN STREET TEL:508 640 1400 4 o Z " �Q�r�xp]� FALMOUTH. MASSACHUSETTS' 02540 FAX:SOB 640022(0I n ro F K ��J L1r NEW BUILDING FOR: AnoREss . V BETT'S POND OFFICE BUILDING A t '= 372 NORTH STREET TELEPHONENm 00 a K I n HYANNIS,MA ATURE SIGNATURE- i i r----------------------- --------- ------------------------------— —--- -------------——-----------------+ -- I I I � I 1 I I I I I i .I I I 11 I I I I I 1 I I I I I j I I I I A I I I " ZZ i I -u I I I m' I •� i m I 1 Np . I I I I I I I i I I ----------- I .: 1 1 I II II I I : 11 'a ELEVATOR •q PIT -------- --- ---- (A (4-0'BELOW FINISHED FIRST FLOOR) fI ELEVATOR_ ME L------- ROOM F —————- -II1IiIIII ..:.`.`.' .. rIII1IIII FULL D�1_ . AS M NT AREA Z ELECTRICAL/ SPRINK ER y TELEPHONE OO I I iII m OOZROOM V-21/2' W-1 S4' _I IP I Z t I m Np 1 •` I I .. I I '• I I I ;' I I In1-- ------_'—_—_I I------------------i— I I m � I � I � 1 •; 1 I I D I I I •: I r I I -0 I , I y I �. 1 Cl I •, I I .. I. : 1 I : ' I I iI i 1 1 -----------------� :. 1 L ___________________ - —_—__—_____—_ I I I I • I U I �=1 AREAWAY I FOR • 2`� BILf.O'C' � ' . I BULKNEA I ' 60-O i °> ° ° I ' A I A ARCHITECT CONSULTANT A g g L. F. Gia_mpietro , 4g ^ Orn O 220 MAIN STREET TEL:508 540 7400 Z FALMOUTH,MASSACHUSETTS 02540 FAX:508 540 0220 P O K :< Q//D..i _ — UU.582g ADDRESS NEW BUILDING FOR: BETT`S POND OFFICE BUILDING a N I 372 NORTH STREET TELEPHONE No. aD a K k HYANNIS,MA ATu SIGNATURE + i E AREA(S ROOF / (SEE ROOF FRAMING PLAN I 1 m AILeR SLOPE 1/4" ER FOOT I 2x6 N i x4(WORIZ OUS) i FOR SEA 12 r J EERED TRUSS SYS •� v ' 5r- r J (PE NUF4 URE ECIFICATIONS 1 I � 1 ADDITIONAL PLATE WHERE WEADER OVER WI W 1 / FLOOR FRAMING 15 PARALLEL STAIR F E55 R30 INSUL. WEEDER OVER WINDOW / TO EXTERIOR WALLS OPENING(SEE S - (TO RUN BETWE@1 TRUSSES- - OPENING(SEE STRUCTURAL\ , (SEE DETAILS BY ENGINEERS) ® PLANS BY ENGINE b) SEEP t ROOF PLANS) PLANS BY ENGINEERS) \� COMPOSITE RAILING SYSTEM �a OFFICE #5 6 (BY FYPON) Q _ Q 18' IN (B IN RS ... _ SPLIT FIBERGLASS(SQUARE) I- s(BOX PLAIN PANEL -SEE COLUMN BY i ®• ®® _ FOR POST DESIGNATIONS - ` DO OFFICE #2 0 SLAB ON GRADE 00 (SEE STRUCTURAL DRAWINGS) Y LNG(B I ) - z :Y pIO SI_Qn ® 51-Otl v aCRAWL SPACE n I CRAWL SPACE ELEVATOR m z MECHANICAL I CONC.DUST SLAB o 1� ROOM (SPECIFIED BY ENGINEERS) Hl I I I I 1 I I/-�� CONC.PIERS I T �I (SPECIFIED BY ENGINEERS) I I I CONG.SLAB (SPECIFIED BY ENGINEERS) i I i I A SECTION (OFFICE #2 4 #5) Y IAv '•``Y���-•^.` I VENT SHAFT FOR ELEVATOR OVERPRAMe AREA / . i (See ROOF FRAMING PLAN / Q? 0 o 1 4x4(WORIZONTAL- I n F CONTINUOUS)FOR BEAMING m SLOPE 1/4' PER FOOT I \ � I 2x10 RAFTERS(CONVENTIONALLY FRAMED) I GIRDER TRU (SEE ROOF FRAMING PLAN) r TEEL HOIST H M (SEE ROOF L r� FRAMI N) i I (SFP ROOF FRAMING PLAN B r O \\ T.O.PLATE ZxB C Ols ROOF WATCH ACCE598m 1 2,1 VO V L.V. HEADER L______ CONCRETE BLOCK RSO INSUL. \\ ® ___ LS STRAPPING,TYP. _ r n I 2x6 STUDS BOARD BLUE --_--,______ m zW (TWO STORY WEIGHT) PBOARDIHCOAT vp o b OFFICE #5 jTYPIUL SUBFLOCR• T'G PLYWOOD,GWED f FF -----J t NAILED TO FLOOR g F h J a JOISTS./PI.-400 GLUE T.O.PLATE ND F __ _ _ 1�{ LL ELE ATO I I Gs L------ ADDITIONAL PLATE WHERE EE EN PE 5 NG L - FLOOR FRAMING 15 PARALLEL lam SHAFT "$ TO EXTERIOR WALLS L (5EE DETAILS BY ENGINEERS) ®® F______ L�oo v x9 STRAPPING,TYP. p'1 O ER a I B�'FIRECODE BLUE VTYP.INYL EXT.WALL CONSTR., c EN� --- •? c F I BOARD w/61CIMCOAT VINYL CLAPBOARD SIDING p00 ,66v OFFICE #2 PLASTER,TYP. (4'EXPOSURE) TYVEK WOLFS E WRAP, I/2'PLYW'D SHEATHING, -----, 3 TYPICAL SUBFLOORi 2 x 6 STUDS AT 16'O.G., ---- T4G PLYWOOD,GLUED v II'.6'TJI FRAMIN .6'TJI FRAMING t NAILED TO FLOOR B 1/2"FIBERGLASS INSUL.(R-21) (SEE ENGINEERS ------ JOISTS /PL-400 G � I (SEE ENGINEERS DRAWWINGs) T.O. //��1r 1ST FLOOR DRAWINGS) - - -__-__ GLUE WALLS ----_ Lx V RI9 INSULATION RI9 INSULATION BASEMENT Q v CONC.DUET SLAB V (SPECIFIED BY ENGINEERS) __---J i T.O.FOOTING+ I I I SECTION (ELEVATOR SHAFT) i I 8 va"ml'-oF I I I O O O CONSULTANT L. F. Giampietro , A I A ARCHITECT 220 MAIN STREET TEL:508 540 7400 z z m _ - C FAIMOUTH,MASSACHUSETTS 02540 FAX:506 540 0220 NEW BUILDING FOR: Nk" 8 ADDRESS ` BETT'S POND OFFICE BUILDING A - !t � I 372 NORTH STREET TELEPHONE No. in di'A, 1111111 m 00 a I�,1. f! HYANNISe MA ATURE SIGNATURE I I I I ! I I i ! IF SEE 24° GIR SSE5 R TR gES 24' i12 (S ING P.c.). (SE ROOF FRAM G P ) (9 FRA ING P N).i 5r- I T.O.Y PLATE R30 INSUL. R30 INSUL. R90 INSUL. L STRAPPING,TYP. ®® L-ix3 STRAPPING,TYP. ®® _ xS STRAPPING,TYP. 2 5�5°FIRECODE BLUE I 5/5'FIRECO09 BLUE I °FIRF_CODE BLUE Q BOARD W/SKIMCOAT BOARD w/SKIMCOAT BOARD w/SKIMCOAT c PLASTER,o TYP.- OFFICE #t} �a I OFFICE #5 PLASTER'TYP.. I OFFICE #6 PLASTER,rn. Z TYPICAL SUBFLOOR: [TYPICAL SUBFLOOR, I [TYPICAL SUBFLOOR, 'v 3 YI TtG PLYWOOD,GLUED Yi TtG PLYWOOD,GLUED V4 TAG PLYWOOD,GLUED p t NAILED TO FLOOR IDDIt NAILED TO FLOOR 4 NAILED TO FLOOR JJ�� 2ND FLOOR F JOISTS w/FL-400 GLUE I JOISTS W/FL-400 GLUE I JOISTS w/FL-400 GLUE T.O+ B ( ) PLATE 2z NAIL S:IS°L.V.L BEAM 2x4 NAILERS I 9,1B'L.V.L BEAM yyyq (SEE FRAMING PLANS) (SEE FRAMI PLANS) jL STRAPPING,TYP. I xS STRAPPING,TYP. I 3 STRAPPING,TYP. PIRECODE BLUE OFFICE #1 5/S'FIRECODE BLUE 50 FlRecoDI BLUE `0 F BOARD w/SKIMCAAT ( OFFICE #2 PlAS7ER,TYPCOAT BOARD w/SKIMCOAT 2 ; PLASTER,TYP I OFFICE #3 PLASTER, TYP. TYPICAL 9UBFLOOR, I TYPICAL SUBFL.00R: ! 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WALL i V❑-1 F Ri9 INSULATION RI9 INSULATION N m Z STEEL BEAM STEEL BEAM STEEL BEAM Y w O S $ (SEE STRUCTURAL PLANE) STRUCTURAL COLUMNS (SEE STRUCTURAL PLANS) I STRUCTURAL COLUMNS (SEE STRUCTURAL PLANS) 4 F fF o (SEE ENGINEERS DRAWINGS) (SEE ENGINEERS DRAWINGS) 0 I I III I I III I I I I 1 1 I I I I I I I I III1 I I II'II I I r---1-1---� r---L+1--- L-1--- UL-- 1-L--- T.o.� -1 r--- -1 r--- -1 FOOTING I I I I I I IL 1 I I L--_______J L-___+____J L_-----___J L_---�.--__J L_-__-____J B0'-0, I I I I A SECTION (CORE) i Q -�` CRICKET(SEE ROOF PLAN- - i FOR LOCATION 4 FITCW) I OVERFRAME AREA / \ OVERFRAME AREA i (SEE ROOF FRAMING PLAN 1 (SEE ROOF FRAMING PLAN) i \ o / SLOPE I/4° PER FOOT 2x6 NAILER I - �4(WORIZ WS) 12 EERED TiUSS 6Y5T 5�— (PE UFAC ECIFICATIONS I `\ 1 ADDITIONAL PLATE WHERE • FLOOR FRAMING IS PARALLEL R50 INSUL. R90 INSUL. / TO EXTERIOR WALLS xS STRAPPING, TYP. (BE DETAILS BY ENGINEERS) 5/S°PIRECODE BLUE BOARD w/SKIMCOAT I Q • PLASTER'TYP. 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Giampietro , A I A ARCHITECT CONSULTANT � F YYF z p P QQ 220 MAIN STREET TEL:SOB 540 7400 ` 4 A z n O y O m ® _ C FALMOUTH,MASSACHUSETTS 02640 FAX:508 540 0220 A• - ° m L &a, Inc. R { o NEW RETAIL.BUILDING FOR: en`Md..Engineers � BETTIS POND OFFICE BUILDING �a moo°° o H o o FM c(508 c o 0 0 0 � I 372 NORTH STREET FAK(808)457 109Y ut vt N N a HYANNIS,MA SIGNATURE WdN CO In>YeM.01 FabooeJ,w SIGNATURE MIN. (2)15 TOP&BOT CONT a c zZ e REMOVE£Af.F sHFll �Y I4 0 12'HK FA END EXIENO DWIS TO MATCH O END OF SPLICE HORZ REINF }�CUSS B 7YP. IF LEAST;T.A UNA HEI CORNER!AP BAR JET" 2r BLOCKING,AUCN/DTC IF BLOCK TFD TO MA7CH HOR/Z.RE7NFTTOPAND BO7REINF Bd012'f1EID SHEAININC NAll1NC(MIN.EDS e R NREO a ° ' SSffid - VER7.R£lNF. 2-IW TOE NAILS < a SA �'-�� NOTE ALL CORNERS SHOULD HOP BOND REAM c p N9 S/MPSON DTC NAVE JOINT REINFORCEMENT REINFORCEMENT �E�OR A7 IVAK.4 it C/C ®16'o.c.PER TYP.JOINT _ FTC LEAVE 1/4'GAP REINFORCEMENT GETAU. " -zl l l L=3D MAX. ROOF TRUSS BOND BEAM BLOCK MAX II' fULL NETGHT WALL JYP I1EINf SPAN G PARALLEL ro,FRaMINc SEE Pw+ RIGHT ANGLE AND OBTUSE ANGLE CORNERS sHEATTd"c 8dO12'FIETD RIGHT ANGLE AND A. STEPPED CONTINUOUS WALL ACUTE ANGLE CORNERS NMUNG(MIN.) ACUTE ANGLE CORNERS MIN. L>'fD MAX. 7771 •• N LAP R4R TOP AN11 D B R lF OTT.DIRECTION EVERY TO MAATCH HORIZ.REBTF. MILK SPAN (2)g5)OP&BUT COLA •° ° ✓ OTHER BOND BEVM B4®12•HK EA END EXTEND TO ETD OF SPLICE o O SIMPSON DTC 2 3B U o N AT 6WTL 4 fi.C/C :., ':' STANDARD HOOK LEAVE 1/4"GAP W p p FULL HL7CHT WALL _ VERT.REBff. , A Al > OWLS TO MATCH 's' P£RPENDICUfAR T�0 FF MING o e HORZ RETNf •. — m m /F"''�1 BOND BEAM BLOCK o 0 REMOVE F/�CE'SNELf. e .° e INTERSECTIONS U x 10 Tv . Non-Load Bearin Partition "'` '/2°"°"EE'Q'T M ,C°KENT -_ - FIG L=30 MAX. H LL a+ =III—_ E t 1Pa11 at Floor Pack (Top) Iyp PLAN -u "" 5�" T ical Concrete Corners Q � INTERSECTIONS SEE PL1N WALL �rt LAy�3 SCALE: N.T.S. To D=aecn.ai lm.qy=L SCALE; No Scob - V^ W 8 T ical CMU Corner Reinf. B. STEPPED INTERSECTING WALL Q p W _ qr` E, SCALE: No Scoe - j9xr-o'DOWELS Fv-i (n 2i NON-LOAD FOUNm1TTON WALL 024'OG o by BEARING WALL MET FUMED 1' _ m T.+.0 tt.Ly9 (SEE ARCH.DWGS.) 2.NON-LOAD BEARING WALL 4'-0'MIN. 'T� J I. hrT�l �j BOTTOM IL BOTTOM R. i (SEE ARCH.OWOi) I y 0 ~ O O W /yam SIMPSON A34 L m TF] M 0 76BLOCKING CUPS I 0 BLOCKING NAILS I— —1--r — S 7 N W 0 CONSTRUCTION JOINT •a F W M ' — TOOLED CONTROL JOINT r W U, W O ` ••.. _ NOTE USE TOOLED JOINT AFTER t III z/h1"f. OPEN-WEB JOIST 1 (SEE FRAMING PLAN) ti —_I I -JIf FINREQ 75EfTNG-SEE ARCH£OR N S _Vl ICI ,_J• riz," mix SOLD BLOCKING I .' ®24"O.C. I—L�-1 — C00 w JOMA- ' <O —HT — FIG REINF.-Sff JOIST PERPENDICULAR TO WALL JOIST PARALLEL TO WALL PLATS AND DETAILS J a a DOwas-sEE PINS NOTE CONTRACTOR MAY EDIRECT E BLOCKING AND DETAILS TYPICAL&D.C.CONTROL JOINT BY DOUBLING-UP JOISTS DIRECTLY BELOW WALL m Nor EXCEED JOIST SPACING SHOWN ON PLAN PROC. ALTERNATE STEPPED FIG CONN'�� �CAN REPLACE CE C/GTROLTt WAY IRIS.ALIGN AS�c VERTICAL PENETRATIONS(STL COLS). BEARING w� 7 Not Used (SEE ARCH.DINGS.) BOTTOM sCAIE: No Scab Q 2x NON-LOAD BEARING WALL ` , / - — BOTTOM I (SEE ARCH DWCS) `� ical Ste 5 T yp Aped Foundation 2 Typical Control joints -�J- 2-16d MAILS SCALE: No scale - - O BLOCKING 3-16d NABS I 2-16d NABS SCJdE: No scole EACH SIDE 0 BLOCKING AOD f//I OF RALLEL PA f IN1t7tkUPlEO BARS AT ACH SIDE OF OPINING 2-/5 x 9-0'(WAILS)) BIA NOT ILSS THAN T-y45 x 4-0'(SLABS) DRAWINO TrrLE 2-g5(1 EF.)1N WAl1 D14GOAPI BARS AT i &h (2 TOP 8 EACH � u STAB HI GRADE,SEE PUN FLOOR 1-J01515 2 BO.)W'-LABS FOR THICKNESS AND RQNF. '17 'IF, t VAPOR&WRIER SEE ARCHD����,(sEE FRAMING PL N) REGLET REj%Ml 22'R MULA770M WHERE OCCURS,WALL REINF WALL.NOT EXPOSED , �o 4'MIN COMPACTED SANDDRAWN BY:FLOOR hWl'-ISHOOK INTERRUPTED n I_T�� H —I(SEE I7aMwc ) SOLID BLOCKING BAPS(W SARS ONLY INTERIOR S.O.G. S N HLY�ACT DISTURBED JOIST PERPENDICULAR TOWALL JOIST PARALLEL TO WALL 0 24'O.C. a CHEcxeD BY: n 9'SLAB W &6-W1.9xWI4 DATE: 1F EJ�OSED OR ppJ O 6 O.G U WAYFO/05/05 NOTE CONTRACTOR MAY EIIRRMTE BELOW W WHERE NOi POSSIBLE .J� WHE}I ARCHITECTURAL REVISIONS: BY WUBi11TC-UP JOISTS DIRECTLY BELOW WALL. TD MAINTAIN 36 OW .1/4' CONTUIUOUS OVER DO HOT EXCEED JOIST SPACING SHOWN ON PUN. PAST OPENING HOOK TOP OF With •O'o •�O.y a 9'M1M COMPACTED SAND REINFORCINGa ;'Pli 1 1 I THOROUGHLY COMPACT D157MED f 00% CD's 10/05/05 �n1Type Non—Load Bearing Partition EXTERIOR S.O.G. SOIL UNDER SUB FouncL Constr. 