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HomeMy WebLinkAbout0122 BRIDGE STREET (4) a PHOTOVOLTAIC ARRAY OYSTER HARBORS MARINE 122 BRIDGE STREET OSTERVILLE, MASSACHUSETTS ROOF LOADING ASSESSMENT For Proposed Solar Panel Array System 1yT Y r% ■ .. Syr¢ f rC "-6 Prepared For: �y�Fti`y GF df,nex*#i; s� GGLIN J. c Gf;LLAGHER 21 High Street, Suite 209 " 114 " k North Andover,MA 01845 A�aF9FQISTE wQ 978-688-2700 Fss� NAL M p�oq Prepared By: BMC INGINEERING, L.L.C. 333 North Main Street, Suite#1 Middleton, MA 01949 978-774-1884 Roof Loading Assessment April 2009 Page 1 of 7 TABLE OF CONTENTS Page No. I. Project Description........................................................................3 I1. Scope of Work.............................................................................4 III. Current Conditions......................................................................5 IV. Structural Analysis....................................................................._5 V. Findings/Conclusions...................................................................6 APPENDICES A. Collateral Load Analysis............................................................7 B. Design Calculations and Reference Data..........................................10 Roof Loading Assessment April 2009 Page 2 of 7 I.PROJECT DESCRIPTION Introduction This Roof Assessment Report has been commissioned by NexAmp, Inc., to determine the capacity of the existing building structure to support the addition of a roof mounted solar panel array system. The proposed roof mounted solar panel arrays are to be located on the south facing roof of the main building which is owned by Oyster Harbors Marine. Project Location The buildin address is 122 Brid a Street, Osterville,Massachusetts. Sr Oyster Harbors Marine ' Osterville, MA i Figure 1 -Aerial View of Project Building Description/History The building is currently under construction but is substantially completed. The superstructure was manufactured by Varco Pruden Builders, Memphis, Tennessee and consists of rigid structural steel frames. Lateral support is provided by the rigid frames in one direction and Tie-rod "X-braces" in the other direction. The solar panels are to be located on the south facing roof of the main building. The roof construction in this area consists of standing seam metal roof deck supported by steel purlins. The purlins are supported by the rigid steel frames at various spacing. The foundation consists of a cast in place reinforced concrete. The Inverter will be housed in the electrical room and will be supported by a concrete slab on grade. Roof Loading Assessment April 2009 Page 3 of 7 II. SCOPE OF WORK Structural Engineering Evaluations Our scope of work has been defined as three engineering tasks defined herein: Task A —Photovoltaic panel to roof attachment design. BMC Engineering designed the attachment of the photovoltaic panels to the standin seam metal roof in accordance with the Massachusetts State Building Code 780CMR, 7` Edition, Chapter 16. Task B-Research and Review of Building Loads BMC structural engineers reviewed the available construction drawings prepared by the building manufacturer, Varco Pruden Buildings, Memphis, Tennessee, to determine the loads that were used to design the building. BMC also coordinated with the engineer of record for the building, Philbrook Engineering, Dennis, MA who provided the current collateral load for the building (see Appendix A). Task C-Report Preparation This report provides written documentation of our investigations and conclusions regarding the capacity of the roof to support the installation of the proposed solar panel system. All applicable code requirements, design criteria, existing drawings and structural design calculations prepared for this project are included for record (see Appendix B). Limitations This report is solely for use by our client, NexAmp Inc., expressly for his purposes in obtaining a Building Permit from the Town of Barnstable to erect the proposed solar panel arrays. The report relates only to the adequacy of the existing roofing and roof framing to carry the additional imposed loads of the proposed solar arrays. It is not to be used by any other party for any other purpose. Roof Loading Assessment April 2009 Page 4 of 7 M. CURRENT CONDITIONS Existing Structure The building footprint where the panels will be erected is approximately 108 feet by 54 feet comprising a pitched roof structure. The existing roof is comprised of a standing seam metal roof supported by steel purlins. The ridge height of the building is approximately 44 feet above grade and the eaves height is approximately 26 feet above grade. The purlins are typically spaced at 5'-0" on center. The purlins are supported on rigid steel frames which are at various spacing from 15'-0" to 23'-5"on center. The rigid frames are composed of steel plate girders. The roof has a pitch of approximately 18%. Conditions/Observations The building is under construction and is expected to be completed soon. In the proposed areas to be used for the solar panels, it is assumed that the structure was completed as per the construction drawings. IV. STRUCTURAL ANALYSIS Design Criteria—PV Panels Massachusetts State Building Code 780CMR, 71h edition, Chapter 16 The PV panels and associated connection hardware are designed in accordance with the latest edition of the building code which is currently the 71h edition. Design Criteria—Existing Structure Massachusetts State Building Code 780CMR, 71h edition, Chapter 16 & 34 Massachusetts State Building Code 780CMR, 61h edition, Chapter 16 Building Roof Loading The current collateral loads were provided by the FOR (Philbrook Engineering) in their letter dated 7 April, 2009 (see Appendix A). The maximum project collateral load in the area where the PV panels are to be installed is 5.71 lb/sq ft. This load is based on the current or yet to be installed hung loads such as lighting, fire sprinklers, insulation, fans and HVAC ductwork. According to the NexAmp the solar panels will occupy the majority of the roof area on the southern side of the building as indicated on the attached layout plan (see Appendix B). The additional load for the PV arrays and all associated fastening hardware is 2.5 lb/sq ft. The total collateral load for the roof area where the arrays will be added is therefore 8.21 lb/sq ft maximum. Stresses & Deflections According to the building construction drawings the roof of the building was designed for a collateral load of 11 lb/sq ft which exceeds the actual anticipated load of 8.21 lb/sq ft calculated above. Therefore it can be concluded that the proposed addition of the PV Roof Loading Assessment April 2009 Page 5 of 7 arrays does not overstress any components of the existing building nor are the allowable deflections of any components exceeded. V. FINDINGS/CONCLUSIONS The proposed addition of the PV arrays is considered to be "Level 1 Work" in accordance with 780 CMR 3408.6.1 since the effective seismic weight that the building was designed for has not increased. Therefore the structural