07/20/05 cordNwHon 07ZI3105 Pall at Floor Pack (Bottom) �� Typical Pall joint �1 Typ' Typical Concrete Openings lcal Slab on Grade PROJECT No. SCALE: N.T.S. T,s o -a�w� v `Y � Lt SCALE F0205 SCALE: No Scale - SCALE: No Scale - E No Scale - SHEET No. TYPICAL OETAIL SHEET NOTES THESE DRAWINGS WITH ARE TO BE USED IN I. Typical details drown on this sheet o not be re/dppl /Tom ony other drowirTgs on The project 'D@pRAWNOBPAWTOFACgRETEDDITDRR&8Ef.TEFEB CONJUNCTION VITH THE ARCHITECTURAL R is the rnntroctor's respons7Nlity ro understond and apply fypicol details where and os app£rcabfe ItigWTONFBITANgTOT/BDMNNOpiDn61t11EE7a IETSTTo CRAVINGS [IN THE PROJECT TD CLEARLY m,m+� on Na project h Treaded FOR CONSTRUCTION � �� �T � S3 DEFINE ALL ELF THE REQUIREMENTS FOR THE ^ � 2. Typirnl detoda shown on this sheet MAY be rekrerrced on plmu ro cfari/y or TdeMdy o porticularcondition OOFURCCIKNg1T®DCRFE DONT0DOTAM-OFMIrA COMPLETENDMORN• O{12 CONSTRUCTION. WHERE CONFLICTS UCCUR m®� 3. Oe}od designations('.e.S/SILX)shown are Ear conveWme in crommunirnLion between the wnhoctor BEE V— CONTACT ARCHITECT FOR CLARTFICATIDN .ne.no.a.� •��+w omm and engineer. rocrram Ozom nu,Aa. rfneony Opm Api '�ZZ'1DZm _ aVyliEcr�i --�icr'cZ°nm n�HyA e pngyr 2q T9 n=x1^xy ymmyyA pAmprxi r' . m AmO,L.,Dp �pA�nm a limy=m A�mpyp tS,Z �a Hmy p C3 ?:2Ay S m a�ar al�s�dgs �� 3 4N •. T '� O OI r O IO O4--------IO 3 - ----------r--- Q O .. �°• i � I a ;C�N �r y N 8 G y vy ?a H ^e OI O lO Oi O iO El I` 1 i I I I I I• CD 37 3 9 I m F----- -- t - +--- ------1--- OI O IGG1 O O T IOmC $- g�1, bo .pg s a aaaaSY�i''�0!y�TD 3yti, Iyog a P y L. j -j zl� 10 r M Q a o•Y b o b b� �a� ---� m=r=-=-� -m o� a EgK� .. n�Cuommm m; SO Q Rai ��i F� aiB Pi g��9i rri ^., r�± oo O U run O tl�S o ^ s z 80 mL—u o pa z Hm �Na CF+ A 4 N O Np 9 V r d yw(a c� 5. y m i 2. m o ° ° o n • a - ^I g � Ta ;NI/1 n P OS V , j o A O q ; - z �0 3'• 3• opa R S 3e ; v_ i o $ °R S a• �: m .-� �-i is Z w a y � " $ 1 P � a > R R m z�� �F� - Z �'a rz �� ago 3'S• � � � � e, 8 A 9 'c55 n� - �i et 9 z o = - c� $z I N< g _ n ; $ ¢ ae NtinEo av° pp r Fm V2V21I 9�ym °� 77O o � V o sE� L. F. Gi'ampietro , A I A ARCHITECT CONSULTANT n b Z �^ �C�11 Y 220 MAIN STREET TEL:608 540 7400 [tl FALMOUTH,MASSACHVSETTS 02540 FAX:508 640 0220 0 0 " m ` — -�F KL&A. Inc. NEW RETAIL BUILDING FOR: seaa 6u wo:I,.o a ao..oe%S� laora llfn° N o ' BETT'S POND OFFICE BUILDING °4a°°°� °°a= ^. v°ImwN,u+ais.0 N° 372 NORTH STREET ft.`�°°soe)s)`43�°'°` O ( 7094 " VI H q in H SIGNATURE M gv HY'ANNIS,MA wmm CO L."COvmhow.w SIGNATURE 1 i SUPPORT 5'CHEDIRF L c 'e F z BASE PLATE SCHEDULE SIMPSON FASTNERS ALLOWABLE LOADS y BASE PLATE - ANCHOR BOLTS • .MARK WNCER HEIDER JOIST FIOOR(kips)SNOW(bhs -rkxpsj RD94RKS MARK TYPE DIM L DIM w THICKNESS NUMEIER SIZE MIN EMBED1 3 B1 A 12" 17 3 4 4 J 40 9" H1 R173512 (10)tOd (2)IOdxi%I' 0.9 1.1 0.25 - 92 A 12 IY 3 4" 4 3 40 9' 1 V e BJ B 10' 6" 1 Y 4 1 20 NIA H2 HU9 (18) 100 (6)iOdrl/T I.8 21 0.7 B4 IT /0' 6' J 4' 4 1 10 NIA O HHUS4/0 (JO) IOd (70) IOd 4.6 52 2.5 - •n r. B5 C 12" b' 3 4' 4 1 20 NIA k., B 3� x9 HGU5725/14 (66) 10d (22)10d 9.4 9.4 4.5 "�Np7 n 8 Hs LUS25 (4)10d (4)Tod 0.75 0.8 .0.8 H6 MU28 (10)Tod (5)1061 08 1.0 Ox Slope per Arrh. OLUS210 (8)10d (4)10d ).0 - 1.2. 0.7 "S - H8 HU212-3 (22)16d (10)10d 25 29 iJ ALL BASER MATERIAL IS Am sm,UHO, O LLIS210-2 (8)16d (6)16d 1.4 1.6 1.4 - BOLT HOLE SIZES ALLOW 1I1 NOFISHROIK GROUP BELOW ALL IR WJ.56/T7.8 (7)16d (6)1061%? 4./ 4.1 0.7 Top Flange Monger FOR BOLTS 3/4-TO i:.,._5/16-OVERSIZE .BASE RATE'S BfARLNG ON CONCRETE X x HGLM.511 (18)16d (6)16d 6.6 6.6 1.6 Top Flange Hanger o0 �I y 4 71 TI V VN w0 r� W 00 V t-L-1 3 C I a 1.Hangers exposed to P.T.hxnber sha8 be Z-max coated or stainless sled. Z-ma,coating shop confe m to Smpson Spedrwations 2- J/Typ16 1 7 2• v of !-LL TYPE A TYPE B TYPE L W rTt Q 2 Han er Schedule _ Q o 1v��1�y SCALE: N.T.S noam Base .Plate Schedule - boa SCALE: N.T.S. � I• � W OI-� ` D Z (D _ U fl.I-m '3 O M WW wa PA IOS VI Z~ STEEL COLUMN SCHEDULE Q=O L LL TEXT SIZE LOT(UW) ,gym COMMENTS J N LL TOP PLATE SL7IfDUtE RONF.EA WAY DESIGN LOAD a'+Q &LSE PLATE BOLTS GS ' MARK TYPE DW L WM W THICKNESS NUMBER SIZE COMMFN MARIT CI C2 -C3 C4 C5 C6 C7 fi 2-0•W/Df 3-$4,CONT. 4.4K/F7 CONT.FIG Tl A 17" 6" i T . 4 1/L"o BOL75 x 12'INK TT A 10" 5' i 1" 2 1 Yd BOLTS F2 2•-6'x2•-6i12' 4-14,EW. 14K TJ B 10' S' i Y 2 1 20 BOLTS SEf 14 SIt FOR ATTACHED KNIFE R T4 C 10' S" 1 T" 2 1 YO BOL75 SEf 15 St/iDR ATTACHED KNIFE R F3 3•-6 id'-6512" 4-14,ETV. 27K TOP PLATE n TT T3 T4 T3 F4 4'-0')14•-D7F-O 5-14,Ew 35k- F5 4'61.4-61x12' 5-$4,E.W. 44.5K -- �+- 1.ALL TOP R MA7ERAL IS AJ6 STEEL U.". TaI' 2.REFER TO DETAILS CUT ON PLAN FOR CAP PLATE ORIENTATIOR,L0CA77ON WITH RESPECT TO kn F6 6'-O'x6•-0'x14" 6-$4 EW. 79k FLOOR PACK AND ANY ADDITIONAL ATTACHED PLATES COLUMN _ -- F7 SEE PLAN $4 0 12"D.C.EW. N/A Elerotor F ting x 12'INK DRAWD�VnG�71TLE: BASF PL47E Bt B2 BJ 64 95 FF1 Y-0, 3-$4,CONT. 4.4K/FT CONT.FIG x fthaduln I'-6'WIDE 3-$4,CONT. 3K/fT CONT.FTG x SEE 845E PUDE S BASE PLAIF SEE BASE PLATE-SEE D PLATE SEE BILE PLATE 12'7NK L L KNIFE PLATE L KNIFE PLATE ANCHOR W17S SCHEDULE 9CSCHEDULES'CHfOULF SCHEDULE KE SCHEDULE DRAVVI.1 BY: FOOTING N01FS o e _ 161000LUMN BEARS 0 COLUMN BEARS Of 1. FOOTWGS SWdL BEAR ON X4MT UNDISTURBED SOIL CHECKED BY: a -•_ •�_ _ 3 -_-�_� _ - � 18"d SONOIUBF, 1410 SONOTUBE � Z iD01WlS FL4VE BEEN DESIGNED FOR A BFARA�G PRESSURE OF ZZ KSF.7M5 DATE: fO/0S/OS ® AEWKS IS BASED ON THE 20 KSF FROM TABLE 1804.3 IN MASS BLDG CODE 780 CMR, RERff.W/ REINF.W/ THEN INCREASED PER NOTE 7 OF TABLE 1BD4.3 6-6 VERf. iDP OF FDO78FG(i/FIC)TA710NS ARE SIHOWN ON THE PLANS FOR BIDDING REVISIONS: JIt6 TYPE A 1 71P J/18 J//6 COLUMN NOIFS: BYRSUUABRRY OF BEARWG 1A47ERRALNS ARE Sl B ELT 70 ADJUSTMENT AS REQUIRED 4. BOTTOM OF EXTERIOR FOOIM SIMU BEAR A MW OF 4•-0"BELOW FINAL TYPE B TYPE C 1. SEE 4/S5 FOR COLUMN BASE PLATE SCHEDULE ,+ GRADE FOR FROST PR0TECIM UNLESS OIHEWSE N07ED. _ 2 SEE 5/S5 FOR COLUMN TOP PLATE SCHEDULE S ISOLATED FOOTING ARE CEMFRED UNDER COLUMN 100X CD's 10105105 1 SEE PLAN FOR ALL WOOD COLUMN SIZES, 6 SEE FOUNDVON PLANS FOR PLACEMENT OF FOOTING RELATIVE TO FOUNDATION WALL Constr. 07/,90/06 oordiw,"m 07/13/05 x Cap Plate Schedule �� n Schedule l Coum Foong Scheduletat, PROJECT N. Fo2oS J �' ti Shdl SCALE: RTS. SCALE: k7S � SCALE: NS.S SHE No. THESE DRAWINGS ARE TO BE USED IN 1HBOTA51H0BPAftT OF CO1lFlNE BIIF111C11►NLFgT TIK3E6 �� CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS ON THE PROJECT TO CLEARLY e FOR CONSTRUCTION "�"AIMPEWANNOT01M R"'"''°ONOMEGHEEIB I�Lro DEFINE ALL lS THE REQUIREMENTS FOR THE CONSTRUCTION. WHERE CONFLICTS OCCUR m OfFOROOAHETE116ETURT.DONOTDDTMKEOFF% OA CONTACT ARCHITECT FOR CLARIFICATION. ......ns..<eaom O0T8OWMNCNIMWM7CLUEWHHMACMWLE7EBDUCRRAI of 12 [ony.lgnt®IN9 x[lA A,c. >• SEE C3 M(�"'I li z g ac�cAWm ~r,D NSA C b >s a••F oa ;� e 11 PER ti_tGYZ1 I II f� ..y b yiA�Zm rl H ���mDmDo 'ZAHn� H ���11�ma�r' ---_____________________________ __________ ______________ �—__--_---I ..I•^-1 Hl7Am r----- ny,,,,,,�" I I L I lip I ���f�60�� I � � I4'-7• I4'-5• �a i I r g I I I I I I I t o I L_+ �� p�Q 1 g? �' a`• � � I 91-5 I� Ima 61I I 5 5 o I ,• I yb \ b I II b 19 1 I — Z'q i b0 N+ r— n� �• I b I �1 NV N � I ON ay 1 I I I I N I I I I 1 1 f•-- ca L-------' I I I b N O I x1 1 I \ b Off! Ij 1 I O N __—a jb I I i -410-7 I 1 P Iyyc-- Q ,�. moab I y .ate \_ I I �+$_ b' � a n® I• c•°�p I ��R`.NN � H b �? r P c I 10,$ i N• b c f� � � V � I 3 11 L---------- ----�-- 1� j -------- --------- ------ I I 5'-7- l5'-ro I/2' _m om I b' a Z I 9 e a i I e b�• :° I I O I• �O 1•� 1 I E� 14-7• 14-9' ? 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Conn. at Floor Pack SCALE: I'-1'-0' v b b 1�L Not Used SCALE: ,•=i'-0' 'mmmmz JOIST SEE PUN U W QSIMPSON 8'CMU WALL SEE SEE PLANT'U`GM ~LL 1 2.BRC WALL PLAN FOR RETNF RASH BEHIND DRYWALL SEE PLAN SEE PUN I GFN NOTES FOR NARING`E LEDGER y cL _ _ LVL BEAM•SEE PLAN FOR SCREWS _ OPEN �J NAN BLOC!BTWN JOISTS Jr GEN NOTES rOR �'DEPTH JOIS BLOCKLVL Ledger at CMU Wall S GEN NODES f0R FULL JOISTS OVER I SEf PLNi Q o SEE PLAN NAILING INIERMEWTE SUPPORTS v T.O.PLYWOOD OPEN-WEB J067S b v T.D.mtig PWD TJI J015I,5£E PUW I SCALE: 1'=1'-0' N]DSOIOtA LVL BEAM, 4 SEE PLAN SEE PLAN o" 1�1riA ,6 x/0'KNIFE R. Zx PLAT[SEE WENT W ''- W/(2)-%0 BOLTS FOR ATTACNEMFM I 4'1 2' _ F 41 E.•1 J Typ. '4'SDFFENER R STE PNN (5}i6d MAILS PER Framin Section O W H.�hO+i p OBL TOP PU1E _ �6 - \ T.0.WF BEAM STUD 84Y - ` w Q�J� J /6 ® 2x6 SHEAR WALL, mtaaoxt [••t �-i Zx BRG WALL. 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SEE PLAN c% roRNAN T.O.PWD a o }rr IS COL SEE PLAN T.a STEEL V_ 22 /f6 TV , TJI JOIST,SEE PLAID TRIPLE&TOP PLATE d a W 14 Steel Column Connection w/ I (APACOY 2A Zx PLATE BOLTED TO TJI OPEN-EVER JOISTS WF BEAM,SEE 4/S11 SEE PLAN LVL Beam Conn. 10 Steel Beam Splice over FOR SIZE'&SPACING WF B&w,SEE PLAN 1x6 SHEAR WALL, SCALE ' ` -° Steel Column SEE PM 3 SCALE: I'=I'-0' n zmmmxmo is GDI SEE NAN `°` 2 is COL SEE PLAN �1 Wood Joists Bre on Steel Beam fiR1 IEPIH LILOLX J at Shear 1Pall Above 2 Fram1II Section r.('PWD SHEATHING.SEE F. � j'PWD SHEATHING SEE EA S/0E OF COL COI NOTES FOR HARING CEN NOIFS FOR HATING SEE PLAN SCALE: 1'=i'-(Y rvemamaiey SCALE. • v TO.PLYWOOD IS COL SEE PLAN R4SWU PLATE SEE SEE PLAN COLUMN SCHEDULE I 0 T.O.PLYWOOD TJl JOIST,SEE PLAN DRAWIN2G TTILpE BASE Q SEE COLUMN 2r PLATE SEE 41S11 IrP(4)Oliong TJI JOIST,SEE PUN /18 I SCHEDULELA, FOR ATTACHEMENI 4• I/2' 'cello s SEE PLAN RILL DEPTH BLOCK ''14'PWD SHEATHING SEE EA SIDE OF COL 0 Q WF ' v OE WF BEAN �' R SUN CFNE1Lll NOTES FOR NANNC T0.WF BEAM 2,PLATE SEE 4/SI1 ' t/1' 7' � C © „— %'PWD SHEAlNNG SEE PUW DRAWN BY; FUR ATTAClEMENT ��FSA°DE'�COL WF BEAN,SEE PUN �6 r ® JP'L4N FOR N49JNG CHECKED BY: " ® \ T.O.PWD DATE 10105106 SOLID SCHEDULE WF BEAM,SEE PLAN 1 1/2- t CAP R,SEF COLUMN I r2 2 ^WF BEN{SEE PUN Bl'YNB`J06I� REVISIONS: • WF BEAN.SEE PVAN T 12 7r J/r 6 i 9'R w/ 16 IS COL SEE PLAN CAP PLATE,SEE BOLTS DEL 7°P PLATE COLUMN SCHEDULE I fOoz CV. fo/os/os 2.6 SHEAR WALL Fmsnd Co tr. 07/20/05 IS COL SEE PLAN /6 SEE PUN � JObTS oardiarneion p7/Fs/os CAPACRY=2Zk _Steel Beam/Steel Column nn.Co PROI6CTNo. F0205 Steel Beam Splice over Not Used Framing Section SHE9E"a SCALE: I'=1'-Lr rnxsmofe 9 5 1 Steel Column SCALE° ''=''-°' '�°� �jSCALE: -1--0' SCALE: ,'_,'_LY S11 THESE DRAWINGS ARE 70 BE USED IN }mmemrsaq 7TBpLAW1q®PANE OFAC/1fiElE BINICIW4.BET TFBE® DEFINE ALL WITH THE ARCHITECTURAL lFf5Y471O11P�Rl10707�OM1MgQ101F1�13��� DRAWINGS ON THE PROJECT LI CLEARLY FOR CONSTRUCTION I��°RO0"� mm"l D0"0fD"N DEFINE ALL OF THE REQUIREMENTS FOR THE , CONSTRUCTION. WHERE CONFLICTS OCCUR �� A1�-OfA:$L7DDPD p1 CONTACT ARCHITECT FOR CLARIFICATION. „m �*+�««.a.e,.9o,m - - CONST DNCDONON7lBSI9JMWBMMVrAOCMUMgffUCIUWL of 12 �mr'%re Ozaol xiln,rc nno ny ppr�Apx zz azn ��yAzzim ACCn flrN-n1A S norzz£ ' zp r �yZGZS yx 7 • n�ZmxD p P10L my AOYnap Ay Dyyl�o �n�AAZ ZCA�r Ay x �gg ai�$egaal mill Co to IQ C :r o� P of �n F a N 4 Bow�a to fag Rl It 4 C P p y a y O o ? C. �z =z $ a �n "n a O Q G m VV1I 'x'n6a as H • O v � r � C' rll n �� C 7� CD yy C bN ' nm n 58 S4 Q � b v�o Q v v v y yr I CONSULTANT L. F. Giam ietro , A 1 A ARCHITECTwig N N y p n O � � +; +*4� 220 MAIN STREET TEL: 608 640 7400 +°� O o e b �p ti"_ C �,v FA MOUTH, MASSACHUSETTS- 02540 FAX:506 640 0220 &A, Inc. M a j y _ 1f S4u<turel Bo inean fl i NEW RETAII,BUILDING FOR: m4 6 ua.r.a � � N s se ' BETT'S POND OFFICE BUILDING o�W"o ram. i�,1,ieA� N a a N I 372 NORTH STREET F (Xa>4a7,7094 a q q HYANNIS,MA SIGNATUI[E mum,Co umea a rq�N,w SIGNA'MtE 4 78 <^WET SYSTEM RISER SPRINKLER LEGEND PRESSURE " GAUGE 3 �` 6 O CENTRAL MODEL BV-OR PENDENT (155-FXS.SKX/2"ORIFICE) WATEIELGW O CENTRAL MODEL BV-OR UPRIGHT SwrtEC ^' O TEST CONNECTION c fi55'FXS.SKXI/2"ORIFICE) w/SIGHT GLASS ///---SUPERVISED -- • AND ORIFICE CONTROL VALVE - V C v . - lTYP1CAU 'Z W aCENTRAL MODEL 05-1 DRY SIDEWALL 10 O (155'FX42KX1/IS"ORIFICE) 4" 4"i F-_--( SERVICE ZG N e PIPE UP ,) �-VAIN DRAM B O O (By OTHERS) .. " HYDRANT TEST �� BACKFLOw O—( w C PIPE DOUJ PREVENiER -MAIN DRAM TO TEST DATE-March 31,2005 EXTERIOR - BOTTOM PIPE CONNECTION TEST HYDRANT-95 PSI STATIC - qq NODE-COMMON 5S PSI RESIDUAL - " RISER DETAIL FLOW HYDRANT-I300 GPM NO SCALE 44 NODE-LIGHT HAZARD TEST PERFORMED BY-BAR-(STABLE WATER DEPARTMENT A - 20 NODE-ORDINARY HAZARDT ZZ " A Im v/ 0 0 LL O N r YN n O V o 1, W N I° 1°OD N 10 Ir�,l -_ --_ _ wQ q" -',I U FLL II Q W 1 O Q 0 A FrT"1 x N O Q4" L_ ~ (� w y ++ 7F+ Z O r\ wN N Z= H HYDRAULIC DESIGN D ORDINARY HAZARD O rT� DESIGN AREA-253 5F 01 J WM MAX.AREA PER SPRINKLER-51 5F NO.OF DESIGN SPRINKLERS-S -- DESIGN DENSITY-0.15 GPM/SF SPRINKLER S HOSE'STREAM DEMAND-250 GPM ROOM S T SPRINKLER DEMAND FLOW-106.14 GPM { 1 RESIDUAL PRE55URE REGUIRED- 26.55 PSI Iq b i4" 13 EXCESS RESIDUAL PRESSURE AVAILABLE-5563 PSI I" I'�i" I o y.I w 11," 2" I° 2 Wdm �0 y1 4- 1. I yi. _ _ _ 10 II j 4, - 11 i I I� II 1 I 4•uP I AAW/NG TITLE 16 I D 1 1 I 1�pI�I I I 1 OI 1 RRE PROTEMON 1" 1'�" B SEFAEN7/4T-T£r CMWL SPACE PLAN 2m u T---PIPE BURIED UNDER DRAWN BY' DUST CAP � � I CHECKED BY: a" DATE: 9123/05 N.- STAIRS 1 REVISIONS: PIPE BURIED UNDER 1 1 DUST GAP 1 1 O O 1 I q, 1 4"e FIRE SERVICE____ ___ _________________________________________________4___________________ _________________________fJ 4. rRGIEcrN°' 48667 \\ SHEET NO. A `UP TO FIRE DEPT.COJAL BASEMENT/CRAWL SPACE PLAN FP-0SC ALE: 1/4" -.1'-p" w SPRINKLER LEGEND '°' b• OCENTRAL MODEL BV-CR PENDENT (155•FX5.6KX1/2"ORIFICE) O Q CENTRAL MODEL BV-CR UPRIGHT U c o (155-FX5bKXI12"ORIFICE) - xl r-1 W 9? pj {PLL�477 Kgg-d -> aCENTRAL MODEL 05-1 DRY 51DEWALL a 7 N o (155'FX47KXlA6"ORIFICE) R e PIPE UP C PIPE DOLLN BOTTOM PIPE CCNNECTICN RISE UP INTO =f JOIST SPACE(TY RISE UP INTO O (TYPICAL) UP - UP JO`IST SPACE(TYP) pb NODE-COMMON TMPoSCAL ® NODE-LIGHT HAZARD 1 _ I 2m NODE-ORDINARY HAZARD I i - ' RISE UP INTO 6 I I I SOFFIT TO ENCLOSE I O TYPICAL O I SOFFIT TO ENCLOSE PIPE BY CC. � JOIST SPACE(7YP)I ( ) v PIPE BY CO. `1 O N I UNDER I i �INDER F n o _ I STAIRS STAIRS I. V o 0 i ' O - I' IL• 11, O -1 Itq^ n 1° n L f .O ^ SOFFIT TO ENCLOSE-\I 2� = J X 1 " - PIPE BY CO.-. 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Giampietro , A.I A ARCHITECTS A.R.H INC. 0F �x =1 o _ 220 MAIN STREET TEL:508 540 7400 ENGINEERING P z H FALMOUTH.MASSACHUSETTS 02540 FAX:50 Mechanical 8 540 0220 rhL•nginee>•s a ®� F NEW BUILDING FOR: 9 m 116 Soto Rd,Unit 10 BETT'S POND OFFICE BUILDING SaSmIm 8ewh,MA 02562 372 NORTH STREET U � r HYANNIS,MA SIGNATURE (50 h 888 3461 SIGNATURE �g Zm Z rA n -InD mgDn n EON-- mm'l D D ZL D � WIO O D n my0 NzONL�m aznN� m p OmO po� z z 3 3a 00° 3A 00 A V"630 Ab�Oa Om ` v � �i�l m AD3 Z m iD x0 N7c p �m N m D r N D �u 20°XI2" I n NB N ° �X O I� m I � L•� -X xn N Z N g "o N0 p VV� m 0 4 0� 0Am • � ® m0 <Or rm RD 4` m �3m o "fnpc_1t (1LX �ro (� 0A -D.1'a DZ 0 O EO r NZ -• - D ® m� rr O>1 Z Oo cOD VpO wX D m '�D ma z /m r d; 6 N ro ° I 6 6 p 9 xZ 1 \ �m a � Av^ Ili 0 u 20'xl2" I n _ m^0 (� N m� uk'0 'l�0 O S m m X r X D X D 01g OL Z AAO D m0io Tgm p 3i p ° mT� WS~z 0 mA p �i� Y� r D(A1 01 � @ mm0 Nfn D �D m m p m n 33 cz m 3D w m m z Om rFii m m m z m m ig r m r !1 F myR < Ni O N m Om N I l ED EpD ED rz rj rr-Z c 3 I I I �1 r3 - `_______� n 3 Z m m n z M o �! L. F. Giampietro , A I A ARCHITECTS A.R.H m ° 220 MAIN STREET TEL:508 540 7400 ENGINEERING MC. o z H p rp �7 s _ 2 FALMOUTH, MASSACHUSETTS 02b40 FAX:508 540 0220 Mechanica(Engineers 3��� NEW BUILDING FOR: 116S9""80b7o BETT'S POND OFFICE BUILDING wortB—h,Unit 10 F N Sasamorc Brach MA 02562 372 NORTH STREET v U SIGNATUREHYANNIS,MA cwatssa.sacl stcrraT[me i n(AnNA �1 0 Np�CZ l �ADam n�z n � m �m 4O4Z �gDm� - Ia"X10° 18"X10" �N p r x X � O 0 2. J NX ® mU D � O ° OA rn �� - X � FBI ® U t ^rt7nEnN� �3m p xlm _ -fiT NZZ�O DA V �J— DR -A$�$oz o mom ONO z0 NO � �Op qa u v Lco rr� m mM m �0� ro Q a zq X X S✓ 1 Nm0z � _D p 8 �O�m �ZDm ni yp m Nr N ymAc N C_C �R°� I N y O�W p 0 0 j ci `n z z z D D D n n n <D i3 I I ' z 3 N o s rffP-17 L. F. Giampietro , A I A ARCHITECTS A.R.H ENGINEERING INC.220 MAIN STREET TEL:508 540 7400 FALMOUTH,MASSACHUSETTS 02540 FAX:508 540 0220 Mechanical Engineers °QUONA aftsk ®� NEW BUII DING FOR: l'hmo3 00 BETT'S POND OFFICE BUILDING �mB=, e s� �ern.MA o:sbz �, 372 NORTH STREET IlJ �tA a' U K ,�- HYANNIS,MA SIGNATURE (50�888.5461 SIGNATURE -Iz C p�op�3NA , O mT�W tDg I i AmND Tzt o A =A N F D _ _ N err=______ _ _____lllii__________________i A th III I r---------------� I D III II' 1 I I I III I'j I I I I III II I I I III III ' I I to -----Jd i D D m Ilr------ 1011 III I I -'----4 0 ® 11f1 101 IIL------�M ------II I I I L-- ��------tim S ' ------- - ICI IBII II �__________________� -i�=ter-`M-- --------UI _I __-___'14I i l pIa3mV W�_ ;q �ApZ ♦ i I I---% no r Ar p I 1 D D N r r - N AIC m 0 p g B- --1 I) �Ab lil 0pp�3m NA m_ Nln�yI> t X t<jA l R p1 DZ m i D r�i�D� a oa�� D�= W W A D Q L. F. Giampietro , A I A ARCHITECTS A.RH p 3 I 220 MAIN STREET TEL:S08 340 7400 ENGINEERING INC. �xor P y r� ®� e o� IUD 2 FALMOUTH.MASS ACHUSETTS 02540 FAX:808 640 0220 Mechanical Engineers C NEW BUILDING FOR: "Ep""I`"I 4 b l7 I 116 Smte Rd,Uk 1000 gN1dBOB1 BETT S POND OFFICE BUILDING Sag=om Bmb,MA 02562 co 372 NORTH STREET v I HYANNIS,MA stcNArpRE csas,esasa6l SIGNATURE EXHAUST AND INTAKE 5 TENT TO CONCENTRIC DEVICE SCHEDULE - TERMINAL AS PER ITEM MFR MODEL SIZE REMARKS `FGR.INSTRUCTIONS, AO HART a COOLEY SRS 6"X6" 000© CEILING DIFFUSER NEOPRENE 150LATOR(TYPICAL FOR 4) - e^ DX COOLING COIL G BB HART 1 COOLEY SRS 12"XI2" 1O O2 6Q CEILING R.G DIFFUSER t \ �_U2 INCH ALL THREAD ROD YS e O HART t COOLEY 5RS IS"XIS" O O2© - SECURE TO STRUCTURE ABOVE. ss CEILING DIFFUSER O HART s COOLEY SRS 6"X6• O Q CEILING DIFFUSER - EO HART a COOLEY VHD 14 14" O SIDE WALL SUPPLY REGISTER OF HART a COOLEY Vhl BX32" © SIDEWALL RETURN AIR GRILLE - RETURN AIR DUCT RETURN AIR PLENW-I Enna o0000 0 GO HART,COOLEY VW 16XI6" ® SIDEWALL TRANSFER s SUPPLY AIR DUCT H CARNES SASA 6X6" ® - FILTER SECTION FURNACE DRAIN 'P'TRAP CO DISCHAp'.aE TO PIPE ATE (Za7 F I CARNES 9ASA 9X8" ® RETURN AIR GRILLE CONSATE /WASTE PROVIDRED BY PC �n lO CHECK FLOOR PLAN DRAWINGS FOR CEILING DD7'USER THROW I^ Q FURNISH AND INSTALL WFTH OPPOSED BLADES DAMPER NEUTRALIZER LIZER V! O N ® TWO-WAY OPPOSITE FLOW PATTERN FURNACE DETAIL H e N ® INSTALL WITH SHEET METAL SLEEVE BETWEEN GRILLES NO SCALE n O FURNISN WITH CEILING RADIATION DAMPER(FIRE DAMPER) W a w LITTLE GIANT VCM-15ULST 120 VOLT,5S WATT f L O ID t"CD 17N.70 FD IN BASEMENT. ... F"1 = wQ U U. " Q 0W W DIFFUSER BOX CEILING JO/5T Q O w d y�y U N M~ W MODEL 251 AIR BALANCE/NC _ Q y Fe�'S SQUARE FIRE DAMPER SPECIFICATIONS O FLEX.Alf,* DUCT _ H I. The work to be performed by the HVAC Contractor,hall Include,unless specified O 0) A Fj otherwise,the fumieMng or au labor,equipment,tool,,rigging,holstirg,etaglrg, ++ � rf A f-t mat.rla le,and the performance of ell accordance necessary for proper and Q) _ "f2 N complete execution of the work In accordance with those Specifications and the U z O CA GTPSUH W/TN STRAPPING Drawings,subject to the terms and condition,of this Contract. •a F N M STEEL CEILING DIFFUSER 2. All work,hall be Installed In a first-class manner conslatdit with the beet current w 1"�"1 DUCT ACCE55 PANEL practices. Items not shown on the Drawing,but which are neceeeary to make a w complete Mechanical System Installation,.hall be furnished and Installed ae part of K§ 0 the work under this contract. cc F WALL ACCE55 PANEL •— W 2 BY GC.OR GRILLE 3. All work shall be Installed In conformance to the governing Codse,Regulations,and DAMPER SLEEVE BY HVAC WHERE Ordinances- These requtremente'are minimum criteria end no reductions in RADIATION DAMPER DETAIL (SEE NOTE 31 LOW SIDEWALL standard,ca lied For on the Drawinga,permitted by Code,w111 be allowed. 