components of the building need only be designed in accordance with the code in affect at the time the original building permit was granted. In this case the building was designed per the 61h edition of the building code. Based on the structural analysis carried out and based on the loading information provided by the client, the existing roof and roof framing can safely carry the additional solar panel loads. By engineering judgment the slab on grade will be adequate for the proposed Inverter. i Roof Loading Assessment April 2009 Page 6 of 7 APPENDIX A EXISTING COLLATERAL LOADS Roof Loading Assessment April 2009 Page 7 of 7 PHILBROOK ENGINEERING 107 BEACH STREET_ Project: Oyster Harbors Marine DENNIS,MA 02618 Project No: P06.28 1.608485-8682 Date: 7 Aprll 2009 PROJECTED AVERAGED TOTAL ROOF LOADS Project: 1 Story Wood Carpentry Shop Renovation, Oyster Harbor Marine Location: 122 Bridge Street, Osterville, MA References: Lighting, Fan, HVAC L Sprinkler plans provided by Sub-Contractors Drawing are essentially working mark-ups Attached is a sketch of the area for the proposed array - bascially the rear or South facing roof of the main building. It,covera from the the vicinity of the ridgeline out to the E=line (South save) . The roof'covers the entire 3rd floor mezzanine (C.1-E & 1-4 lines) plus the open electronics shop area (C.1-E 4 4-6 Lines) and half of the center high bay (B.1-C.1 6 1-6 lines) . This creates 3 separate roof sectors supporting somewhat different loads. There are several types of loads - all have been reduced to a per square foot figure for colateral load caluculations. These loads include: Location Area Item Tot. Freight lb/sq ft FG Insul: All Areas R-19 w/ liner i wrap 1.50 LIGHTING: Mezzanine 2380 16 ea 8 ft strips 8 20i 320 0.13 Workshops 1224 11 as 2x4 0 261 286 0.23 High Bay 1626 8 as fix- 0 204 160 0.10 FANS: High Bay 1302 2 as t 33S# (main frame) 670 0.51 (80% off area) HVAC Workshops 1224 2 Main Ruins• (5.7 PLF) 684 0.56 DDCTING: High Bay 126 2 Main Rune (7.5 PLF) 360 1.11 (20% off area) FIRE Mezzanine 2346 .4 GPM per area (30 moo) 4804 2.05 SYSTEMS: Dry Pips (701-47,174'-2") Workshops 1224 :4 GPM per area (30 sec) 2529 2.07 Dry.Pipa •{48'-4^,88'-2") I High Bay 1628 .4' GPM per area (30;,sec) 4009 2.46 � Dry Pipe`• {120'=4",200'=2") lb/aq ft 'MELEANINB Ax-mm Maximum Projected Land 3.73 WORKSHOP Areas 'Maximum Projected Load 4.39 IHIG8�H11Y Arias Maxi mum Projected Load 5.71 C_onservatively this loaves an•additicnid capacity of at1®aat.5 0� Jag f'fl for the photo Laic array and related Hardware. Of'rife.. = Gerdy'to the best of my knowledge that thin =3� information is in coapliance w/ the provisions T. VARNUM of G'MR 780, Mass. State Building - 6th ad. ' PHILBROOK ., . MECHANICAL No.30590 .oQ Aft STER�14 �� y�—_- `����$11q�� T. VARNOM PHILHROOK, P:E. Phllbrook Eng.&Const. 107 Beach Street Dennis,MA.02638 1 U�rZB II 1 22 3 9 5 6 I Q _ 1 22'-11" '.23'-5" 22'-I1" 15'-0• 0'-2" IR285 IR204 1� IA283 @ 22 r1F12D2 11 �- 0 _ � m -F — IL P2T YP.) 31lrvp:l } r31T .) 27 r61Typ.l O(Typ.) �� U =1 APPENDIX B PV PANEL ATTACHMENT CALCULATIONS REFERENCE DATA r i BMC ENGINEERING, L.L.C. Structural Engine ri Consultants CLIENT NexAmp Inc. CALC BY CJG JOB NO. 09-33G PROJECT Oyster Harbors Marine CHECK BY SHT NO. DETAIL PV panel attachment.desi n REV.BY DATE 4/10/09 L DE51GN CRITERIA FOR PROP05ED ROOF MOUNTED PV SOLAR ARRAY DE51GN P IFS ATION a. Commonwealth of Massachusetts 5tate Building Code- 7th Edition(MBC) b. Amencan 5ociety of Civil Engineers (A5CE) A5CE 7-02 Minimum Design Loads for Buddings and other 5tructures 2. SYSTEM PERFORMANCE REQUIREMENTS a. Roof Snow Loads: Reference: Massachusetts State Building Code - 7th Edition 7th edition 780 CMR Table 1 G04.10 Ground Snow Loads Basic ground snow load = 35 psf(BARNSTABLE) flat Roof snow load = 2G.4G psf a. Roof Wind Loads: Reference: Massachusetts State Building Code - 7th Edition 7th edition 780 CMR Table I G04.1 O Basic Wind Speed Basic wind speed, V = 120 mph (5ARN5TABLE) Net Design Pressure (psf) Zone I = + 14.54 - 24.25 Zone 2 = + 14.54 -40.49 Zone 3 = + 14.54 - GO.GO i r "ASCE702W.xls"Program Version 1.4 ::WIND:LOADING.ANALYSI5.:- Roaf`Com ane s� 'i!d`Claddin`.:.!:4.. a ......1-, _..... ,.v.:• ... 'y.:-.:.v�..i'"'"':_'ii:i::•.i::::^'` .:. ' .i::::e.C.' iiC:Ji:ii:i+Y'viiS�:si:::{J..��i":: ri�i.a.c... .::::::::PeC,•ASCE-7.-02,Codefor:Bld s:of�An :.Hey ht,with..GabletRoof:..9;<.=`4 °o�:N10 oslo e�Roof<9<=a.3°`` '' ..�. ..... .....:::. ... :. ..:.•: :. ::.._..: ..Usin :Method2:'Anal ical'Procedure Section'6 5 _ Job Name: Subject: Job Number. Originator: Checker: Input Data: Wind Speed,V= ':. 120::'.: mph (Wind Map, Figure 6-1) Bldg. Classification= II (Table 1-1) Exposure Category= . : B.... . (Sect.6.5.6) B Ridge Height, hr=. 44.00:: ft.(hr>=he) Eave'Height,he= 26.00•::; ft.(he<=hr) Building Width= :. .108.00.- ft.(Normal to Building Ridge) Building Length= -.'::108.00::: ft. (Parallel to Building Ridge) L I Roof Type= : Gable::': (Gable or Monoslope) tr— Plan Topo. Factor, Kzt= 1.00 (Sect.6.5.7&Figure 6-4) Direct. Factor,Kd= :::: 0.85 (Table 6-4) Enclosed?(Y/N)'::::. Y;:::' (Sect.6.2&Figure 6-5) Component'Name= :.:.Purlin::. (Pullin, Joist, Decking,or Fastener) 00 2 Effective Area,Ae= 17:'. : ft.^ (Area Tributary to C&C) h� h Overhangs? Y/N N::; (if used,overhangs on all sides) Ihe L Resulting Parameters and Coefficients: F Elevation Roof Angle,9= 18.43 deg. Mean Roof Ht.,h= 35.00 Ift. (h=(hr+he)/2,for roof angle>10 deg.) Roof External Pressure Coefficients,GCp: GCp Zone 1-3 Pos. = 0.45 (Fig.6-11B thru 6-11 D) GCp Zone 1 Neg. = -0.88 (Fig.6-11 B thru 6-11 D) GCp.Zone 2 Neg. = -1.58 (Fig.6-11 B thru 6-11 D) GCp Zone 3 Neg. = -2.46 (Fig.6-11B thru 6-11 D) Positive&Negative Internal Pressure Coefficients, GCpi(Figure 6-5): +GCpi'Coef. = 0.18 (positive Internal pressure) -GCpi Coef. _ -0.18 (negative internal pressure) If z<= 15 then: Kz=2.01'(15/z )^(2/a) , If z>15 then: Kz=2.01'(z/zg)1X2/a) (Table 6-3,Case 1 a) a= 7.00 zg= 1200 (Table 6-2) (Note:z not<30, Exp. B, Case 1) Kh= 0.73 (Kh=Kz evaluated at z=h) 1= 1.00 (Table 6-1)(Importance factor) Velocity Pressure: qz=0.00256'Kz'Kzt'Kd'V^2'I (Sect. 6.5.10, Eq.6-15) qh= 22.94 psf qh=0.00256'Kh'Kzt"Kd'V"2`I (qz evaluated at z=h) Design Net External Wind Pressures(Sect. 6.5.12.4): For h<=60 ft.: p=qh*((GCp)-(+/-GCpi)) (psf) For h> 60 ft.: p=q'(GCp)-qi'(+/-GCpi) (psf) where: q=qh for roof qi=qh for roof(conservatively assumed per Sect.6.5.12.4.2) 1 of 3 4/8/.2009 1:35 PM I "ASCE702W.xis"Program Version 1.4 i Y.:t!vi/.5;::•..v^:;:vn?:::r:i.;:e:__::;:':i-i::!;:.::.::::::.. .. :: ., Wlnd.:Load.Tabulatlon<for.Roof„Com .........:.Com onent:.....:..: :..., .:..::v,:.::..:.... :..:,:.::: .. ... Zone:::1=2°3" - '` `'"Purain ''`.>''.;.. 0 0.73 22.94 14.54 -24.25 -40.49 -60.60 15.00 0.73 22.94 14.54' -24.25 -40.49' -60.60 20.00 0.73 22.94 14.54 -24.25 -40.49 -60.60 25.00 0.73 22.94 14.54 -24.25 -40.49 -60.60 - 30.00 0.73 22.94 .. '14.54 -24.25 -40.49 -60.60 35.00 0.73 22.94 14.54 -24.25 -40.49 -60.60 40.00 0.73 22.94 14.54 24.25 -40.49 -60.60 '° :?Fort;. tir 44.00 0.73 22.94 14.54 -24.25 -40.49 -60.60 F' 14.54 -24.25 -40.49 -60.60 `ty>=FoFzti=�t�e 26.00 0.73 22.94 35:00 0.73 22.94 14.54 -24.25 -40.49 -60.60 Notes: 1.