4 G 4. Obtain and pay for all Inspections,Itcenses,permits and approvals required by LL, r"+ NO SCALE FLOOR Governlrig Authorltlee and Install all work in compliance thereof. IN J M SEE NOTE 2 I 5. All meterIN lale and workmanship.hall carry the standard warranty against all defect, - J N LL W 'I for a period not lees than one(U year from the date of acceptance of the work, Any fault due to defective matanel.,equipment,or wo lunanMip which may develop EE NOTE 3 within that period shall be mad.good,forlhmUt"and at the expense of the - \ FIRE DAMPER Mechanical Contractor,Including any damage done to areas,materials,and other -- - - ASSEMBLY vstems resulting Rom this failure. FUSIBLE LINK 6- All layouts are diagrammatic and final arrangement shall suit field conditions. -t— 1, The HVAC Contractor shall confer with all other Contractors,as to the f7 I} MOUNTING ANGLE location of their world before beginning the Installation of the Mechanical 5yenn teme.(SEE NOTE 4) He shall Install all work In such a maer as to avold InterfererK.e with all\ other trade.. iam \ AIR DUCT B. Submit Shop Drawinga of all equipmern and material to be Incorporated Into NO OBSTRUCTIONS ALTE RJA7E DUCT ACCES the work Thte Contractor shall assume all costa for aN changes to the WITHIN 45' DOOR WHEN ACCESSIBLE. electrical eyetem,additional connections,support.,con,V-1.1on or alterations ' to equipment required by materials which are,ubaUtated for those epedn.d. NOTES: S. All wiring or equipment shown on the electrical drawings shall be by the Electrical DRAWINGIa7ATsaTLEf� 1. FIRE DAMPERS SHALL BE INSTALLED IN ACCORDANCE TO Contractor.Any control end/or power wlring not shown on the electrical drawings (raa WA2 yA�1iC�Y MANUFACTURER'S INSTRUCTIONS WHICH SHALL BE PROVIDED. but required to operate the Mechanical systems shall be Furnished and Installed �MU7ILSs9lu/6�� TO THE ENGINEER UPON REOUEST. by a licensed electrician or controls contractor,hired and paid by the HVAC n�®®�Anp SERVICE COMPARTMENT MORE DEMANDING INSTRUCTIONS GIVEN BY THIS DETAIL contractor. bd 6'dllb OPPOSITE BUILDING FACE SHALL TAKE PRECEDENCE OVER THE MFGR WSTRtJCTIONS. GRADE O o SERVICE VALVES 2. EXPANSION CLEARANCE TO BE Ua"PER FOOT OF DAMPER 10- Unless otherwie.specified,ductwork shall be fabricated of galvanized sheet metal in DRAWN BY: p„(( OUTSIDE U41T WIDTH BUT NEVER LARGER THAN V accordance with the latest ASHRAE and SMACNA standards for low pressure ductwork Insulated"flex duct"will be allowed ror the lest,Ix feet of branch ducts,but 3.DAMPER SLEEVE TO BE AT LEAST THE SAME SHEET METAL must not pass through floors or fire rated partition,. CHECKED GAUGE AS THE DUCT BUT NEVER LESS THAN 16 GAUGE. All not to air handling equlpmenl shall be made with flexible duct SET UNIT ON 2"X4" SLEEVE MUST EXTEND A MINIMUM OF P AND A MAXIMUM OF connector.,to prevent vibration tranemle.lan. DATR 9 -93 05 PRE9911RE TREATED REIIgORCED CONCRETE Ductwork.hail ba eeaembled with epiitter dampers and turning vanes to provide the PAD(SEE PLANS) WOOD SLEEPERS least resistance to air flow.Install dampers where shown on the drawings and at each REVISIONS: 4.MOUNTING ANGLES SHALL BE A MINIMUM OF IS"X15'20 GAUGE branch duct to allow for sy m ste balancing. MAINTAIN MINIMUM CLEARANCE PER MANUFACTURER'S INSTRUCTIONS GALV.STEEL SECURED TO SLEEVE NO LESS THAN EVERY 6'. UNLESS DRAWINGS SPECIFY A GREATER DISTANCE. II. R.Rlgcent piping shall be type"ACR'with brazed JoInts.Insulate auction tin..with 5.WOOD FRAMED CONSTRUCTION OPENINGS SHALL BE FRAMED OUT 1/2"thick ARMAFLEX.REFRIGERANT LINE SETS ARE NOT ACCEPTABLE. ON ALL SIDES BY THE GENERAL CONTRACTOR 12. Condensate piping shall be schedule 40 PVC. CONDENSING UNIT DETAIL NO SCALE VERTICAL FIRE DAMPER DETAIL 3. sealers all supply air curet,with d s par man foil-feted ftb.rglaee"dud-wrap". An NO SCALE seams shall be stapled and toped as per manufacturer's Instructlone. PROIECI'No. 48667 SHEET Na 7 H•5 N T T N I A T T y �v m0 y0 r� v m ' a s — x m m x ea 1 1: m r ` IA I DN N UP m r m m 0 I x m s s a iJ m w. 8 set �r , rm-� A ego s,j a ma I O v � $ 4 t & N or, A D3r5.� 1g ' y� W O V Cf R ( Lj Ile �� I I I 4IF:r I L S J P� I o j f L. F. Giampietro, A 1 A ARCHITECT CONSULTANT 220 MAIN STREET O o x H TAEL:50b8 540 7400Consultants a ttCiN[A FALMOUTH,MA3SACNUSETTS 02540 FX:bO 400220 EJecvcal Engners c NaoDp e (f�n g em as�sz Ki ra NEW BUMING FOR: ADDRESS 79 Noah Main 56eet n °° o ��� BETS POND OFFICE BUILDING Mansfield,MA02049 372 NORTH STREET 7ELLEPHONEN-- N. f I HYANNIS,MA SicNATURe cso�nss,4a° acNATURs P P P d 01 O 9 I M D D D R A � A 0 N N E _ m AT r A I R Fp ltyy A D J y I DN �' P S1 Ida I y� r I Lc El R I A I R 1 A a q Z I I I r r r Ogg(�i • E by �Z �, O t7 G V .i I � ! CONSULTANT y; L. F. Giampietro , A I A ARCHITECT Letendre Asu"°' I 220 MAIN STREET TEL:508 540 7400 y z p fn1D tQQt�1 ; Consultants Engineers , eic ua°u O p ;, Z ® p - _ FALMOUTM,MASSACNUSETTS 02540 FAX:508 540 0220 Electrical Engineers 3 1Ef°NDf� m Ki p S° o, I NEW BUIDING FOR: ADDRM s o I BETT'S POND OFFICE BUILDING �fi aMAo `° °a 372 NORTH STREET T�epaONENm ju n I HYANNIS,MA s1cNATrneS isos)»s�aaa s� a Tm I • oFtg wu e , wu . /ZI W G $ � �� a v g g �Z I I m X ID $ z X � m Flk ID ID Li 7n I °ID ID UP FL X I 0 ID ID. a I I: m 1431, o m-m I s - - — - — - — - — - — - 1% X g� I l �D ✓i 13 1 n if: s,i N 6i: N g g g g g g I I I I _ P m m T- q X RM22 L. F. Giampietro , A I A ARCHITECT �Letndre p pY ep� 4 220 MAIN STREET TEL:508 540 7400 Consultants oa4 e,Guxoa FALMOUTH,MASSACHUSETTS 02540 FAX:508 540 0220 E7unimlE a �`p0"Z 3 Ho.aetu n NEW BUIDING FOR: ADDRM 9 mo a tag, ' BETT'S POND OFFICE BUILDING M MAoM `o 372 NORTH STREET TH�HONHNa 0. 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Giempietro , A I A ARCHITECT CONSULTANT z �, ® i. 220 MAIN STREET TEL:608 640 7400 Consultants a�M�CIMPOG 0 p pl _ _ FALMOUTH,MASSACHUSETTS 02540 FAX:508 540 0220 LETExDRE & E1ccbicol Engineers g xa.re�e2 ►E v " NEW BUMING FOR: ADDRPSS °° o ' BETT'S POND OFFICE BUILDING 1�aMAozo s 1 W I I 372 NORTH STREET 72[PFSONENm ( HYANIS,MA (S)339 64W l2JRH 1. -{- m 6 m r r Z I I w 0 r�i II a ffF��'nnppi <s'� n I f f2 pa" Mg 244 _ Hyy Ilr III F_ y W I II z ^tz � r N � - m Z i 1> 0D i Oyu m� o__J U I r i'II I oL p i II ry L L_j � yy � a�s�A I II it A • Ik'—� II L J J �I I I, I a � �JN W�.OVNW+.OJNW_ 0.33 NNNN N..'^•.•.' 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GiBmpietro , A I A ARCHITECT Lete-nldre o pp MAIN STREET TEL:508 540 7400 ConsultantsO _ _ FALMOUTH,MASSACHUSETTS 02540 .PAX:508 540 0220 ElecMcal En neersq� ":►li '� .. NEW BUIDINGFOR: AnDRPSs°° IBETT'S POND OFFICE BUILDING Tnuase,aMA02048 I 372 NORTH STREETLlWi TecerxoNeN°. Na00 H i 11NN1.7�lvlt� SIGNATURE (508)339�en4 S A ELECTRICAL LEGEND B -STANDARD DESIGNATION FOR ALL LIGFI7MG FIXTI.R�ES-LETTER DENOTES FIXTURE TYPE,-3° O 3a INDICATES CIRCUIT NUMBER°a•INDICATES SWITCH �j ai a° Y 4'°aeam •° —� -OUTLET w/FLUORESCENT LKa11TMG FIXTURE,., AS INDICATED - SCHEDULE OF PANELf30ARD (LANDLORD'S PANEL) 225 AMP BRANCH DEVICE(1 SECTION 3 METERfi Main: 200A MB. Feeder: 4-3 0.Y G-24"e NIGH)-SQUARE D CeL No.EM11.31322SM o✓2 � � � � � -OUTLET w/STRIPLIGHT L*WMG FlXNRE,TYPE AS INDICATED, Mounting SURFACE Pole 42- Vohs: 120008 Phase 3 Wire 4 A.I.0 6 000 (150A-3P)BREAKERS 4 1000A-2P)BREAKER R2.,3 I.oa-KVA R20A Load-KVA 3 Pole Circuit Description a PoleCircurt Description A a c 225 AMP BRANCH DEVICE(I SECTION 3 METERS QO -OUTLET w/COMPACT FLUORESCENT LIGHTING FIXTURE,TYPE AS INDICATED1 WIT HEATER-CRAILL SP. Ll 2 LIGHTS-LOEBY/STAIRTL19 HIGH)-SQUARE D Cat No.EE'7L313725CU w/2 31/0�•bCG"2c _14•G0 -EXTERIOR WA-L OUTLET w/FLUORESCENT PIXTU ll TYPE AS INDICATED3 ._ 1.1 4 LIGHTS-REAR STAIRS 0A (125A-3P)BREAKERS 4 1(100A-2P)BREAKER 31/OASCG-2"e5 -_ I.l 6 LIGIR9-EXTERIOR 0B 400.al"6G BRANCH DEVICE(I SECTION -WALL OUTLET w/FLUORESCENT FIXTURE.TYPE A9 INDICATED7 WR NEATER-CRAWL 6P. Ll 0 LW,HTS-BASEMENT 0A I METER HIGH)-9GyARE D Cat ML Vq1.T IO LIGHTS-EXT.POLES IT Q -OUTLET w/INCANDESCENT LIGHTING FIXTUFIE,TYPE A6 INDICATED 1 1 -- I.l 12 -- D Ea'ML331400 m/300A-3P BREAKERIJ WR NEATER-GRAllti SP. I.l 14 LIGNTARCPT-ELEV.PIT 0A TPG TFF ® -OUTLET w/COMPACT FL.UOfRESCENT LIGHTING FIXTURE,TYPE AS INDICATED15 •- Ll 16 RCPT-ELEV.MlCCIL RM 02 LP I7Sn Isms �e -EXIT SIGN FIXTURE,TYPE 4 ARIW WB AS INDICATED 17 -- -- Ll 10 ELEVATOR CAB LTB I0 &W A 8 B.G- D ❑ 3003 TPB TPE 19 WR HEATER-CRAWL SP. 209 Ll 20 ELEV.HOIST.SMOKE IRS 02 21 -- -- Ll 22 RCPIS-15T FL LOBBY/TLT. 20A LO CaL No.EDMD600CBU o o Y -REMOTE EMERGENCY LIGHTING HEAD AS MANUFACTURED BY LITHONIA Cat No.ELASTNXMRI2 23 •- -- L'1 24 RCFTS-2ND R-LCBBY/TLT. 20A I] tmmn ImOn 39A6G-IUy'c y -REMOTE EMERGENCY UGHTMG HEAD AS MANUFACTURED BY LRHCNIA CeL No.ELAUJAMt2 25 RTU-4•ROOF s W12 2.9 26 RCFTS-BASEMENT 70A 0,61TPA TPD 34�0G-P�'c 3'1.'ISG-P�°c 27 __ __ 29 20 RCPTS-TELE EQUIP 20A I0 p 4P -SELF-CONTAINED EMERGENCY LIGHTING WR AS MANUFACTURED BY LRHCNIA Cal No.ELM12T2 6D 29 WATER HEATER-JAM CLO 6/1 l0 30 RCPT6-EXTERIOR - 20A U METER CENTER BY EL.•BUILDING�� U Bon 31 -- -- I0 32 RCPTS 4 LTS a ROOF 20A 01 EXTERIOR(EXACT LOCATION TO Be 33 SPARE 20A 34 LIGHTS-OR411IL SPACE 20A U COORDINATED IN FIELD) 35 SPARE 20A 36 RCPTB-CRAM!_SPACE 20A 0B a -SINGLE POLE 1114LL SWITCH-MH.48"OFF. EJ 37 SPARE 20A 38 SPARE 20A - _M/006G-2"c 83 -TFIREE-WAY MALL SWITCH-MH.48°OFF. 39 SPARE 20A 40 SPARE 20A 00 41 FA CONTROL PANEL i!20A I0 42 SPARE 20A THREE(3)31c(TWO(2)w/4-OOMCM - LL' 84 -FOL R-W4T WALL SWITCH-MA 4V AFF. o N Total 10-115-11 88 T al 3B 4.9 5B N.°+E-R4IN-ja4W->LP)IN EACH 4 ONE(1) 4% MCTM°G4G•3°e a N t .T1'FE HOAR Phase A 143 ® -PIR WALL SWITCH-MA 4W AFF.-LETTER(S)INDICATES SWITCHED LEG(8)CONTROLLED U SPARE CAPPED b•AEG.w/PULL CORD) B T5 0 0 Total KVA 43.1 Phase a t4b TO PAD MOUNT iRAN9FORIER 9/0 SERVICE GRCNDING ep -WATT STOPPER Cal.No.WI-300(DUAL RELAY)4 Cal No.WI-200(BMCdE) W o 0 OW #t•LOCK-ON 4 Hy - ELECTRODE CONDUCTOR 49A3•'IGC-24y°e- �F'�F•yATOR O -CEILING OCCUPANCY SENSOR-WATT STOPPER CaL No.DT-300 w/ASSOCIATED POWER PACK ow Amps MARK RED Phase C - (am SPECS) � 8">d3'WIRE1114Y 200A-3P CIRCUIT BREAKER ee)G •8120E-P(IN LARGE SPACES INHERE 7WU0(2)OR MORE CIRCUITS ARE COMROLLED,A POI ER 1- w m PACK SHALL BE PROVIDED FOR EACH CIRCUIT)-LE7TER(S)INDICATES SWITCHED LEGS) - o o 1 (65000 ALW IN NEMA I CONTROLLED = 1e Im a) ENCLOSER • l pg -PILOT LIGHT SWITCH(ILLUMINATED IlF1ESl LKa4R8 ARE CRF,UNOJ M.H.48•OFF,DNA. ONE LINE POWER RISER w/MULTI-METERING EQISIPMENT U wa; NOT TO SCALE � ~a > -DUPLEX NEMA 20R RECEPTACLE-1114.1B•OFF.I1N0. Q M1-4 L ENTIRE METER CENTER SHALL HAVE 65000 AIC RATING. O M -GfK4AID FAULT PlTEfdd1PTER NEMA 20R RECEPTACLE-MH IB"OFF.UNO. Q) -JWCTION BOX Qw 6 -THER'1AL MOTOR SWITCH Q c �7 ►TT~ 1�VjJI -MOTOR-NUMERAL INDICATES HORSEPOWER o w oo O -DISCONNECT SWITCH-WEaU6ED TYPE-AmF ERE RATING 4 NUMBER OF POLES AS INDICATED L N ar 7 -PISCON4EC7 SWITCH-FUSED TYPE-AMPERE RATING,FuSEB 4 NUMBER OF POLES AS INDICATED -LIQUID TIGHT CCNNECTICN TO EQUIPMENT < O^•Q F In M A�DRE89ABLE SIGNALLING ISOLATION MODULE OEM -BRANC4 CIRCUIT PANELBOARD W 0 F°�Y LIGHTING FIXTURE SCHEDULE � CIRCUIT 11,TWISTED 5111M DEO (TYPICAL) tc E ALL FIXTURE SHALL BE FURNISHED COMPLETE WITH ALL HARDWARE,LAMPS. PAIR -BRANCH CIRCUIT OR FEEDER-CONCEALED IN CONSTRICTION M FINISHED AREAS,EXPO5ED TC I- - V1 HANGERS.FITTINGS.ETC.FOR A COMPLETE AND PROPER INSTALLATION 24 VOLT STROBE IN IAFINISHED AREAS t0 m f TYPE MANUFACTURER CATALOG No. MTG VOLT LAMPS REMARKS 2M(TYPICAL) -'®-®-- t POWER 4M MMMID1) I- r1 No. WATT TYPE MONITOR MODULE �v -- `- -BRANCH 212 MIT WRING-DIAGONAL LINES INDICATE NPMBER OF CONDUCTORS,NO LINES O L, AM LIGHTOLIER LP3-B-2TB-12-U P 120 b 32 F32TS SEE NOTE 9 (TYPICAL) -MI6 TWISTED SHIELDED DENOTES 2�T MINIMUM-GROWIU WIRE(S)NOT INCLUDED <O AB LKHTOLIER LP3-B-2T8-8-U P 120 4 32 F32T8 SEE NOTE') t PAR ���7_�. PFI3 -HOhIERN TO PANELBOARD'PI°,CIRCUITS 4 3,20A-IP CIRCUIT BREAKER LAND. o M A4 LIGHTOLIER LP3-B-2T8-4-U P R0 2 32 F32T8 SEE NOTE'I CONTROL MODULE - -•� N LL W B LIGHTOLIER IE2/R00AICMFT R 120 1 32 F32I K. (TYPICAL) -E- -EhTFkiENCY LIGHTING SYS781 WtRIWS-2'40 AWA CONDUCTORS MMMJM C LIOWM ER 40863/40832U W 120 1 71 F2YTT t D LIGHTO-IER 40602 W 120 2 B FOOT F LIC44TOLIER 40600U W 120 2 B FT3gT ®F - OUTLET FOR TELECOMMUNICATIONS-MR W AFF.-WITH CABLE RAN TO 5ERVER/TELEPHONE - G LIGHTOLIER 6W46232HFP-HI S/P 120 2 32 F32TO ELEVATOR RECALL FIRE ALARM SYSTEM EQUIPMENT LOCATION M TENANT SPACE H LIGHTOLIER SM38125HPF-HI S 120 1 25 F2570 TNG 292-Ui°c f ROTAT - - - J PROGRESS P55550-31 P 120 3 60 CAND. ELEVATOR RECALL 43, F STROBE ® - CABLE TELEVISION OUTLET m/COAXIAL CABLE HOMERW TO TELEPHONE EQUIPMENT BACKBOARD SECONDARY -MA IB'AFF. FINAL LOCATIONS TO BE DETERMINED AT A LATER DATE TO MEET TENANT NEEDS. K PROGRESS VCnIl-31 W 120 3 60 CADID. FRCP _ ELEVATOR HOIBTWAY SMOKE VERIFY FINAL LAYOUT WITH ARCHITECT 4 OWNER BEFORE BTAITf OF UIORC _ L BRONCO YCXLII-GC 0 120 I 100 A-19 REl.lt�DAIMPER K FIRE DEPT.KEY _ M NOT USED FIREMAN'$HAT INDICATOR IN CAB 484y"c BOX fRU6N MIDI � -FIRE ALARM AUDIOM6UAL DEVICE-110 Candela UND:MA OW AFF. - 1- N BRONCO 301CL-3350 W 120 1 150 PAR-38R SEE NOTE•1 141c TO EQUIPMENT BACKBOARD X I LM40NIA LQMSUBRELN WIV 120 - LED. FOR TWO(2)TELEPHONE LEASE LP-41 F❑ -FIRE ALARM MANUAL ACTIVATION DEVICE-MN 46"ARR DWLAWING 177LL 04 -FIRE ALAI41 VISUAL ALARM DEVICE-B CandeN-I IM 80"AFF. Eleddc Q NOTES, TYPICAL FIRE ALARM WIRING RISER DIAGRAM ® -SMOKE DETECTOR L8 d,Schedu1effi RNIS I. FUH COMPLETE WITH POWER FEED END GET AND CABLE/JOINER ASSEMBLIES AS RE(.tIIRED NOT TO SCALE c 1�®P®I8�Pe0�i FOR SPECIFIED MOUNTING HEIGHT. NOTES: ® -HEAT DETECTOR FIXED TEMPERATURE TYPE 2.RII WITH SUWACE MOUNTING.BOX%S41B AND CANOPY PLATE 96118 FOR SINGLE WIT 4 L REFER TO FLOOR PLA48 FOR LOCATIONS AND QUANTITIES OF ALL IH -REMOTE LED.INDICATOR )DRAWN BY: %126 FOR DOUBLE UNIT. DEVICES. -SPRINKLER SYSTEM FLOW SWITCH B7 OTHERS-WIRED BY EC. �E�D BY:3.ALL HIGH FREQUENCY ELECTRONIC BALLASTS SHALLAM INCLUDE°END OF LP LIFE AND SAFETY 2.RM16H 4 INSTALL LOCKING DEVICE FOR BREAKER a PANEL'LP'. ® -SPRINKLER SYSTEM TAMPER:SWITCH BY OTHERS-WIRED BY EC. DATE: 10/11/05 CIRCUIT'AND SMALL NAYS TFMD EQUAL TO OR LEGS THAN 10>t. 3.ENURE SYSTEM aVLALL BE CLA88 AWRING. REVISIONS: 4.CONTROL RELAY FOR FIREMAPB HAT SHALL BE ADDRESSED TO SMOKE DETECTOR N ELEVATOR MACHINE ROOM LL, -WEATHER PROOF 4 -CENTERLINE . GC. -GENERAL CONTRACTOR WAC -HVACCONTRACTOR PROJECT No, 0438 m -ELECTRICAL CONTRACTOR AFR -ABOVE FINISH FLOOR .. .. UNO. -UNLESS NOTED OTHERWISE E7 wti OF 8 CCNSTRUCnCw SET i puod ta8 fund o m a 1' m 00 m q�° �a S �q3 / •r \ 0 0 �4 ^L O O O I 4 RESERVE IAriI 0 0 1 ��� tltltl QS ® 08AM p_ m 9( m 5 (c9$1'.OT ti5 I O . 7 �9�m-• �O . 60•/ 9s� i� SW u I. 3X m I D D XX AR r� �t m Q� � ~ I � ° O 4� £ s ° a �4 a� 0., T r �°0D IT! _ PW �a _ Jill T - a� a gill j, $ ago SD fib' � 8s m m aI_� i — � ' F III m VIA r � 0' 36 r A � A > L. F. Giampietro , A I A ARCHITECT coxs� o� g Letmtendre (©� 1 220 MAIN STREET TEL:500 540 7400 �'o��� ga gICXAYD C. � FALMOUTH,MA SACHUSETTS 02540 FAX:6086400220 O IET[NDRE Q I ElecMcal nA.aeisz LF NEW BUMING FOR: annnass o'cp pbo- o BETT'S POND OFFICE BUILDING m�MA 8 w ` 372 NORTH STREETxornzrb t`sc Ee y H'YANNIS MA su�rrAToae <aos�33saaa s J NORTH STR EET PROFESSIONAL OFFICE BUILDIN G 372 NORTH STREET, HYANNIS, MA OWNER: Bett's Pond Building Trust, Inc. ENGINEER: Sullivan Engineering, Inc. 7 lndustrial Park Road 7 Parker Road Medway, MA 02053 SUMM Osterville, MA 02655 ARCHITECT: L . F. Giampi e- tro AIA Architect SURVEYOR: CAPESURV 220 Main Street 7 Parker Road Falmouth, MA 02540 Osterville, MA 02655 t a '11 0 k � N Barnstable Town of Barnstable 120971316 NIF / I Town D9 Barnstable Proposed Septic System / LOCATION MAP /31s See Sheet 4 of 4 -Y For Details „2 Story W/F 000± Office Building 1 = 2, 1 2 #340 " ASSESSORS REF.: I BfDH I I I J x\ co • I I I � fnd I I I I CB�pp�H I I l ' / / \\ MoryN,q�Perr ' id / O a) 1435,/1123y N/F Map 308, Parcel 008 Edge of Bordering Vegitoted Wetland I' a6' 'I' I- I 66.26' 1 // S&e �98 > I) ! Ben;sin/24Perry Flagged by Homlyn Consulting (12199) I "I I I I I 44.99� I / I S&t I �81,�,��� »� \1 // \\ . I , I I' I I Dp Aosm w°pk I II I/ / / /Y 26 11 \ 84.81 $&e Edge of Pavement "I / \ OVERLAY DISTRICT. I Double LI 1 LP-2, Ele�tric 1 \ ' I / 69.15' / o i I i if Ig 4aked t l ( _ Transf er Pull Wax / PK Nall AP - Aquifer Protection District I ales w/ ilt Nab I I / I 1 ;' Pa row d \ 22. EI. 24.5 As Shown on Plan Entitled Fencibg I I -- \ I I row \ "Revised. Groundwater Protection El 21.0 FD 3 : Overlay Districts" - April, 1993 Bit Pavement Area \ \ V�60.0' / \ 11 � 5v I I ( I I 3�.. dx : To Remain \ I \ i \ \ ► o n \ FLOOD ZONE. Edge of Pond EI=13.2' I. IIA' II I\ \\ \ \ I I \ `\ �/ \ \ u I I I I I El. E \ --I I \ I Zone B & C (see plan) Approximate MSL B GIS I I I Imo\ \ \ \\ I\ \ \ \ N I I I II I I / Community Panel No. PP ( y ) To I l \ Pro osi \ I i I I I / #250001 0006 D \ I I / July 2, 1992Nat 1 9,60 SP\1 I (D See Drainag SITE AREA S.Elevations on Pr Sheet 4 of 4\� St y 372 North Street, Hyannis,, MA I 43\ l I I I\ \ I`1 Ii I\ ,I I (/II II I I I I I I I I I I I I I I I //' 2 , \ A �I. \\ :/•..Gt� iI. 1 Q-1,I�& /1r rII//I / II II I I / if DESCRIPTION PR Standard OVIDED- 1D . P Electric onhole Lot Area (total.) 47,758 SF 50d Building Area (footprint) 4,800 SF I — lIdln ` M", \ All Pavement Areas 15,386 SF zf Sidewalk area 381 SF With �\ belCond n-Site Landscape 9,686 SF id Bldg. / ET&T t ff-Site Landscape 4,640 SF 1 i \ „' l 2 I Natural Area 17 505 SF \ 1 I / / / -2 / \\ of Area (upland) 44,788 SF //I of Area Wetland 2,970 SF 35.0' ' I 66.6y .:. . . : ' / '^ °r ' ZONING DISTRICT: �■ 1 i�F-sl ^� � — / / 0-1 OFFICE DISTRICT \` 20 / / \ O o<,e �Ne DESCRIPTION REQUIRED PROVIDED \\ ( \ �\ \ Tow / / ' FD/- 1 / `a�e� / Lot Area min. 20,000 SF 47,758 SF Fronts e min 125 LF 298 LF Lot Width min --- 231.7 L —1/- Se S Fron t Yard 25 LF 78.7 LF Side Yard 10 LF 22.8 LF U ( � Rear Yard 20 LF 66.6 LF O \ / `� Bldg. Height (max) 30 Ft.* < 30 Ft. I II _,76 \\ ,!h• loor Area Ratio (FAR) 0.40 0.20 1 1 ' >O \ \ E1 \ , O © °r�' 0� �\Ce //' 1 +` OR 2-1/2 STORIES WHICHEVER IS LESSER 11r-7 NatRemain row \\ \ ' / 0� Flood Zone Line From FIRM Ma \ \ ai EL 24.5 \ El.T23/5 p �' P 50.0' � 1� 1 / i Community—Panel Number \ @C�IIR \ / N/F / \ pro Manuel Ginsberg, Trs. / / 7397/19 / C8/0H '� 9 -yb11 �S / fnd \ N O / See ainage / i \ Ele tions on z` eet 4 of 4 G`ba / 6'd /N / �� �� C8/DH 15 — _ — — — — �` � ��\ �'1s fnd\ _ _ _ . \ / 10 Catch Basin / �� s• OF � 9 / Lot 6 Story Y / c°ten 8rtil d i Basin UnitsO #396 / REVISION: 610712006 Show existing pavement & modify parking areas GENERAL NOTES: PREPARED FOR: PREPARED BY. TITLE. 