(+)and(-)signs signify wind pressures act ng toward&away from.respective surfaces. 2.Width of Zone 2(edge),'a'= 10.80 ft. 3.Width-of Zone 3(comer), 'a'= 10.80 ft. 4. For monoslope roofs with 0<=3 degrees, use Fig.6-513 for'GCp'values with'gh'. 5. For buildings with h>60'and 0> 10 degrees, use Fig.6-513 for'GCpi'values with'qh'. 6.For all buildings with overhangs,-use Fig..6-5B.for'GCp'values per Sect. 6.5.11.4.2. 7. If a:parapet>=Tin height:is provided around perimeter of roof with 8<= 10 degrees, Zone 3 shall be treated as Zone 2. 8. Per Code Section 6.1.4.2, the minimum Wind load for C&C shall not be less than 10 psf. 9. References :a.ASCE 7-02,"Minimum Design Loads for Buildings and Other Structures". b."Guide to the Use of the Wind Load Provisions of ASCB 7-02" by: Kishor C. Mehta and James M. Delahay(2004). 2 of 3 4/8/2009 1:35 PM 1 . i "ASCE702W.xis"Program Version 1.4 Roof Components and Cladding: e •n Q P. i i ` 9 0i •fl Gx O : 'i O ;c(� O, Roof Zones for Zones for Buildings h<=60 ft. <=60 ft. (for Gable Roof}s�r-450 and Monoslope Roofs�30) i I °f Q, Al- IL 0) A 1 t r � o ' � L Roof Zones for*Bulldings with h>60 ft. (for Gable Roofs<= 10°and Monoslope Roofs<=30) 3 of 3 4/8/2009 1:35 PM "ASCE702S.xis"Program Version 1.0 -- G ASCE::Z=02�.Code �' ...... Idin th;.Flat.oc:Low<�lo e.Roofs. . ..5:•`de�s•'':.' .. .::._... •:.ram:..:..:vJ:!..:!:•... Job Name: —Subject: Job No: I Originator I Checker. Input Data: Building Classification II: Table 1-1,page 4 Ground Snow Load,pg=. : 35.00':. psf Figure 7-1,:pages 82-83 Length of High Roof,Lu= '. 108.00'.. ft. Length of Roof Upwind of the Snow Drift Length of Low Roof,LL=; 108.00';.. fL Length of Roof Downwind of the Snow Drift Obstruction Height,ho= , 0.00:•,:: fL High Roof-Low Roof Elevations Roof Slope= 0.00..;:. Inift. Roof Slope=Rise/Run Exposure factor,Ce= ,:: 0.90.:-' Table 7-2,page 90 Thermal Factor,Ct= ::'.:.1.20:::' Table 7-3,.page 91 Results: Importance Factor,I= 1.00 Table 74,page 91 Snow Density,y= 18.55 pcf y=0.13*pg+14<=30 (fqn.74) Flat Roof Snow Load,pf= 26.46 psf pr=0.7*Ce•Ct*I*pg (Eqn.7-1) pf(min)= 20.00 psf pf(min)=pg*I for pg<=20, pf(min)=20*I for pg>20 pf(use)= 26.46 psf pr(use)=maximum of:pf or pf(min) (Section 7.3) Balanced Snow Load Ht.,bb= 1.43 FL hb=pf(use)/y (Section 7.1) Clear Height,he= 0.00 n. he=ho-hb>=0 (Section 7.1) Leeward Drift Height,hdL= 3.80 ft. hdL=0.43*Lu"1/3*(pg+10)1/4-1.5 (Figure 7-9,page 89) Windward Drift Height,hdw= 2.85 rL hdw=0.75*(0.43*LL"1/3*(pg+10)A1/4-1.5) (Figure 7-9,page 89) Design Drift Height,hd= 0.00 ft. hd=minimum of:(maximum of:(hdL or hdw)) or he Ratio,hdhb= 0.00 If hc/hb<0.2,then snow drifts are not required to;be applied Drift Length,w= 0.00 fL If hd<=tic: w=4*hd, if°hd>he: w=4*hd"2/hc (Sect.7,7.1) Drift Length,w(max)= 0.00 ft. w(max)=minimum of: 8*hc or LL Drift Length,w(use)= 0.00 ft. w(use)=minimum of: w or w(max) WL of Drift at High End,pd—1 0.00 psf pd=hd*y (maximum value) Rain-on-Snow Surch.,prs= 0.00 Ipsf prs=5-(minimum of:ABS(pf(m1n)-pf),5)>=0 (Sect.7.10) *Total Snow Load,p((otai)=1 26.46 Ipsf p(total)=pf(use)+prs+pd (maximum value at high point of drift) Wind XL 108' (Length of Hlgh Roof) pd=0 psf Surcharge Load he=p' Due to Drifting hd= ' ho=0' Rain-on-Snow Surdh. • prs— f hb7143! pf=26.46 psf Balanced Snow Load *Note: Rain-on-snow surcharge r--11 fdflftl need not be combined with LL=108' snow drift for total load. (Length of Low Roof) Configuration of Snow Drift on Lower Roof 1 of 1 4/10/2009 1:30 PM SIN 1 1 N v)cftTE5 1 00 Zo NE FOk 1A)101) TLO4DS f H R 0 . ROOF PLpt1 (TIP ) ARRAY DETAIL(WI TREE): SUM: 67.90KW MODULES:(278)KYOCERA I(D210Gx-LP ®AMA MOUNTED PHOTwOL71WARRAY RACKING:S-5 CUPS INVERTER: (8)SOLE-#- I PVI6300 AND(2)PVI6000 nQ M AZIMUTH: 220 DEGREES A.l:l<.1 p OBi� � TILT: 18 DEGREES ruwelsnAnt�� oases amionaoi���mtsaatosa+saa�ven t�s>���waoe�ole�aw�awr� °�° um GH Ei. 1 OF 1 i BMC ENGINEERING. L.L.C. Structural Engineering Consultants CLIENT NexAmp Inc. CALC BYl CJG JOB NO: 09-326 PROJECT Oyster Harbors Manne CHECK BY SHT NO. DETAIL PV panel attachment deli n REV.BY DATE 4/1 Q109 Lid Corzlin 7'j► 0 +- 5 � 2. 2/3 L1.2c 1 f. 6 w 0.5 5 � � 16-10 3 0.6D -tw � yjift , c'osc 3 odQrns A T,,r Inc 2 w rh�� 1 orS . +m�n�. e pGnel for outer Coif ner-s) S r ,� S- 1 = -- 3 9.o 'Sf U1 wrnI0 0, (2. s I 40 � 1 PV J"j 1,61 6'5 PV fond PI pa ncl w►-d A = 3 7/p- anels are conneclej w/ a minrmvl�� ®� &) S^ S connectors wAiJ art= Cdi e` �..._,...._ to fhc 5 tan dit! ,Sea rn Of it 2 -O 2 rnea! roof. rc . llT e �') — 31Q P 12 X 12 I I + v L j-a maXl�lYlUlyl 1Ucd er � G�l RL �i2 Rr fr L �� ! l X 65n x �s _z � e-( yd" x12 I { 20# er S S c lip G I/) fb( 1 o«11'05 BMC ENGINEERING, L.L.C. Structural Engineering Consultants CLIENT NexAmp Inc. CALC BY. CJG JOB NO. 09-32G PROJECT Oyster Harbors Marine CHECK BY SHT NO. 2 DETAIL., PV panel attachment design REV.BY DATE 4/10/09 i T ou she 4 Q�, f y�e5 f IS S�towll 1`� Cl e.lc VarCo - Ptucle,t 5tdOAtn Seam anel JS A61 InCIO 'e.a'� �n 80 /at'2 Lot r' S r f I CotIS,dv-cc`t �C> v1Va letit jo the UhI Gf Sj�lvcluf s L f P,merica , Gvarcbarl 1 , 24 roo N o 4.56 IL J5 ' ry o f 3,D. h 40 rC co'ns, C ly 90 fe..cy w1 r�c1�r%Ip6.y lJ 1 rile u/ too r�`� `�or ��� vac � �o yzo# - 42O x 5 262.,5 � J. 1 SK 1� 4 ��v�L�1v SP�c�NG BMC ENGINEERING, L.L.C. Structural Engineering Consultants CLIENT NexAmp Inc. CALC BY CJG JOB NO. 09-326 PROJECT Oyster Harbors Marine CHECK BY1 SHT NO. ,3 DETAIL PV panelattachment de5w9n REV.BY DATE 4/10/09 5TRIAM6 5JEAM PROM IIES Area+ 0.2504 Perimeter, 20-0866 Bounding box+ X+ -3.0000 -- 3.0000 Y+ 0,0000 -- 3.0157 Centrold+ X+ -0,0106 Moments of Inertla+ Xi 0,645532 0. Product of Inertla+ XY+ Y++0.0071 8 Radii of gyration+ X+ 1.6056 Principal moments and X-Y directions about centroldi I+ 0.2267 along C0.9999 -0,01301 J+ 0.5058 along 10.0130 0.99991 ol E +i 5g(p 0. 5o5 in" S = � .� I�n3 - 0• 31h3 o•1+I1 r 1 [b 0. 6 ( ' STANDtN S pl iLl is 8LE- vF "T,0W FFPA1C Zop..Ds 7.v 7lf po let //V S . DRAWING INDEX DRAWING RELEASE HISTORY GENERAL NOTES DRAWING TITLE PAGES TYPE DATE DESCRIPTION �tATJ:k1AL8 ASTS!bEBtGNATiON Covartiheet AFLATEVA lEDUCTIGM. A"AATLAM.AM S MOM Nvtss 2 &4K fCa FTAurmLwWwVff0U a AaAAtMt GRAma MACERUM Ain GRAMU Anchor Rod Plan HvTjm Ara AzDf=5 n A3%Am%wMATIRATAA.A2n CMATaaAdl§MZ=M" 3 HmAAAImAAA.laa Ata.AMT,AMAM"n CPA== PrImmy Structural Aeucwamerwuatc>obl0vb AM aRAME -�� taamn AARAM OAAW 1M=CMAaaaA Secondary Structural I'r 21 . 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IM Clamp Sets Mounting PV Modules to Standing-Seam Metal Roofs Installation Sheet 220 - - - Thank you for using UniRac products.So larlJlotttit® 5-51RE Y 8 /P clamp sets attach PV modulesdirectly to standing seam metal12i roofs.No rails or roof penetrations are necessary. °:n - _ - .i.,Kl:..i qw. . •'`�>j*"+`•L=,m+g,. =cry^nx:��;�:. -;¢i::s%;;a -,,- Please review these instructions thoroughly 8 Y installing �r��J'M•�:;:>��� �1.: ��� ,P`i`' �� c::;:= r<;� your array. •�!?;`)�Y;K'tr��� �,.r..i' .�:".Ss-a�'.r:.:. ,r;�l,-.,'. :i.�.