1. The property line information shown was ildin Trust InC. Sullivan Engineering, Inc. CapeSury Gradinc/Drains a/Se tic Plan for p p y Betts Pond Bu g � p 'CI' compiled from available record information. PO Box 659 7 Parker Road LL_ 7 Industrial Park Road Osterville, MA 02655 Osterville MA 02655 ImprovvAnments at 372 North 2.) The topographic information was obtained Medwa MA 02053 from an on the ground survey performed on y (508)428-3344 (508)428-3i75 fax (508) 420-3994 (508) 420-3995 fax N 16/NOV/04. PSuIIPE®aol.com copesurv®capecod.net Street Barnstable (Hyannis), Mass 3.) The datum is approximate Mean Sea Level Draft: JOO Field: WHK/RRL based on the Town of Barnstable GIS map. 20 0 10 20 40 80 Comp.:JOD Comp.:RRL/WHK DATE: SCALE: cn Review: PS Drawing # November 18 i 2004 1 " 20r X c 6 a� G �o NIF Barnstable Town of Barnstable ou 120971.316 4G�g / I I N/F II I Town of Barnstable I I 120971,316 LOCATION MAP II I I 2 Story W/F 1" =�_2 B 2,000f' I I I Office Building I ' J #340 f d" CB fh d ' ASSESSORS REF: Edge of Bordering Vegitated Wetland , — — h N/F Map 308, Parcel 008 S&N M1435 Perry 6 f , 66.26' set 39.98 /1123 N/F N Flagged by Hamlyn Consulting (12/99) � f � � 44.99 �y �' W W "' W �. W W W W W y J. y y W W W S&e N81° ' " Benjamin A Perry I W y W W W W W W W W .Y 4725 W 8,4.$1 17671247 OVERLAY DISTRICT. f+ 4 4 i W .Y .Y W .Y W W W .Y W W .Y //�./,.yJ. S&'N 'QY J• W W W W W W W W W W W W W ✓- �•Q•V. W set Edge of Pavement o Pro p ] t* W W W W W W W W W W W W y Y W W W W l 69.15' AP Aquifer Protection District Prop W, W W W W W �Y W W W V 22 77, W .Y W .Y Y J• PK Nail Q ��ll ,�,►� 1 �Ouble St °rk Limit J• W W W W J. * W V/ W W +• . V J. J. .Y 1 +• J. W W © © � / As Shown on Plan Entitled Baleaked FI W W W W W W W J. W V• V• W W W .Y M1 W W W W W W W J © � © " s W/Sllt aJ W N W W W W W W •L W W W W W i W W W W W W v .Y W W V W W �7 ©' Revised Groundwater Protection Fencing W W W W W W W W W W �a Bit Pavement Area Overlay Districts" — April, 1993 4 W W i W W W W W W v J• W C+�Q� Q}' To Remain N ,li W W W i \6D.0, Jr a J. a W ' .tPA S�Pe �+• O� W FLOOD ZONE: N' y W y W W Jr +� O Edge of Pond E1=13.2' \ W W W W W \\ y� 9 spaces W W Zone B & C (see plan) Approximate MSL (By GIS) \ J W W W . a W ° Community Panel No. ` \ o Re y W PropOSed W y... �-- #250001 0006 D \ aturama'n W W i. July 2, 1992 900 SF ) -y ' 5 Spaces ° SITE AREAS: W ` W ` I � r . y W 2 Stor W y o U y W 372 North Street, Hyannis, MA /� DESCRI P TION PROVIDED 1° ce , �1 W W � `A y W W y Lot Area total. 47,758 SF Aw > 50.0' W Building ■ 1 Buildin Area (footprint) 4,800 SF y d 1 ng I W © © © � © / WWW y All Pavement Areas 15,386 SF Ui h © JBRB a � Sidewalk area 381 SF With W W Fad 1 n—Site Landscape 9,686 SF 1 to � WW � yW i' 1 W W W 1 ff—Site Landscape 4 640SF N W i atural Area 17,505 SF W W of Area (upland) 44,788 SF •V W W W W W V• ' I of Area Wetland 2,970 SF 55.0• 3 spaces W y W W W . M I 66.63 y r y J r W i J W r y r W W r W W r y J Sign • J. \III. I J• W W J• r• .: . �f. . W� W W W ('1rY .Y .Y W P •+: . .Y W W �� '�, ZONING DISTRICT: V. W V. W W V• �Y ..W a...� . W • . W W �_ ]� W W W W W © ©W W• W Y ir W W W W V` Ai. y W W ^Y W W W y W "0-1" OFFICE DISTRICT W 20.0' \ W 9.01 W ` ' Y ,j� o�,e DESCRIPTION REQUIRED PROVIDED TO f t") 7e.71' ' W W Lot Area min. 20,00�0 SF 47,758 SF ` \ Natural 'n W W r W W W \ W W W W Jai W J y G Frontage min 125 LF 298 LF \ J 5 s °ory J W Lot Width min --- 2 1. 7 LF N �1 W y W paces \ �'L Setbacks: \ 0 Fron t Yard 25 LF 78.7 LF 10 LF 22.8 LF �d� ��--.\ Side Yard O \ J' J. .Y . W J. ...G,'�'` ' � Rear Yard 20 LF 66.6 LF � \ 6 spaces \ L . ° WWW y W W �� '� �� BId . Heigh t (max) 30 Ft.* < 30 Ft. "�� loor Area Ratio FAR AIL � `\� �o�� W ` ` � ,► W W� Y Q W W �0 I' (FAR) 0.40 0.20 1 \ 1... W (��O IL <Q�e W OR 2-7/2 STORIES WHICHEVER IS LESSER W-7 \ y \\ W W W W J• \C� LANDSCAPE REQUIREMENTS: Flood Zone Line From FIRM Mapes \ ©© moo 50.0 ' Community—Panel Number \ W �, W W W y 298 LF/ 30 LF = 9.9 STREET TREES, ie 10 TREES .L1L!_ \ \ � � 8 � � 38 SPACES / 8 SPACES = 4.75 TREES, ie 5 TREES ,0, i, \ W y W J , ; 15,292 s f X 10% = 1,529 SF INTERIOR LANDSCAPE FRONT YARD LANSCAPE BUFFER = 1 D FT N/F onuel Ginsberg, Trs, SIDE YARD LANSCAPE BUFFER = 5 FT r. J• J. 9g9 j Natuama'n " W . y W W W W 73s7/is REAR YARD LANDSCAPE BUFFER = 5 FT CB/DH '� p, / W O ON—SITE LANDSCAPE PROVIDED = 9,686 SF W J• W Vr W n fnd N66�8 W W Y �eo`� r I OFF—SITE LANDSCAPE PROVIDED = 4,640 SF __ �,lj J• �` G s PARKING REQUIREMENTS: O,fC•/ ` \` '\ _ \ \ CB/DH W J. Vr J. W + W W W.� ,'�/ 9,600 SQ. FT. 300 SQ. FT. = 32 SPACES � fnd r W v W r W W W 6 SUITES x 1 SPACE PER SUITE = 6 SPACES \ \ W W y W W _10 TOTAL SPACES REQUIRED: 38 SPACES W W W TOTAL SPACES PROVIDED: 38 SPACES HANDICAP SPACES PROVIDED: 2 SPACES Ss � J• � W � \ PARKING SPACE (TYP): 9'x2O' W y r7\ ISLE WIDTH (TYP): 24' ENTRANCE/EXIT WIDTH (TYP): 24' RADIUS: 30' MIN A r, Basin 9OFi W Lot 6 W W W / eFM 1 Story suUMM Catch 0, B44e-k---Bttlldl ®BasinY��.■, Ac UnitsO #396 REVISION: 610712006 Show existing pavement & modify Parking areas GENERAL NOTES: PREPARED FOR: PREPARED BY. TI TLE. 1.) The property line information shown was Be t t 's Pond Building Trust, Inc. Sullivan Engineering, Inc. CapeSury ParkinglLandscz-11pe Plan For compiled from available record information. " 7 Industrial Park Road Po Box 659 7 Parker Road Osterville, MA 02655 Osterville MA 026554_ 2.) The topographic information was obtained Medway MA 02053 Improv-fements At 372 North 0 from an on the ground survey performed on (508)428-3344 (508)428-3115 fax (508) 420-3994 (508) 420-3995 fax M 16/NOV/04. PSu11PE®ool.com copesurv@copecod.net Street Barnstable (Hyannis), Mass `•, 3.) The datum is approximate Mean Sea Level 20 0 10 20 40 80 Draft: JOD Field: WHK/RRL W based on the Town of Barnstable GIS map. I I I i L,J Comp.: JOD Comp.: RRL/WHK DATE: SCALE: _ Review: PS I Drawing # November 18 2004 1 "=20' `n i LE BARON MODEL Vent LE BARON MODEL LF248-2 F,F LF248-2 FRAME & GRATE CTYP EL. 26,00' J FRAME & GRATE CTYPJ F,G, EL, 25.00' F.G, EL. 24,5' Septic Design Analysis See Note 4 (typ,) NEITES ❑f f ice Plow: 75 gal per 1,000 SF 1, Water Supply For This Lot is Municipal Water, (7 j gal x 9,6 0 0/1,0 0 0) - 720 g a l 2, Location of Utilities Shown on This Plan Are Approx, Filter At Least 72 Hours Prior to Any Excavation For This ``- Fabric Project the Contractor Shall Make the Required Septic Tank Requirements: 11 Top El, 22,8' (Min,) Notification to Dig Safe (1-888-344-7233) 720 gal x 2007. - 1,440 g a l EL. 23,0' _ _ ____ � EL. 22,8' 10" 1,500 Gallon 14"j EL, 22,6' 3, The Contractor is Required to Secure Appropriate Use 1,500 gal Tank (H-2 0) Septic Tank 1- EL, 22,4' Permits From Town Agencies For Construction Defined by This Plan, H-20 Flow 2 , ' 4, Install Risers and LeBaron Model LF248-2 frame Leaching Chamber Requirement: Equilizers - - - EL. 21,8' and grate to Finnish grade, 720 gal 0,74 - 973 SF As Required 5, All Structures Buried Four Feet or More or Subject to Vehicular Traffic to be H-20 Loading, Bedding, °T's, Bot, El, 19,8' 6, Septic System to be Installed in Accordance With Leaching Chambers Provicieci: & Baffels 310 CMR 15,00 Latest Revision and the Town of Bottom Area: 59'x12,83' = 757 SF ' If Encountered Remove & Replace 10 as Per Title 5 p Barnstable Board of Health Regulations,Min, All Unsuitable Soils Within 5' of `° (59 +12 83 )x4 = 287 20' c�ewall Area: ' The Outer Perimeter of The 7, All Piping to be Sch, 40 PVC, i Min, System 8, Wherever Sewer Lines Must Cross Water Supply Total Area Provided: 1,044 SF No Water Test Hole 2 El. 14,5 Lines, Both Pip es Shall Be Constructed of Class 150 DEVELOPED PROFILE OF PROPOSED SEPTIC SYSTEM Groundwater @ El, 14,2' Pressure Pipe And Shall Be Pressure Tested To Check: 1,044 x 0,74 - 772,6 gat per observerd Assure Watertightness, g NOT TO SCALE groundwater elevation controlled by the fixed outlet at Aunt Betty's Pond and an actual on-the-ground survey. PERC TEST: 10,860 PERFORMED BY A, OJALA TEST PIT — 2 WITNESSED BY1 SAM WHITE ❑N TEST PIT - 3 ON APRIL 1, 2003 PERFORMED BY A. OJALA GIs GROUND PERFORMED BY A, OJALA GIs GROUND APRIL 1, 2003 SPOT SURVEY SPOT SURVEY APRIL 1, 2003LANDSCAPE ■ TEST PIT - 1 ON - EL, 27.5 EL, 25,5 EL, 27,5 EL, 25.5 MATERIALS: GIs GROUND 0 4 A LAYER - 10YR 3/1 0"-4' A LAYER - 10YR 3/1 PERFORMED BY A. OJALA SPOT SURVEY L, SAND L, SAND APRIL 1, 2003 27,2 25.2 27.2 25.2 Street Trees: Tartarion Maple, Crimson King Maple, Burning Bush, or similar EL. 19,8 EL. 17,8 0"-4" A LAYER - 10YR 3/1 4"-24" BW LAYER - 10YR 5/6 4"-24" BW LAYER - 10YR 5/6 L, SAND L. SAND L, SAND Ornamental Trees: Chinese Dogwood, Japanese Red Maple, or similar 19.5 17.5 25,5 23,5 25,5 23,5 4"-20" BW LAYER - 10YR 5/6 24"- 60" C1 LAYER - 2,5 Y 5/6 24"- 60"' C1 LAYER - 2.5 Y 5/6Aft L. SAND Screen Trees: Nigro Arborvitae, American Arborvitae, or similar 181 16.1 MED/COARSE SAND MED/COARSE SAND 20'-60" C1 LAYER - 10YR 5/6 22,5 20.5 22.5 20,5 Shrubs: Judd Viburnum, Chinese Juniper, or similar MED/COARSE 60"- 84" C2 LAYER - 2,5 Y 6/6 60"- 84" C2 LAYER - 2.5 Y 6/6 SAND/GRAVEL 14.8 12.8 MEDIUM SAND MEDIUM SANS Grasses: New England Erosion Control/Restoration Mix 60"-84" C2 LAYER - BLACK 20,5 18,5 20,5 18.5 GRAVEL W/BOG IRON C3 LAYER - 2, Y 6/4 Wetland Grasses: Existing wetland species; special plants around sign 5.0 3.0 84"- 132" C3 LAYER - 2.5 Y 6/4 84"- 126" 84"-132" C3 LAYER - 2,5Y 6/3 FINE/MED SAND MEDIUM SAND MED/COARSE SAND 16.5 4 17-O 15,0 -� Lighting (Low Level & Directed Downward) TOP OF PERC HOLE: 52" PERC RATE < 2 MIN/INCH TOP OF PERC HOLE: 52" PERC RATEi < 2 MIN/INCH Lighting (Ground Level) OBSERVED GROUNDWATER ELEVATI❑N CONTROLLED BY NO WATER ENCOUNTERED NO WATER ENCOUNTERED THE FIXED OUTLET AT AUNT BETTY'S POND - NO ADJUSTMENT REQUIRED - WATER OBSERVED 43' AT EL. 16.2 corrected to 14.2 Welch:Ron S566-5347 DRAINAGE ELEVATIONS — - — — — — - — — • — — — — - — — - — — — —LE BARON MODEL LF24&2 FRAME & GRATE (TYP.) FRAME&LE BARON MODEL LF248-2 (SEE DRAINAGE ERRATE(ON CHART) RIM INVERT SIZE (SEE DRAINAGE ELEVATION CHART) i Type "A" Berm CB 1 18.8 16.5 1211 ID LEACHING CHAMBERS PRECAST CONC, RISER OR Slope MORTAR SHIM a a Varies Q 11 0'-10' .a a: a a FD 4X8-D BRICK & MORTAR SHIM Level CBZ 18.8 16.0 12 ID a a a a MORTAR SHIM MAN IDpDPE(PIPE (FLOW DIFFUSOR ) AS REQUIRED CTYPJ 2 - 1 1/2'D i in'BITUM INGUS SURFACE COURSE (t v HOLES CTYP.) FILTER FABRIC <TY .)P .. .e.su..r.:................... ._.....:. .._:_.:...:.:...::. :..:....:._ B 1 1.... ......:.:.:............