�3yy<f�x -9$.. �t•:�ia'i.;;:�rr:�.i�,:,,,;=,r :��.:;,;qti z 3,.,< A When an array.is attached to a st •anding '"�y�..fi seam metal roof, the roof becomes a strut- tural member of the array.It must be k:. :: 4 ;Z properly secured so.that it can support the array � a under live load conditions,including wind uplift loads.The installer is solely responsible for ensuring that _ ra ail the roof,its rafters or purfins,connections,and other struc- turai support members can withstand design wind forces. The installer is also solely responsible for: Figure 1.SofarMount/S-51/m1d clamp sets(left)and 5-51/end clamp sets attach PV modules directly to standing-seam metal roofs. • Ensuring worker safety-on inherently slippery stand- Maintaining the waterproof integrity ing-seam metal roofs; 8 erP of the roof,.and • Complying with all applicable local or national build- • Ensuring safe ainstallation of all electrical components E ing codes,including any that may supercede this Y• installation sheer, • Ensuring that UniRac and otherproducts are appropri- Roof Seams ate for the particular installation and the installation The S-51 PV clamp is designed for completely vertical seams environment, only.For standing seam varieties where the 5-51 PV clamp is • Using only UniRac parts and installer-supplied parts as not suitable,please call UniRac for technical assistance with specified by UniRac; other types of S-51 clamps. 10 year limited Product Warranty, 5 year limited Finish Warranty UnlRac,Inc.,warrants to the original purchaser the practices specified by AAMA 609 to 610.02 if within the specified Warranty periods the (,'Purchaser')of product(s)that It manufactures —"Cleaning and Maintenance forArchitectura0y Product shall be reasonably proven to be ('product')at the original Installation site that Finished Aluminum"(www aamanetorg)are not defective,then UnlRac shall repair or replace the Product shall be free from defects in material followed by Purdhaser.This Warranty does not the defective Product,or airy part thereof. and workmanship for a period often(10)years, cover damage to the Product that occurs during In UniRacs sole discretion.Such repair or except for the anodised finish,which finish its shipment,storage,or Installation, replacement shall completely satisfy and shag be free from visible peeling,or cracking or This Warranty shift beVOiD it installation of discharge all of Uniltacs liability with respect to Bulking under normal atmospheric conditions the Product is not performed In accordance this Ilmhed Warranty.Under no circumstances for a period of five(5)years,from the earlier with UnlRaes written Installation Instructions, shall UniRac be liable for special,Indirect or of 1)the date the Installation ofthe'Product Is or if the Product has been modified,repaired consequentialdamagesarising out of or related completed or 2)30 days after the purchase of or reworked in a manner not previouiiy to use by Purchaser of the Product the Product by the original Purchaser("Finish authorised by UnlRac IN WRITING,or if the Manufacturers of related items,such as PV Warrantyl< . Product is installed In an environment for which modules and fiashings,may provide written The Finish Warranty does not apply to any it was not designed.UnlRac shall not be liable warranties of their own.UrtlRacs limited foreign residue deposited on the finch.An for consequential,contingent or Incidental VVarranty covers only its Product,and not any installations in corrosive atmospheric conditions damages arising out of the use of the Product by related items. are exduded.The Flnlsh Warranty IsVOID If Purchaser under any circumstances. .`.R. _•�.. _ F:'f�T _ t�X:ie<: -..,M1S: ��.F'ifC1 TtG''i0. - .��:;:..i ::..._.,.,,17nIRac.welcomts•sn ^ .tie ahxura and;user ',�=� t t -,��` , ,.. <... ......, ,.r. .� .,. ....,< ..,..,. •,:....>.<:;...�3h'.._.._ sx:, '�•.�,::�•:�i200 nLFtiilta ;iAC�`::.�'>�;''i.`it e:;-:"n:...rn:is._..s r...,,1� :,ut,.`.-cs rnw...:.•rnrn.-..w:-:.::.:,c_:-t 1-n ,s:,:L":,x"S:••�frit�.t�tICSS.OF:t�";: ,fie.;•. •iS�.',!7 .Nm�;:rs: resit..;:,;_:: *ibis ubht:ahmi:tP "" "`'''-;,.•;4...-�:y,.: p leasevmte:topubllt� - = _ _ -- UNDRAW Installation Sheet 220 SolarMount®/S-5 I'" Clamp Sets Parts Stainless steel hardware can seize up,a Recommended 'process called galllni significantly re-' Wrench torque{{t lbs.) duce its likelihood,(1)apply lubricant to' bolts,preferably an anti-seize lubricant,available S-5!clamp w/2 sets screws Mu"allen 10-13 at auto parts stores,(2)shade hardware prior to SolarMount end clamp w/hexhead bolt 7/16- 12-15 installation,and(3)avoid spinning an nuts at high speed.See Installation Supplement 910.Gaging SolarMount mid clamp w/hexhead bolt r/is" 12—I5, and Its Prevention,at www.unirac.com. Layout and required attachments Alwaysmount PV modules in landscape mode.In other words _ i P . the long edges of the modules,which will take the clamps, mu be perpendicular to the se must peril dt seams of the roof. An S-5I/end damp set consists of one S-51 Pv damp with set r: screws and one SolarMount end clamp with mounting bolt '' <';;: _;;:.: .;:`:; ::. :•:.., z a, )., An.S-51/mid damp set consists of one S-51 PV-clamp with set screws and one SolarMount mid clamp with mounting bolt. Use one clamp set wherever the long edge of a module crosses s 3S1;Ec a standing seam.Even a very small PV module must be secured ,.',,�i�'i-'.'�i'i:''� :?i'.;i.Y.ie'u::::Gi.q':isy i:i_,•i:y' by no fewer than four attachments. Assembly Loosely assemble all damp sets on the ground.On the roof, •'� i follow these steps. Figure 2.Align and install the lower S-SVend damp sets first,fol- 1. On the roof,begin with the lowest row of modules.Use lowed by the first row ofPV modules and the first row of S-$Vmtd a chalk line or other means to precisely align and mark clamps.Work up the slope ofthe roof, damp positions for the bottom edge of the row.Attach 2. Position the lowest row of modules and loosely damp and tighten S-51/end clamp-sets to these.posidons. them in place with the SolarMount end-clamps.Posi- Mghten the set screw to 10 foot-pounds.lightening tion the neat row of damp sets to support the upper each set screw will affect the other,so retighten both, side of the first row of modules.Use S-51/mid clamp .again to 10 foot-pounds. sets between rows of modules. ATightening the set screws may tilt the S-S/on the seam. Never substitute an S-51/mid clamp set where an Q Place and secure modules to bring the clamp back to the S-Sf/end clamp set is required.Use mid clamp sets proper orientation.For anyparticular type of seam, between modules onl use the experience of the first four or five connections to 3. Securely fasters the S-51 PV damp,while observing the develop your technique. caution in Step 1.Once a module row is supported on both the upper and lower sides, fully torque the hexhead bolts on the SolarMount damps on the lower set of clamps. ram:.:,.. A SolarMount end clamp should lean sUghtiy into the module(Fig.3). • 4. Continue this procedure for each row of modules.For the top edge of the highest row,use S-51/end 1 y' clamp sets. i i Figure S.Lean the SolarMount end clamp slightly into the module.Avoid perpendicular orientation and never allow the clamp to lean away from the module. • �J • . • IN PV MOUNTING :STRUCTURE.ST- Nr 2 Uniliac,Inc. 1411 Broadway Boulevard NE 505.242.6411 www.unirac.com Albuquerque NM 87102.1545 USA 505.242.6412 Pax S-5! Clamps Load Test Results.Normal Load Results Page 1 of 1 " Unprecedented Innovation Go v Unmatched Quality Advanced Se Where to Buy o Search Unbelievable•P.rice Log-in-888-825.3432 E�1! Home About Us Clamps Snow Retention Downloads Press Calculator 'Introduction Load Test Results (Normal to Seam) _.,..,._. ._.r..w,.._�_.......,w-,......_...... _._.. ..... ..........,..._.....__...,,�,..:,...,,.. w._ _....,...._......_.... Applications/Uses This page shows our current list of Load Test Results.Scroll down the page to review all the results.You can also filter test results by:Manufacturer.Choose from S-51TM Clamps the'Manufacturers'menu to display the desired load test results. VersaBracketTM : VIewLoWTeMResultik... S-S-PV Kit Load Test Results Load Testing Normal to Seam lts This table represents ultimate and allowable tensile loads applied to the damp in a Load Resu orientation l negative load direction normal to the panel seam.Please note that this protocol Parallel Load Test isolates failure to the damp-seam connection.It Is.possible that in an actual Norma!Load ResWts construction assembly some other mode of failure may occur at lower foods than Installation those produced with this protocol. Loads Imposed on the S-51TO damps will be transferred to the panels and their attachment. Panel seams must have sufficient :FAQs flexural strength to-carry these loads when damp Is used mid-span. Panel attachment and building structure must also be sufficient to cant'these loads. The makers of S-51TM damps make no representations with respect to these variables. It Design Your Is the responsibility of the user to verify this information,or seek assistance from a ColorGard®Project qualified design professional,If necessary. See How Easy 5-51 Allowable loads are listed utilizing a default Factor of Safety(FS)=3.0.Actual factor is to instaiil of safety Is the responsibility of the designer and should be employed as appropriate.Enter desired Factor of Safety and resettre-tabulate. How Strong Is S-51? Load Test Results All tabled values are dependent upon setscrew tension.Load testing of S-517m damps 1s conducted with setscrews tensioned at ISO inch pounds C22 gauge steel profiles)or 11 S Inch pounds(24 gauge steel and all other metals).When relying upon published load values,setscrews should be tensioned and verified using a calibrated torque wrench between 160 and 180 Inch:pounds when used on 22 ga steel and between 130 and 160 Inch pounds for all other metals and thinner gauges of steel. For a copy of a lab test report,contact Dustin at our office. Terms of Use I View our Normal to Seam Test'Protocais I Read our Warning S-51 Solutions I Snow-Retention I Metal Roof Attachments I About Us I Distributor Info I WARNINGI COPYRIGHT @ 2D09 S-5! site designed and developed by 30dps Advertising Agency andaatlaro,Eumedn PaUuU am yhnndta,"dpardw7aUWWI7-palem0t0mt;aai Ifte.6,716cwr,wal dzMs mnall.Meal Rod l 8,72tia ft Ld,11 7f*a[&5,10Q77n;7pr)agwa—ly owed end aaridnel.Etanpmn Patetaa aro aLo aPPred for and 0eraGt2 4atdm Illaf eleM Cuoperatie+l troa1Y wm 6v7lanN Novfrna Sable rownca,Wield Raul Itlrlaratiarll.Ltl.lfitar,mr al 1i.5!^'teNtiolapy)apQrmdvdy Pa 1.W.Meddtgett M S5,ML Col.Gmd,Ramewd,SMFenae.Sadtae,vmaaemalal and SneClyam bndmnodlaaw ad by LtMnl Reel ftmovaeono,Ltd. http://www.s-5.com/clwnps/.index-1001.cfin 4/8/2009 t S-5! Clamps Load Test Results I Normal Load Results Pagel of5 f"' f Unprecedented Innovation I Search Go i, r_ y Unmatched Quality Where t0 Buy Unbelievable Price Advanced search Log In-880-825.3432 Home About Us Clamps Snow Retention Downloads Press Calculator Introduction toad Test Results (Normal to Seam) A.pplicationslUses This page shows our current list of Load Test Results.Scroll down the page to review all the results.You can also filter test results by Manufacturer.Choose from S-51 M Clamps the'Manufacturers'menu to display the desired load test results. VersaB...... TM Manufacturer y; S-S=PV Kit Load Test Results Units: @SAE 0Metric I Safety Factor:3' L.:....Reaet_T951BesUlts..._.. Load Results Orientation panel Thickness Ullimate. Failure Allowable Madd Manufacturer Panel Name Material Tension (lbst Mode Qbs) Notes PaIVIOl Loud.Teat (Inch4bs) Normal Load Results S•S+U A A S Building Mini System$L P DNraSeal Seem 24 tie Steel 115 16671D.CID 5581D' Installation SSU A a s euilding FAQs Mini Systems ti DumSeat Seam 24 go Sled 115 1388 m 0 456 tb NO AEP Span 'Design Span HP 22 go steel 150 1425Ib AIC/D 4751b Design Your SAS `AEP Span Design Span HP 24 go steel 115 948 Ib AIClD 3/6 lb ColorGard®Project S•6-S AEP Span Snap Seam 22 go steel 150 1388.lb D 466 m See How Easy S-SI wtnl Is to Installl I AEP Span Snap Seem 24 go sled 115 1043 Ib D 348 Ib minNow Strong Is 5-619 M1 AEP spa„ Span Lok HP 22 go steel 150 3O921b D 1031 Ib 4 Load Test Results A gw Win] AEP Spen Span Lck HP 24 go sled 116 2545 Ib CID 849tb .4 fIX S•SS AEP Span Span Seam 22 go steel 150 2783 Ib GD 928 Ib Mint AEP Span Span Seam 24 ge steal 115 mini 2367 Ib 0 789 lbMbtl SSE Altmn/.Npvd}e Fatrwal.25mm O.7mm 116 87b lb CID 2921b Mini DFSS Alum S•6•U Attach SWct re-Lok 22 go Steel ISO 23781b VD 7931b Mkd Fabrication,Inc SSU Attach Tech-Sam24 go Steel 115 MOM VO 5901b Mint FabrieaOon,Ine S-S-II Architecture] u mini mew Products Utra Seam US2O0S .040 Alum 115 15831b CID US Ib 3 Archi SSU Metal P Proa Melat duucts Ulm Seam US2OO5 22 go Stael lb 2389 CID 797 Ib 3 al 'AOnI SSU Architecture] titre Seam USMOS 24 go Steel 116 2251 Ib 0 751 lb 3 Mini Metal Products Architectural :W 1 Metal Speciallles. .51 76 4� .032 Alum 115 967lb CfD 323 th Inc. S-5-U Architecture] ASMS 22 tie Steel 150 2038 Ib CID 880 tb Mnl Meld Specialties. Inc. Metal Specialties,'S� 4 24•B$Steel 115 1457 lb CID 486 Ib Mintock Inc. SSU Architectural AM82O0 2. g40 Alum t 15 1583 CIO 528 lb 3 Mini Metal SpedelUes,..Mechanical Lack Inc. Architectural Metal Specialties. Mechsnled.laci Igesteal 150 2388 m CID 797 Ib .3 Ne. SSU Anclilteebaal AMS20O 2'Mint Metal SpodolOes, :Mechenlcat Lack 115 2251 lb 0 751 m 3 Inc. SSU An hitect cal U raseam US 2O0S .Mini .Metal SpedelOes, 2'Mechanical Lock 11b 1583lb CIO 528 Ib 3 Inc. 90degree S,5-U Archileconal Umeam US 20OS Minl Metal Specialties, r Mechanical Lodi 150 2389 0 CID 7971b 3 tnc. 90 degree http://www.s-5.com/clamps/index_1001.cfin 4/8/2009 S-S! Clamps Load Test Results I Normal Load Results Page 2 of 5 Architectural Utreseam US 200E. �t Metal Specialties, 2'Mechanical lack 24 go Steel 115 2251 lb O 751 Ib Inc. 90degree S-5-U.Architectural Ultrosaam US175LS Mint Motel Specialties, Snap-Lock M2 Alum 115 967 to WD 323 tb tnc. S-5-U Archkectlrrat Utreseam US175LS Mint Metal Specialties, Snap Lode 22 go Steel 150 20381b CID 6801b Inc. S-6U Anthilocbmil .UtroseamUS176LS Mni Metal Specialties, Snop-lack 24 ge Steel 115 14571b CID 486 ID; tnc. S- S ASC Building Sterling Roof 22 Mini Products System ge steel 150 1425 lb A/GD 475 lb SSS ABC Sunding Sterling Roof 24 go steel 115 946 to AICID 316 to Mini Products system SS-U Assoo.'Bid9. Wrbylok 2000 22 go Steel 150 2376 to CID 792 tb Mind Systems Mint Sss�Udg. Wrbylak 2000 qqaSteal 115 1368lb D 456 Ib SSdI Assoc'Bldg' l0rbytok 2000-MS 150 1998 lb CID 686'1 Mini Systems SSii Assoc.Bldg. IQrbylsk 201k}MS go 116 16671b CID 556 ID Mini Systems SSdI Assoc. ' Roof-Lek ! 