_............ .s....n.....w......._...,......_............._:........._........._..K.o.........._._.,....._.......x......F..............k...... � C 3 8.8 6.5 12 ID . .......::::::.:..:s�:..,.....��.....�....,..:::n........:.:.:..:.:.:.:.....................................:::::::.�::,..:.::::::::.:..._:::..::.�:.:�::.:::...:.......:::.:.:..::.:�:.:::::: �,2 BI1[IMINOUSHINDERCOURSE 12• ( YPJ CB4 18 7 16.0 12 ID Q 12' 0 2'OF PEA STONE CTYPJ 1/ HDPE PIPE CTYPJ n�` � � � � � � � u'cRAVEcaASEcovRSE HDPE PIPE CTYPJ 4,0' GI 0 CM CM 1/2' TO 3/4' DOUBLE WASHED ar ® ® ® ® CRUSHED STONE (TYP,) COMPACTED SUE()RADE CB5 18.7 16.0 1211ID a 6.0' 1% (TYP,) BITUMINOUS BERM & PAVEMENT DETAIL SEE DRAINAGE SEE DRAINAGE 4` 0 HDPE PIPE CTYPJ ELEVATION CHART ELEVATION CHART Not to Scale FD 1 ---- 15.5 2 4 x8 w/ STONE (12 x24 ) FOR ALL INVERT Q Ll a FO ALL INVERT � � � t FLAT TOP MANHOLE ELEVATIONS ELEVATIONS FLAT TOP MANHOLE x8 w/ STONE (12 6'-0' DIAMETER 6'-0' DIAMETER 1 1 CH-20 ) CH-20 > FD2 ---- 16.0 1 4 x16 ) 1 t DRAINAGE SYSTEM FD3 ---- 15.4 3 4'x8' w/ STONE (12'x26') DEVELOPED SCHEMATIC LP 1 ---- 23.0 600 GAL W/ F OF STONE Not to Scale 4 10 f LP2 ---- 23.0 600 GAL W/ F OF STONE . cm REVISION: 610712006 Show existing pavement & modify parking areas GENERAL NOTES: PREPARED FOR: PREPARED BY. TITLE: Bett's Pond BuildingTrust Inc. Sullivan Engineering, Inc. C eSury Specification Sheet for� p 'd. PO Box 659 7 Parker Road Medway MA 02053 7 Industrial Park Road Osterville, MA 02655 Osterville MA 02655 Improvrements At 372 (508)428-3344 (508)428-3115 fax (508) 420-3994 (508) 420-3995 fax PSullPE@ool.com copesurv@copecod.net Street Barnstable (Hyannis), Mass Draft: JOD Field: WHK/RRL W Comp.: JOD Comp.: RRL/WHK DATE: ,. �J SCALE: •/ „ Review: PS Drawing ,# November 18 2004 / =20r o SOu ' / Al Zu Town Of Sc able r�+ QGrAv 12097/316 e 2 Story WIF Printed from TOPO!01998 Wildflower}?rnd11ations(www t o.Coul NIFba Office Building r LOCATION MAP )dB/°HI 1 I Town of Bornstab/e 0 1�1 j I 12os7/31s U #340 / " = 2,ODOf' I I I I I I I / ` �:� fin I CB/DH '� Edge of Bordering Vegitated Wetland I j .. / Delineated b Haml n Consulting (12/99) 'I 6 I I 44.9 t I fnd 4 / 66.26' / / ss t r 39.98 „ N/F I \ ASSESSORS REF. �' y I I f ( I I I 9' t / I S&� I t IN8 47r25 Y,/ � 1 35.Perry \ Id / j � / / 23 r /F' / \ Map 308, Parcel 008 Edge of Bordering Vegitated Wetland I I I /I I I o / // I I r 84.81 S&N I A Perry o ys As Shown on Site Development Plans I I I I� I I j / / . ( \ \ I r r 2�.1 /247 / \ r I I set ` / � 5// PK No o Prepared ,By downcape engineering (11/17/03) I / I l j l l I\ \ \ II , r i vFn \\ OVERLAY DISTRICT.- AP Aquifer Protection District rn I I I i►+� / l 1 j I \ \ \ I I I I I _ v 1sx3 As Shown on Plan Entitled _18- — \ Bit Purkinc�Area "Revised Groundwater Protection I Overlay Districts" •— April, 1993 Edge of Pond E1=13.2' Approximate MSL (By G1S) 41� I i y r ; J / r'_ \ \ \ \ \ i / / ! ► I I I I i r F FLOOD ZONE. I I r WF-a Zone B & C (see plan) Community Panel No. 1 I \ I I I / ` \ \ / I ► I I I \ ¢ = #250001 0006 D July 2, 1992 1 I j II i I I I j \ � � l ' / I I I I I I ` ,:r�` • \ — ZONE., 01 Office District I . Bn B oXN /.' �l Area (min.) 20,000 SF Frontage (min) 125 \ i Width (min) N/A 1h ,' \ Setbacks:Front 25' Side 10 Rear 20' I I t _ Bldg. Height: 30'* < \ I \ 1 // / , , / \ \ 0 y1+1 Q�1 I �� FAR: 0.40 �■ 1 1 \ r r I r / ' � � r I �- __ // / // // // / I l \� I v / or 2-1/2 stories whichever is lesser IM _ J ° R X_ O ! I III ` \-- � / //CL O 11 I I � l \ / 17x4 J �.ce:' • • �i 1 1 I V \\ / / \p10 V I \ 17x4 / 9 \ X / l fnd / \ // R O�ae Manu Ginsberg. Trs. u 4- 99 \ , 1 CBIDH �\�\\ fnd 11+�+ 0r o /� ctf 8 and. l vert ma_ — /•: O� \ , _ 'Coe ! �Y :Catch = Basin Lot 6 16x7 / L / \ / i a 1 Story / l _ iCotch ° e Brick Building / / R-1S.5 easin e AC Units 396 / // Notes/Revision: PREPARED FOR: PREPARED BY- Title: 1.) The property line information shown was Betts Pond BuildingTrust, Inc. CapeSury Existing Conditions Sullivan Engineerrn �c. may, compiled from available record information. 7 Industrial Pork Rood PO Box 659 7 Parker Road f 2.) The topographic information was obtained Med wa 1/ MA 02053 Osterville, MA 0;: Osterville MA 02655 Plan o/ Land- in o from an on the ground survey performed On J (508)428-3344 (508)-v,,�3 ' P','K (508) 420-3994 (508) 420-3995 fax •�.,, 16/NOV/04. PSullf'E�� r capesurvC�capecod.net Bamstable, �s�� (Hyonnis) 3.) The datum is approximate Mean Sea Level ---- based on the Town of Barnstable GIS map. 20 0 10 20 40 80 Draft _ _ Field. WHK/RRL a� Comp.: Comp.: RRL/WHK Date: ,� Scale: �� Review: Drawing # November 18, 2004 1 =20 41 �u tJ N 3. G oar' N Town of Barnstable :• t � � ranted from TOPO!01998 WiM---rer Pm ductinns(wwvr to t%com) Proposed Septic System T N/F See j4n1Nabaef 4 LOCATION MAP C y/Y O 2 Story W/F 1" = 2,000f' Office Building • I I I / � � ejDM l ( I I \ 6 o\ #340 I fad ' i CB/D M I l O m Q i' Mary NA Per / ASSESSORS REF.. Edge of Bordering Ve hated Wetland I fhd 1 / , 0 1 a� 1435111 3y N/F Map 308, Parcel 008 g g g I / S&N \ Jomin A Perr 6 I 66.26' j 1767/247 Flagged by Hamlyn Consulting (12199) 1 A l ( i 44.99� l / set '_- 3 .9s S&t \ M 47,5„W / 1 I Pro I / '� 84.81 \\ / �� OVERLAY DISTRICT: I pp b s Work Ll i l l l /t' 1 ti \ T S&e ,// \ — `^' i I 11 I D leaked �'t / / / / ' \ I Ef, "24 5 / 69.15' PK No AP Aquifer Protection District es 3lal� 1 1 Zz.77� 1 1 1 d \ As Shown on Plan Entitled i tFencif?g // \ LP 2 ` \ \ 1' I I \ "Revised Groundwater Protection I / FD laxi Overlay Districts" April, 1993 , it Parking Area Be Removed \ o \ FLOOD ZONE Edge of Pond EI=13.2' Zone B & C (see plan) ' 1i i`I I 'Ii I`iI!,,1�,�\• \—\\y W¢\`,i\.iI,t \II\I I(} ToII,/I\ mI/a 1 I I///I\l/////l\//j/ \ \ \\\ \ \ 1 . __ .__ I-1I , Community Pane l N o.APProximate MSL (By GiS) zxaPrCO #250001 0006 D �\ dNatu se Drolho July 2, 1992 Eewtnaon976 0 Sp\\ ; \ Shst 4 Of 4 SITE AREAS:O R=175'p �\ Stqr Yl� 372 North Street, Hyannis, MA 16xQ °+ r' i I I I I I I i "' ' \ //' \ DESCRIPTION PROVIDED I I ' 1 d Lot Area total. 47,758 SF ' I I 2uC11"1 \ L_ PX x; rl I i I I / Buildin Area foot rint 4 800 SF. I ( 5o.d' - \ !� I��i ; >t ' / ;i i# i \ / �, :' / ' Pavement Area 15 673 SF 1 I 1 1 I W \ J '�' "! V I I B / ' idewalk area 381 SF t�h {. nd / n-Site Landscape 9,282 SF su ff-Site Landscape 4,640 SF Natural Area 17 505 SF 2 / 17xs \ , f / �� -T�' of Area (upland) 44,788 SF �5.a' Y -)} ' f �i of Area Wetland 2,970 SF :' ZONING DISTRICT. oo 6/ »0-1" OFFICE DISTRICT \ �\ , ,_ �,•� .20 DESCRIPTION REQUIRED PROVIDED -yl / _ / Goo /FQ Lot Area min. 20,000 SF 47,758 SF �� / Frontage min 125 LF 298 LF 51 / .� 231.7 .1 Lot Widthmin F / X / Setbacks: C8-3 / —17- — _ \ / / O Fron t Yard 25 LF 78.7 LF ) a � � / Side Yard 10 LF 22.8 LF . ' i` X�ti , >- Rear Yard 20 LF 66.6 LF AILBldg. Height max 30 Ft.* < 30 Ft. .`O� ' Floor Area Ratio (FAR) 0.40 0.20 I=' IV ' �To Re m ll • OR 2-1/2 STORIES WHICHEVER IS LESSER iImatural'a'n \ / / 17x4 �llr WF-7 70 "L TOW i 17x4El. 24.5 1 + N/F / •J \ \ / // Manuel Ginsb , Trs. 7397/erg19 99, } � fnd \ NO�. - "�� \\ / ElevaBtl'nona on Shoot 4�,\e Sheet 4 of#15 `oz � \ CBIDH z fnd / 16 -- --- — — -... — p \ � :KWF-10 '��• � ss / / •, \ J / 17.E / Culvert ncco+ — f Basin / Lot 6 / 16x7 Y // 1 Stor t2otan � •,� R=16.5' g Brick Building / /�,,Basin A9 ' AC UnitsQ #396 Notes/Revision: PREPARED FOR: PREPARED BY. Title: 1. The property line information shown was Sullivan Engineering, Inc. CapeSury GradinglDrainagelSeptiffic Plan forP P Y Betts Pond Burlding Trust, Inc. 'd- compiled from available record information. PO Box 659 7 Parker Road 7 Industrial Park Rood Osterville, MA 02655 Osterville MA 02655 Improvements at 372 North 2.) The topographic information was obtained Medway MA 02053 from on on the survey performed on (508)428-3344 (508)428-3115 fox 1 (508) 420-3994 (508) 420-3995 fax N 9 Y P PSu1IPEC9aol.com capesurvC�capecod.net 16/NOV/04. i Street Barnstable (Hvannis), Mass 3.) The datum is approximate Mean Sea Level Draft: JOD Field: WHK/RRL based Barnstable map. bd on the Town of Btable GiS 20 p 10 20 40 80 - Camp.:JOD Comp.:RRL/WHK Date: Scale: � Review:PS Drawing # November 18, 2004 1 fl=20F cus t�7, Pu °r ,+ r, oGrgv NIF Town of Barnstable120971,316 � @ I 1 I i rintedfmIll®1998 Wi]dflowerProdnctions(www.to oxom) rn) Town of B nstab,e(i LOCATION MAP 12097/31 OfficeV Building r� 1" = 2 000f' j I tW 2 1 #340 ° B/DH 1 ) N,r ASSESSORS REF.. - fnd �B/pH Mory A Perry Edge of Bordering Vegitated Wetland I' - �hd , S&N 1435/1123 n N 247�y Map 308, Parcel 008 1 �6't_iL W 66.26' set 39.98 . Flagged by Hamlyn Consulting (12199) I I 44.99 W w W W W S&e N&1'47'25"W W W W W W W . •► W W W W . W OVERLAY DISTRICT. I2 I '� W •Y W W W W W W W W W W * * h W W 84.81 S&N r� W W W W W W W W W W W Set ° ' W W W W W W W W W .r W W W W W W W '�• W PK Nail proposed � � _ 69.t5 AP - Aquifer Protection District Tlr W Y 1 W W W W Y W W W Y 1 W W W W W W W W W Double Work Liljjit v Z?„77'+ " , C�©© W W As Shown on Plan Entitled Stacie W W W W W 'W W W W W W W W W W W W W W © © „�'•�© W W W W W W W W i W W W "•1 'Revised Groundwater Protection Bales ytysilt FNay W W W W W W W W W W W W Y W W W W © © �� " W W W W W W W W W a W W W W W Overlay Districts" - April, 1993 in0 •Y •Y W W •Y W W W W W W W W •.• "• W .y W W •Y W W W W W W W t.p W enc 6 CY Q W W •Y W W W W 1 SX3 Alt, Y ' \ •._.� W W WY 1W W W OJ� W To,Be 8em ed„ ' \ 4W � W W W W W W � W W W � W yW� W � W WWW FLOOD ZONE: Edge of Pond EI=13.2 ` \ \ ® . W W WW Zone B & C (see plan) • "• W y •Y W W Approximate MSL (By CIS) I IM \ 12 spaces " W " Community Panel No. .,. W W W I \ To ReTM Propos 4��k W .Lt W W W W W W W W W W W. #2 50001 000uly 2. 