115 1770lb CID SW to Mnl Systems p Assoc'Bldg' Rooflok Plus l 150 237E to CIO 793 tb Systems B.C.StealBCL 24SD l 150 23761D CID 792 to Buildings.B.C,Steel BCL 24-SD 24 ga Steel 115 136E Ib 'D 456 lb Buildings B.C,Steel gCL 24MS 22 go Steel 150 1928 lb CID 686 ib Mini :Buildings S-SU B.C.Steal SCL 24MS 24 go Steel 115 1067 to CIO 556 tb W1 BuH(fimgs SSU Box steel Box-Locit 22 ge Steel 150 2376lb CID 792 lb k9N BuBdmgs S-5-U Sax Steel Bsx4A)ck 24 go Steel 115 1368 Lb 0 456 m Mint Buildings SSd/ BC Steel BCL 24-MS 24 ge Steel 115 1667lb CID 558 lb Minl Buildings S511 Central Stales Central Lac 22 go Steel 150 23764b CID 792 to MW Manufacturing SSU Central States Control Loc 24 go Steel 115 1366lb`0 456 lb Mini Manufacturing S-5-U Central Stites Control Seem Plus 22ga Steed ISO 1998 lb.CID 66B Ib MW Manufacturing S,5 U Central Stales Central Seam Plus 24 ge Steed 115 1667 lb CID 555 11) Mini Manufacturing SS.0 Chief Industries MSC Panel 22 ga Steel 150 1998 to CIO 666 tb MW S-5-U Chief Industries MSC Panel 24 ge Steel 115 1667lb CID 5%lb Will L IW Chid Industries STC•Pansl 22 go Steal 150 2376lb CID 702lb M S-6d1 Chlel industries .STC Panel 24 go Steel 115 1368lb D 456 lb Mind SSE Coaled Metals Utraseam Panel 24 go steel 116 1648 tb D S50 ib' Mini Cooled Metals Ulm Snap Panel 24 ga steel 115 757 to O 253 lb SSi Mini Coated Metals Ulm Span Panel 24.99 steel 116 2357lb BID 786lb S.r Corte Building Se,-Lk 24 ge Steel 115 1667lb CID b561b Mini Systems Mina Cams Fewnc Alumm 115 5791b D 293 to SSU Dean Steel Pro.Seam Panel 22 go Steel 150 M76 lb CID 792Ib Mint Buildings 3-5-U Dean Steel pro Seam Panel 24 go Steel 115 1308 to D 456 tb Mini gull ngs MIN SS£ Engle" SerI-Ifs 1300(DBn .032 Alum 115 11321b CIO 3781b MS' Englert 1�130D(OBF) 22 go Steel 150 2341 lb BIC 7.6111) lnl http://www.s-5.com/clamps/index_I 001.cfin 4/8/2009 S-5! Clamps Load Test Results Normal Load Results Page S of 5 S 5- :EAglert Series 13M(D9F) 24 go Steep 115 Mini 19901b AIDIB 464 Ib 1-1? S-&U tart Series 1500 .032 Alum 115 657(b GO 286 Ib Mini S-5•U Englert Series 1500 22 ga Steel 150 839(b D 200(b :Mini S-6•U Englert series 1000 24 go Steel 115 1057(b DIA 353 Ib tram S•S11 Englert 2000 .032 Alum 115 96710 CID 323•tb Mini ml Mml Englert Series 2000 22 go Steel 150 2011 lb CID 680 lb S•5•U Mini Englert Series 20DO 24 go Steel 115 1457 Ib CID 488 b S 5 U EngteA Series 2400 .032 Alum: 115 981 Ib CID 331 Ib Mini $Mini Englert Series 2400 22 ga Steel 115 2809 b,D18 937 Ib S SU Englert Series 2400 24 ga Stool 115 171g Ib 00 573 lb, Mini Englert Series 2500(p6Fl .032 Alum 115 980 tb CID 327 Ib MintEnglmt Series 25M(DBF) '24 go Steel 115 2287lb CID 763 Ib Mini S-" Mini Feb Tech,Inc. Seam-Lok 22 go Steel 150 1998(b CID 666 lb S-S•U Fab Tech,Inc. Seam-Lok 24 go Steel 115 1667lb C!D 556 b Mint SSU Fab Tech. ne. Snap Seal 22 gs Steel IN 2376 tb CJD 792 b Mmi S-5•ll Fab Tech,Inc. Snap Seat 24 0o Steel 115 1368 lb D 450 Ib Mini S-5•U Mini Fabral IP Seem 3 24 go Steel 115 1784lb CID 695 IL S-SE Firestone UC3 24 go steel' 116 1SO Ib CID 617 Ib Min! Mint Firestone UC4 24gosteel. 116 896lb 0 290lb Sm4 seaYA C.V SA de Mini Galvatok 1 22 go Steal 150 M76 lb CID 792 Ib N6nl C.V S-rU GALVAK SA de Gehrelok 1 24 ga'Steel 115 13H(b D 456 b Mini C.V SOU GALVAK SA de Getialok 11 22 go Steel ISO 1990 Ib GD 666 b rd C.V S-SU GALVAK SA,de Gahvaloh II 24 go Steel 115 1667lb CJD 556lb Mlnl C.V Mini tmetco Series 300 .032 Alum 115 Iasi to CID 3M lb i ini S&T Jmetco Series 300 .040 Alum ills 1610 b CID 540 b MIN SST Imatco Series 3D0 22 ge Steel 160 M10 m CID 770lb Mini MinI impel `Snro�g;koemt 1mm alum 115 941 Ib C 314 b S-5-13 KME TECU 25mm DFSS Copper 116 100010•D 334 Ib MinS-S-E KME TECU.Dnn 25mm 0.7mm 115 1392 b O 484 b Mini DFSS Copper S$tl Knudson Building KR.20 24 go steel 115 1457 Ib CID 466lb Mini Systems SSU Laura Star-fool, Adjock 24 ga Steal. 116 1770 Ib CO 590111 Mini BV S•5•U LauraSier•Rool, Spanloda 22goSteel, 150 2378Ib CID 793lb Mini BV MI MBCI BettenLok HS 24 go Steep 115 1770 Ib -Cla 590lb i S-&U Mint MBCI Ooubledak 22 go steel. 150 IBM lb CID 8881D S-6-U MBCI Double-Lok 24 go Steel 115 1667 Ib CID M lb Matt Mini Mbtl MBCI LdkSeom 24 go Steel: 115 10631D D 3551b S5U MBCI Suporlok 22 go Steel 160 2378 Ib CID 7931b Mml http://www.s-5.com/clwnps/index_1001.cfm 4/8/2009 I 9-5! Clamps Load Test Results I Normal Load Results Page 4 of 5 SSU MBCI UIIm4Dek 2219 Steel 150 2376Ib CID 792 lb Mind SSU MBCI Ullr-0 k 24 go Steel 115 1368 lb D 455 lb Mlnl SSdI McElroy Metal Master-Lak 90 22 go Steel ISO 2376 lb CID 7I12 lb Mini M11s SdrU McElroy Metal Masterd.ok 90 24 go Sloe) 115 1356lb D 4561b' Mint Mills SS2 Marchand A Zip Rib 22 go steel 115 1653 rb ABICID 618 lb Mint Evans SSU Mesm Doubtelok 24 go Steel 115 1067lb CIO 5%lb PAN S-S-U Metal Sales Vertical Seem 22 go steel ISO 1420 lb:0 474 lb Mini SSU NCl/Midwest sl Mint MB1aeAk 216 24goSteel 115 1770lb CID 6901b S•5d1 NCl/mldwest Weather Root 11 24 go Steel 115 1368 lb D C%a? Mind Metallic S•5-U NClMidwest WealherRaotlll '.22ga Steel ISO 2376 lb C/D 7921b Mini Metallic Mind New Tecfiner SS ISO(DBF) .032 Mum 115 1132lb CID 378 tu Mint Machinery Machinery New Toth Mini Mad SS 150(OBF) 22 go Steel 150 2341 Ib BIC 781 lb Mini SSE New Tech SS 150(08F) 24 go Steed 116 19901E AMM 664 lb MAN MachMpry SSU New Tech SS 210A(Double .032 Alum 115 980 Lb CID 327 Ib Mint Machinery Fold) S-5•U New Tech SS 210A(Double 24 go Steel 115 2287 CID 763 lb Mind Machinery Fold) S-6-U New Tech SS 675 Snap Lode 24 go Steel, 115 1457 fib CID 486 lb Mint Machinery 1-3I4 SSU New Tech SS 675 Snap Lack .032 Alum 115 9671E CID 323lb Mini Machinery 1n314' SSU IN ow Tech SS 675 Snap Lock 22 90 Steel 160 203E W CID 680 lb Mini Machinery I V4" S-54i NU Ray series 1000 24 ga Steel 115 679lb D 227lb rr S G h�IR� Mint Mini NU Ray Series 1000 26 go Steel 115 426 rb D 1431E SL'Q'1n 5-5-U:NU-TECH Sure Lock 11 1.3/4 24 go Sleet 116 1457 lb CID 486 tu M•ml Machine S-" Petersen Tite-1.0o 24 go Steel 115 1770lb CID 590 Its Mint Aluminum SSU Petersen Trte{oe Plus 22 go Steel 150 2378 lb CO 793 lb Mint alantnum Mini Preto Prefaix 25mm DFSS' 0� 115 8594b CID 287'm SSE Rheln?jN Preweedhered O.Bmm 115 8811E CID 2941E MAN 25mm DFSS Zinc Min Rhelnzink Tim 25mm OFSS Ojmm Zinc 116 12A9 lb D 403 tu Southwestern PArd Sheol Mete) SnopLoc 24 go Steel 115 17701D CID 590 Ib Wart S-" Sou twestem Mint Sheet Metal U1rsLoc 22 go Steel ISO 2378lb CID 793Ib Worm SSU Scuthweslarn Mint Sheet Maui Urdl pc 24 go Steel 115 1770-lb CID 690Ib Warm Easy odcStaAdin9 Writ TeytorMelels Seem 24 go Sled 115 13921E CID 464lb Mini Seem S-� Ugdnox Uginox FTE 1 0.5mStainl � 115 1663 tb: S5 D 5Ib S•5f Umioore/VM Timn 25mm DFSS 0.7mm 115 1100 fib:D 367 lb Mind Zinc Zinc SSU United rice structures erlw Mint of Am Guardian 1 22 go Steel; 150 2376 lb CID 792lb SSU United structures Mint VIAmerice Guardian i 24 ga Steel' 115 1368 lb D 4561E EQV(U � SSU United Structures - CT MAN of America Guardian 11 22 go Stw 150 19981D.CIA 6661E SSU United SWctures Guardian II 24 go Steel 115 1667 lb'CID 556lb MAN olAmerlea http://www.s-5.com/clamps/index_I 00l.cfin 4/8/2009 t S-5! Clamps Load Test Results I Normal Load Results Page 5 of 5 S-5-U United Structures'Supreme{ok 22 go Steel 150 2378 Ib CM 793 lb Mini of Amedca Mini of America United rice Structures Mint Su7e4.ok 24 go Steel 115 1770 Ib CA) 590 lb: S-S-II WhldvAndSuper Seam-II 22 go Steel 160 2376 lb.GD 792 tb Mint Btaldron Systems ing Sfi-U whidwind Super Seam-II 24 go Steel 115 1388 Ib D 456.Ib t8ni suild(ngsystems S-5-U ViNdwind Super Seam-Plus 22 go Steel 160 1998 Ib CID 666 Mnl Building Systems WrJ lb Su lding d Super Seam-Plus 24 go Steel 115 18871b C/o 558 M(N auBding Systems Notes 1.CAUTION:Note screw tension to avoid damage to this profile. 