6 D •.lain Al, A \ Natural 97600 SpW WTI ..,, SITE AREAS: I i 4 spaces °r R=17.5• 2 Story I 372 North Street, Hyannis, MA („„f`�` W W W W W W 18X0 }•� W '� I $Q,Q• o " W W y W W W W W W ,� DESCRIPTION PROVIDED P. a- W W ♦ W • 1 - (n CT W W W W W W Lot Area total. 47,758 SF ..ili�if_. W '•: W W W •Y W W Buildin I O W W W W Y W W W BuildingArea foot rint 4,800 SF — so.o• �' ©© W W W W W/W W W W + Pavement Area 15,673 SF 1 `••• � © W W W •Y�W •W W W W y�� �aJ - 1 ". ,�.• © W W W W W W W BREW W1 .Y W .K� Sidewalk area 381 SF 1 Wjth W 0 W W W W/W "FnV °W W i n-Site Landsca e 9,282 SF 6 Suit e _z �. W •Y W W W W W W W W W W W W W i ff-Site Landscape 4,640 SF �..�. � �1 atural Area 17,505 SF \ t1�lt I I 4 W W W W W 17X9 of Area (upland) 44,788 SF I I WW .'f WWW �Aw WW � WWWWW I of Area Wetland 2970 SF . AO1/. ® 3 spaces W W ` .► W W W 'iF.. 55.0• •y W W W W W W ` - 66.63• W 'Y ` W W W W W ' W "• Sign ZONING DISTRICT. .: •• f_ W •i•' W W W o W +` CJ ` 1� W W W � t•Y .F .•e:.. f •i_•.w..._Y•.•N •a Y•;�i •. W W W •Y W W W W `Y W W W +W 4.•4 Dc�cy W W W W W - �, %F s W +6 "0-1" OFFICE DISTRICT \ , \ 20.0' W W W W W W W W W �e DESCRIPTION REQUIRED PROVIDED 17XG, O YYi •• Lot Area min. 20 000 SF 47,758 SF W W "• :•'' � ��W W W W W W �•�O ` Fron to a min 125 LF 298 LF \ To Retna- •� W }••• 78.71• W W W "• W W / V l 31�L Natural 11� wWW 9.U• \ WWI.•. WW W W W W W/ I�II�`��i rW vW " rWn " w�1}� Lot --- A2\I�1.. � W 5 spaces # ,` Setbacks:h min 1. F rW s ace \ +• W W W W W "• ♦ W Fron t Yard 25 LF 78.7 LF \ 0 Side Yard 10 LF 22.8 LF Rear Yard 20 LF 66.6 LF O \\I 4 spaces \ Bldg. Height (max) 30 Ft.* < 30 Ft.P 11 \ h � W W W 0 Floor Area Ratio (FAR) 0.40 0.20 W W �` ` `/�'.\J�• •�•(���^ '�• •i' _ • OR 2-112 STORIES WHICHEVER IS LESSER 0. AIL 1Yrij�(L'C WF-7 �''01►11'11`V�\\ W W ` \ " W " W GJ ,©© • T^yr1 .y LANDSCAPE REQUIREMENTS. \\ \�+�J ' +°c % 298 LF/ 30 LF = 9.9 STREET TREES, ie 10 TREES AL\ 50.00• W W W W Y W W W W W W �� 38 SPACES / 8 SPACES = 4.75 TREES, ie 5 TREES iiitlftlfYf� �l ". W ���Wfff f 15,292 sf X 10% = 1,529 SF INTERIOR LANDSCAPE 1 W W W W W "• W 17x4 1 FRONT YARD LANSCAPE BUFFER = 10 FT Manuel Ginsberg, Trs. SIDE YARD LANSCAPE BUFFER = 5 FT ,�•� " W W W 7397/19 REAR YARD LANDSCAPE BUFFER = 5 FT cB/DH 9`990\ To `3W W W W W W W 1�+,}ti ON-SITE LANDSCAPE PROVIDED = 9,282 SF Natural� fnd N o emain W W W W W W ", W .�� o�.,e OFF-SITE LANDSCAPE PROVIDED = 4,641 SF Z. W W W W W _: 17x3 + .--- PARKING REQUIREMENTS: \ to 9,600 SQ. FT. 300 SQ. FT. = 32 SPACES Ditch W W W W W c8/0H " W W W W W W: i 6 SUI TES x 1 SPACE PER SUI TE = 6 SPA CES N. fnd W W W 0 ` TOTAL SPACES REQUIRED: 38 SPACES � ��1O � +• W W W W � AL A •. •v W W .� TOTAL SPACES PROVIDED: 38 SPACES oft �� ems,, \ W W ��° HANDICAP SPACES PROVIDED: 2 SPACES + PARKING SPACE (TYP): 9'x20' 17, ISLE WIDTH (TYP): 24' canc. evert` r7Xo, _ ' ENTRANCE/EXIT WIDTH (TYP): 24' WW . W RADIUS. 30' MIN ...W- Oy Tog •Y .r WR=16.5' • hOe W "• W W ®CatC11 W W W W W Basin Ws.4i� W W W Lot 6 .. ". .. 16X7 `' �e 1 Story Brick Building R=1s'j�Boggy 0� 9 AC UnitsO #396 Notes/Revision: PREPARED FOR: PREPARED BY Title: ParkinglLandsut%aape1.) The property !!ne Information shown was Betts Pond Building Trust, Inc. Sullivan Engineering, Inc. CapeSury Plan For compiled from available record information. 7 Industrial Park Road PO Box 659 7 Parker Road Osterville, M,i 02655 Osterville MA 02655 Improvounments At 372 North 2.) The topographic information was obtained MedwayMA 02053 • from an on the ground survey performed on (508)428-3344 (5oF)428-3715 fax (508) 420-3994 (508) 420-3995 fax 16IN0V/04. PSul?/ bol.com capesurvCs�capecod.net Street Barnstable (Hyannis), Mas 3.) The datum is approximate Mean Sea Level Draft: JOD Field: WHK/RRL Q)Scale: based on the Town of Barnstable GIS map. 20 0 10 20 40 80 t Comp.: JOD Comp.: RRL/WHK Da te: Review:PS Drawing # November 18, 2004 1 "=20' 1 _j LE BARON MODEL Vent LE BARON MODEL LF248-2 F.F EL, 26.00' LF248-2 FRAME & GRATE (TYP.) FRAME & GRATE (TYP.) F.G. EL. 2S.00' F.G. EL. 24.5' Septic Design Analysis: See Note 4 (typ.) NOTES Of f ice Flow-. 75 gal per 1,000 SE 1. Water Supply For This Lot is Municipal Water. (7 5 gal x 9,6 0 0/1,0 0 0) - 720 g a l 2. Location of Utilities Shown on This Plan Are Approx. 11 Filter At Least 72 Hours Prior to Any Excavation For This , Fabric Project the Contractor Shall Make the Required Septic Tank Requirements: EL. 23.0` ------ - Top Et. 22.8' (Min.) Notification to Dig Safe (1-888-344-7233) 720 gal x 200Y. - 1,440 g a l EL. 22.8' - --------------- 3. The Contractor is Required to Secure Appropriate lop l,soo Gallon 14° EL. 22,6---___ qUse 1,500 gal Tank (H-20) Permits From Town Agencies For Construction Septic Tank EL. 22.4 Defined by This Plan, H-20 Flow 4. Install Risers and LeBaron Model LF248-2 frame Leaching Chamber Requirement: Equilizers EL. 21.8' and grate to finnish grade, 720 gal - 0174 = 973 SF As Required 5. All Structures Buried Four Feet or More or Subject to Vehicular Traffic to be H-20 Loading. Bedding, "T"s Bot. El. 19.8'11F6, Septic System to be Installed in Accordance With Leaching Chambers Provided: 10, & Baffels - 310 CMR 15,00 Latest Revision and the Town of Bottom Area-, 59'x12183' 757 SF as Per Title a If Encountered Remove & Replace Barnstable Board of Health Regulations. � � Min. All Unsuitable Soils Within 5' of � 7. All Piping to be Sch. 40 PVC. S I d e W a l l A r e a� (5 9 �'12,8 3 )x 4 = 287 201 The Outer Perimeter of The ,�; Total Area Provided 1,044 SF Min, System 8, Wherever Sewer Lines Must Cross Water Supply Test Hole 2 El. 14.5 Lines, Both Pipes Shall Be Constructed of Class 150 No Water Pressure Pipe And Shall Be Pressure Tested To C h e c k 1,0 44 x 017 4 = 772.6 gat DEVELOPED PROFILE OF PROPOSED SEPTIC SYSTEM Groundwater @ El. 14.2' Assure Watertightness. g NOT TO SCALE per observerd groundwater elevation controlled by the fixed ' outlet at Aunt Betty's Pond and an actual on-the-ground survey. PERC TEST, 10,860 PERFORMED BY A. OJALA TEST PIT - 2 ON TEST PIT - 3 WITNESSED BY. SAM WHITE ON APRIL 1, 2003 PERFORMED BY A, ❑JALA GIs GROUND PERFORMED BY A. ❑JALA GIS GROUND APRIL 1, 2003 SPOT SURVEY SPOT SURVEY APRIL 1, 2003 TEST PIT - 1 ON EL. 27.5 EL, 25.5 EL, 27.5 EL. 25.5 LANDSCAPE MATERIALS: PERFORMED BY A. ❑JALA GIS GROUND 0 -4 A LAYER - 10YR 3/ 0"-4' A LAYER - 10YR 3/1 APRIL 1, 2003 SPOT SURVEY L. SAND L. SAND EL. 19.8 EL. 17.8 _ 27.2 25.2 272 25.2 Street Trees: Tartarion Maple, Crimson King Maple, Burning Bush, or similar 0'-4' A LAYER - 10YR 3/1 4"-24" BW LAYER - 10YR 576 4"-24" BW LAYER - 10YR 5/6 L. SAND L. SAND L. SAND Ornamental Trees: Chinese Dogwood, Japanese Red Maple, or similar 19.5 17.5 25.5 23.5 25.5 23.5 4'-20' BW LAYER - 10YR 5/6 L. SAND 24"- 60" C1 LAYER - 2.5 Y 5/6 24"- 60" C1 LAYER - 2.5 Y 5/6 1W Screen Trees: Nigro Arborvitae, American Arborvitae, or similar 18.1 16.1 MED/C❑ARSE SAND MED/C❑ARSE SAND 20'-60' C1 LAYER - 10YR 5/6 22.5 2015 22,5 20.5 0 Shrubs: Judd Viburnum, Chinese Juniper, or similar MED/COARSE 60"- 84" C2 LAYER - 2.5 Y 6/6 60"- 84" C2 LAYER - 2.5 Y 6/6 SAND/GRAVEL 14.8 12,8 MEDIUM SAND Grasses: New England Erosion Control/Restoration Mix 60'-84" C2 LAYER - BLACK MEDIUM SAND GRAVEL W/BOG IRON 20.5 18.5 20,5 18.5 5.0 3.0 84" 132" C3 LAYER �- 2.5 Y 6/4 84"- 126" C3 LAYER - 2.5 Y 6/4 II Weiland Grasses: Existing wetland species; special plants around sign 84'-132 C3 LAYER - 2.5Y 6/3 FINE/MED SAND MEDIUM SAND Lilting (Low Level & Directed Downward) MED/COARSE SAND 16 17.0 15.0.5 TOP OF PERC HOLE: 52' PERC RATE: < 2 MIN/INCH TOP OF PERC HOLE: 52' PERC RATE: < 2 MIN/INCH Lighting (Ground Level) OBSERVED GROUNDWATER ELEVATION CONTROLLED BY NO WATER ENCOUNTERED NO WATER ENCOUNTERED THE FIXED OUTLET AT AUNT BETTY'S POND - NO ADJUSTMENT REQUIRED - WATER OBSERVED 43' AT EL. 16.2 corrected to 14.2 r DRAINAGE ELEVATIONS LE BARON MODEL LF248-2 LE BARON MODEL LF248-2 `j T7 FRAME & GRATE (TYP.) FRAME&GRATE(TYP.) RIM INVERT ERT SIZE (SEE DRAINAGE ELEVATION CHART) (SEE DRAINAGE ELEVATION CHART) D p pp ;,sl. Type %1" Berm CB 1 1 8.8 16..5 6' ID 2:1LEACHING CHAMBERS PRECAST CONC. RISER OR Slope Q p MORTAR SHIM FD 4X8-D - BRICK & MORTAR SHIM CB2 1 C7.O 1 6.® 6' ID 0'-10, " 6 a` v d (FLOW DIFFUSOR') AS REQUIRED (TYP.) varies v v MORTAR SH?'' 12' fdHDPE PIPE Level 3A• 2 - 1 1/21D d a LQRFD K-YP� MANIFOLD F FABRIC (TYP,) � D HOLES CTYP. - IImBrlue.BloussuRrACEcouRSE CB3 1 U.0 16.5 6 11J 1 IQ•BaMMOUSBUMERCOURSE HDPE PIPE(TYP.) ° . 12,TO') 2'OF PEA STONE (TYP) R R R T11T� HnPE PIPE (TYP.) 9�cm � ® C'•`4 1 '"'8 16.5 CID ITGRAVELBASECOURSE 4.0' G1 1/2' TO 3/4' DOUBLE WASHED p p T� ® ® ® CRUSHED STONE (TYP.) CBS 18.8 16.0 6' 11J LF. COMPACMDSUBGRADE n 2% (TYPJ 6.0' 4' 0 HDPE PIPE <TYP.) BITUMINOUS BERM & PAVEMENT DETAIL SEE DRAINAGE SEE DRAINAGE v ELEVATION CHART v ELEVATION CHART Not to Scale 0-8 d v' FOR ALL INVERT dv OR ALL INVERT ---- FLAT TOP MANHOLE ELEVATIONS ELEVATIONS FD 1 15:.5 4 x8 w/4 OF STONE (12 x24 ) 6'-0' DIAMETER FLAT TOP MANHOLE l t ) 6'-0' DIAMETER ---- (H-20 (H-2U , FD2 16.0 4 x8 w/4 OF STONE (12 x 10 ) DRAINAGE SYSTEM FD3 ---- 15.5 4'x8' w/4' OF STONE (12'x26') DEVELOPED SCHEMATIC LP l ---- 23.0 600 GAL W/ F OF STONE LP2 ---- 23.0 600 GAL W/ 1' OF STONE Not to Scale Notes/Revision: PREPARED FOR: PREPARED BY- Title: g Sullivan Engineering, CapeSury Specification SheeoBetts Pond Building Trust, Inc. g , Inc. t fr �- 7 Industrial Park Road Po Box 659 7 Parker Road 02655 Osterville MA 02655 Improvements At 372 NorthMedway MA 02053 Osterville, MA . (508)428-3344 (508)428-3115 fax (508) 420-3994 (508) 420-3995 fax Psu//Pf.-Ooo/.com capesurv&-apecod.net Street Barnstable (Hvannis), Mass Draft: JOD Field. WHK/RRL Comp.: JOD Comp.: RRL/WHK Date: Scale: Review:pS Drawing # November 18, 2004 1 ,=20'