2.CAUTION:These are cap-seam type profiles. The cap of thts.profile should be mechanically fastened to the seam somewhere along its length with one lap tek. 3.SINGLE FOLD:These profiles are seamed to 90 degrees. 4.ATTENTION:The dimensioning on these seams is such that the damp will riot slip over the seam.Some hand crimping al the damp location will resolve this problem. Load Testing Normal to Seam This table represents ultimate and allowable tensile loads applied to the damp in a negative load direction normal to the panel seam.Please note that this protocol isolates failure to the damp-seam connection.It Is possible that in an actual construction assembly some other mode of failure may occur at lower loads than those produced with this protocol. Loads Imposed on the S-51TM damps will be transferred to the panels and their attachment Panel seams must have sufficient flexural strength to carry these loads when damp is used mid-span. Panel attachment and building structure must also be sufficient to carry these loads. The makers of S-5ITm damps make no representations with respect to these variables. It is the responsibility of the user to verify this Information,or seek assistance from a qualified design professional,if necessary. Allowable loads are listed uUlizing a default Factor of Safety(FS)=3.0.Actual factor of safety is the responsibility of the designer and should be employed as appropriate.Enter desired Factor of Safety and reset/re-tabulate. All tabled values are dependent upon setscrew tension.Load testing of S-51^" damps is conducted with setscrews tensioned at 150 inch pounds(22 gauge steel :profiles)or 116 inch pounds(24-gauge steel and all other metals).When relying upon published load values,setscrews should be tensioned and verified using a calibrated torque wrench between 160 and 160 Inch pounds when used on 22 ga steel and between 130 and 150 Inch pounds for all other metals and thinner gauges of steel. For a copy of a lab test report,contact Dustin at our office. Terms of Use!View our Normal.to Seam Test Protocols.{Read our Warning S-51 Solutions I Snow Retention I Metal Roof Attachments I About Us I Distributor Info I WARNINGI COPYRIGHT©2009 S-51 site designed and developed by 30dps Advertising Agency 5311b pmdaala am Watadadby-4100 U 5 patmta tmwdav 5.220.240;6.403.772:6.401.031:6.094.721;5.716,640:6:683.685:6,104.073;8 a>p,82&,0,576,720;5.657,903:a,718,718.7,100.39;7.913,6123(others.1sumd ono penam).Eumpean patems am Clap apWed tW and perldmp mew the Pawn CCeperatim unary with co hoonat fa.1p fight.mt4ned.Mefat Red Immalwa.Ltd.0Cm W d S•5'-technCq gV).ggmaanety prmecutaa ppwt1hht,,pmmn1 53.5.5%Cc1WGW4 R—G-1.S.Fa .,5p.RaL VW.a9racael aM Sn.C6a We undemmaa—d by Elalal Rpcl Imtev.lbna.Ltd http://www.s-5.com/clamps/index_I 00l.cfin 4/8/2009 I r . . . . . . .............:........:.: I F.'�°:•rsb'Cs .ds!E.Rfi•� :'::Y'Y'c3�%4>v,, f jt�i .....n so ar. r rGe:uh�.:r .. u;, .,.,. . ' Think Beyond. ter' r�. r....s5:<•we:v:^�i.Y•:�r::�.a.:_. .. ....,..:...,:.-.i'�!r'...iM���.Lw.i:T n.''a...:4Y'"K�A�N ES-A SERIES 200, 205 & 210 W photovoltaic panels Best power tolerance available A range of high quality String Ribbon' solar panels offering exceptional performance, cost effective " = installation and industry-leading environmental credentials made with our revolutionary wafer E technology. ! •No power below nameplate : Never pay for power you're not getting •Get up to SW more than nameplate' For enhanced field performance j •IndusWe lowest voltage per watt rating v Deliver the most cost-effective installs ! •-UTA703 ceitiilied cables For use with the highest efficiency transformer-less inverters •New extended length cables Eliminates home-n►n wiring •New MC°Type 4 lockable connectors" Complies with the latest codes for accessible arrays •Most extensive range of mounting options Allows installs virtually anywhere and anyhow 1. •Smallest carbon footprint of any manufacturer r For the greenest of the green •100%cardboard me packaging 3 Minimizes job site waste and'disposal costs •5 year workmanship and 25 year power warranty*'* r Born in the USA lila�dunurtc er to'4. 9 a6ovenemo tleeuofroC .....:........::.:::,'::'-:c:�......• _. ......Po!m..: 9..:V11.. 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' ® � o r'.fit.-a�'s�.��.`;',..'•i�cu:^r!s:.....�t:v.,.f7:',^":"�.•'r .. Electrical P Characteristics _ Mechanical Specifications Standard Test Conditions(STC)1PANEL W LABEL .a I .,..:........;.�.. �:r•,is `isti�'uiiii"1::vi.:'•�rini:a-:*' .: liYif.•;'_t : J Km 200 205 210 W Rn,. 4V+4.99 4Y+4.99 4Y+4.99 W A1NC70NBO1 N_J QP6S) to OUN PANEL tNa Pmp:MM�, 204.99 209.99 214.99 W sta�NUVORR ROLE ' Pffp,mb 200.00 205,00 210.00 W ° TIME n 12.7 13.1 13.4 % i PptM3 CARLD 180.6 185.2 189.8 w 110Awo, x VIM 18.1 18.4 18.7 V M'"IR° Imp 11.05 11.15 11.23 A a d V. M 22.8 23.1 V :f to.o.ra ;e D MOUNTING 1r 12.00 12.10 12.20 A mE M Nominal Operating Cell f Temperature Conditions(NOCT)' i nrrtocaneu TNoa 44.8 44.8 44.8 °C CONNECTORS PLM,°. 146.4 150.1 153.7 W �� 0 Vmp 16.7 16.8 17.0 V ANCOM IMMp 6.76 8.93 9.04 A T RuLnarwwmure FRWA tauw,ws NotE Vnc 20.5 20.7 21.0 V 1K` 9.60 9.68 9.76 A "i.00ym �-vsttia1� M taq whrP,25-C cea tonMporofure,AM is epecwm; An dimensions In Inches,panel weight 41 Ibs r'Mmdmum poworpohe or mtod•ponur +At P Tort Cond•Rlont f00D W/m',20"C°mElaMrt tompOmturO: a Wnd wood .Product COnaOIctod with 114 poVcryDWnine W11con solar cells„ antl4aflecWO •80o W//m2,me etent tampernwm.l rdswind sp°°4 AM is apoctrum tempered solar glass,EVA encepsulant,pol mow baclk-"and a double•mlled 'Idmmod,o-bw votrege.2-men btuo(tw=ed)00% mtodo;pd ahm*wm frame.Product padtaging tested to IntornadmIal Ufe Ymnsid Association(ISTA)Standard 2B.An specifications in this product information sheet Low Irradiance conform to ENS0360. See the Evergreen Solar Sofoty,hatanatlon and Operation Tho typical rolatin redaction of modulo efficiency at an Manua)and Mounting Design Gtdde fm Anther information on-approved lnstalla- I radiance of 20DWIW both at 2S'C call temperature and tlon and use of this product spectttmt AM 1.5 is 096. Due to continuous innovation,research and product improvement,the epo6fiw dons it this product Infonnotion sheet are subject to dmange without notice. No Temperature Coefficients ►Wft can'be derived from this product Information shoot and Evergreen solar essranoa no IWAity whatsoever connected to or resulting(ram the use of any itforn ation contained hwah a P., -0.45 %/°C a Vop .0.43 V OC _ :.,s �C"f�:. Fuu57::iir;:u•iii_. .a. .J:;�:';.., .;tu: '.' 1','i4''riS?'(FY.,:?j�.ir'•ii[ ai�tt- a:a::: i;;vi.s..[:ii�iFa..:fL•E 'i;a::iy:ariP�: •:n.;. aImp -0.02 %/°C :e:>. sf.i................:: _;.:.........):z:=::._. t......:.... .,,_..-...,.......,.:-.t:` ::.. t''........ i a V« -0.32 %/°C Q 1. -0.003 `fit/oC System Design Series Fuse Ratings 20 A Maximum System Voltage(UL) 600 V r Also Im m as Mmdmum Rowno Curmfrt_ ELECTRICAL EQUIPMENT ES.A_._r••_•._ CHECK WfTN YOUR INSTALLER _ 1M -210,U5_010908;effecthre September 1e�2008 1 M1I'4 .' , ....�.rWorldwlde e d ua a is�::::c::.:::::.:•::r::�:.:�:=;:;.Cu omer.:Se ee:-.Aine easandAsfa�:..r;:::�',:: ':::::::��.:•: ::..:r:.::...:..:::�.:::::....::v:.•:::..:.: , .:.... ., .. .. ...,x..:.:L,�:.;:..r �:::::':..:.: .:: :..f:: .:::I : .1:: v�::.•,:;;�a..:.1r .�ii:.vv.-:(:.:..-..: Bartltit[Stree Marlboro s.MA..... ; . le. ... . ..:. ,..... ..,':::' 1:.+1508:357:2f21? �`.+..50822.07�7i.: �°:i;.::::;•;s'r��:::::::::::::'�;,:.,1•50g:357t?221�'Fc+#.509 9: '^ :' :.::• wieiw.eve reensola►cons:��::;::::::•:'::�':'::�•:�::::;�:`:�: ar. m:•.::�::>;;�: ::;::::::�.;::.:':.:;::.,::::�:•,:::: -.:..�� .::.v..:••.::::.:. ::...�. • ....... ..........:!g... ...................:.....•............ .:.. ......,.info®eve reettsol ..co. ... ..:.... ... ....... ...... ..... ... ....... ....: . ..........!9......... .....:... .::.,......::..::. a e3U.everqTeens.olecctm I PHB ENG NEERING FIELD REPORTMORKSHEET Project No:107 BEACH P06.2g l ' DENNS.MA02838 Sheet NO:_�Of L PILE DRIVING REPORT PROJECT: OHM Boatshop Building PROJECT NO: P06-28 ENGINEER: Varn Philbrook, P.E. DATUM: NGVD Mean Sea Level CONTRACTOR: WINKLER Crane Service EXISTING TOG: 3.2 ft (avg.) WITNESS: Mike Winkler 6 Bill Sears WATER TABLE: 0.8 ft DRIVING DATES: 24,25,26,29 6 30 SEP PROPOSED T.O.Cap: 1.0 ft: WATER DRAWDOWN: -2.1 ft and 1 OCT 2008 PROPOSED B.O.Cap: -0.5 ft 11.0 --------- ------ Base Flood Elevation Basically - All piles were 35,ft SYP members 6.9 ==1==== ====1== 0.0' Top of Wall Pressure Treated to I F CCA-C 1.0 standards. «< 3.2 --I---- ----1— 3.8' Avg. Grade 00o I I Average tip diamaters 1.0 --I---- ----I-- 6.0' Top of Cap were 8+ inches. All I I butts exceeded 11" in NNE0.8 ~I~~~- ----1­ 6.2' Ground Water diameter 3 ft from end „oS I I w/ Natural Taper of 0.0 --I---- ----I-- 7.0' Top of Pile .1 in/ft for SYP -0.5 =-I---- ----I-- • 7.5' Bottom of Cap Fine-Coarse Sandy, Trace i I I Silt in Medium-Dense State -17.0 --I---- ----1— 24.0' Minimum Bottom of Pile I I NOTES/OBSERVATIONS/COMMENTS: a. IAW Para. 1816,13 - Engineer witnessed driving, marked lengths of the drives, verified pile preparation 6 handling and noted rate of the driving. The setting hammer used was a vibratory unit, H&M Vibro Mdl. H-1700. The unit was weighted normally, 6000 lbs, and run down at a rate of 6 in / minute. Final driving was done using the air hammer, McKiernan-Terry Mdl. 9-B3 (93H) . This has a 1600 lb hammer weight on a 516" throw yielding a driving force of 8,800 ft-lbs. Piles were advanced until blow rates exceeded 60 blows per foot, equal to 5 blows per in. maintained for the last 12 driving ins. Pile damage began to occur at rates over 60. blows per foot. b. Load tests were not conducted as pile design loads were kept .light at less than 10 tons/pile. IAW Para. 1817.3 the maximum empirical design load was calculated using the Driving formula (Para. 1817.3.1) . R = 2x(E ft-lbs)/S(blow/inch)+C R = 2x(8,800)/( (12/60) + .1) = 58,670 lbs This is conservative and exceeds the maximum required design load of 20,000 lbs w/ a Factor of Safety - 3.0. C. This was checked using a factored design load and hammer impact load equal to 1.75 6 1.2 respectively (STEDING 1995) yielding a minimum ultimate pile load of 42,000 lbs. A 9,000 ft-lb hammer driving at 3 blows per in. will provide 67,000 lbs, well in excess of design loads. I?.0 b-Z� eL�� OF YQssq Respectfully submitted, o T. VARNUM p1-lir•g t . 1`f '•. -------------------------------- -�c R00K � -. MECHANICAL i j T. VARNUM PHILBROOK No. 3Q690 f 1 Mass. Reg. No. 30690 F iONA,� • r? 0 cf�2�2Zao� P82-FRW-7 �t I I I •.J �J. ' L - I I L---- J L -- - J .rrmi* .qK i fI � Jols �. g,C - 0 ®ice� I �t r� O Philbrook Eng.&Const` 107 Beach Street Dennis, MA 02638 L [1 7 PILE DRIVING LOG DRIVING DATE: 18 Z J SHEET NO: #' 1 PROJECT: OHM Boatshop Building DATUM: NGVD Mean Sea Level PROJECT NO: P06-28 EXISTING TOG: 3.2 ft (avg. ) ENGINEER: Varn Philbrook, P.E. WATER TABLE: 0.8 ft CONTRACTOR: WINKLER Crane Service PROPOSED T.O.Cap: 0.2 ft WITNESS: m� � L PROPOSED B.O.Cap: -1.3 ft WATER DRAWDOWN: 2.1 ft (net) S 8 �S�Poe zAsew 6-?, Pile # 1 Pile # Z, Pile # Pile # 4 Pile # Location Location ��,Z Location Location D ' 9 Location p= Tip Dia. 1911 Tip Dia. 10„ Tip Dia. ' Tip Dia. < it Tip Dia.' Length ` Length 301 Length 3 5 1 Length 35' Length Depth' Blows Depth Blows Depth Blows Depth Blows ]Depth Blows 2' 2 ' 2' 21 2' 3' 3' 3' 3' 3' 4 ' 4 ' 4 ' 41 41 5' 5' 5' 5' 5' 6' 6' 6' .6' 6' 7 ' 7 ' 7 ' 7' 7 ' 8' 8' 81 g � 8, 9' 9' 9' 91 91 10, 10, 10' 10' 10, 11' 11' 11' 11 ' 11' 12' 12' 12' 12 ' 12 ' j✓ 13' 13' 13' 13' 13' 14 ' 14 ' 14 ' .,, 14 ' 14 ' 15' 15' 15' 15' 15' 16' W5 16' 16' 16' 16' 17' 3S 17 ' 17' 17' 17 ' 'L 18, 4 5 18' 56 18 , 18' 18' (� 19' 41 19' 19' ' 19' 19, 20' ; 20' 55 20' 20 ' 20' 21 ' 21' 6 U 21' 211 ell 21' 6 22 ' 22 ' 22' 22 ' 22' 23' 23' ' 23' 23' 6_uS" 23' 24' 24' 24 ' 24 ' 24 ' o 25' 25' 25' tlu+c 25' 25' 26' 26' 26' 26' 26' 27 ' 27 ' 27 ' 27 ' 27 ' 28' 28' 28 ' 28 ' 28' 29' 29' 29' 29' 29' 30' 30 ' 30' 30' 30' 9,? �' G R �.s=, "� V U6- Z 4 a ' ? i•.�' }.i � �� _ ,may 1� �11*, GO t PILE DRIVING LOG DRIVING DATE: Zy SCP 0e SHEET NO: V_7 PROJECT: OHM Boatshop Building DATUM: NGVD Mean Sea Level PROJECT NO: P06-28 EXISTING TOG: 3.2 ft (avg. ) ENGINEER: Varn Philbrook, P.E. WATER TABLE: 0.8 ft CONTRACTOR: WINKLER Crane Service PROPOSED T.O.Cap: 0.2 ft WITNESS: 1�(� PROPOSED B.O.Cap: -1.3 ft WATER DRAWDOWN: 2.1 ft (net) Pile # 6 Pile # Pile # s.', Pile # Pile # Location �'•�-�. LocationC,pZ-b Location Location 6 Location �b Tip Dia. e " Tip Dia.. $" Tip Dia. Tip Dia. $% Tip Dia. +i Length Length 35) Length Length + Length Depth Blows Depth Blows Depth Blows ]Depth Blows IDepth Blows 2 ' 2 ' 21 21 21 3' 3' 3' 3' 3' 4 ' 4 ' 4 ' 4 ' 4 ' 5' 5' 5' 5' 5' 6' 6' 6' 6' 6' 7 ' 7 ' 7 ' 7 ' 171 8' 8 ' 8 ' 8' 81 . 9' 9' 9' 9' 9' 10 , 10' 10 ' 10, 10 , ill 0 ill 11' 11' 2 * 11' 12 ' •. 12' 12 ' 12' 12' 13' 13' 13' 13' 13' 14' 7 14' ' 14 ' 14' 14 ' 15' i5' 15' 15' 15' 16' .16' 16' 16' 16' 17 ' 17 ' 17 ' . 17 ' 17' 18' 18' 18' 18 , 18 ' 19, 3d 19' 19' 19, 19' 20' 20 ' 20' 20' 20' 21' Lj 21' 21 ' 21 ' 21' 22 ' rjL4 22 ' 22 ' 22' _�, 22 ' 5-3 23' 23' 23' 23' 23' 24 ' 1 24 ' 24 ' 24' Lib 4000, 24 ' ' 25' 1 0: 25' 25' 25' 25' )Z'p 26' LCr-f' 26' 26' 26' i 26' 27 ' 27 ' 27 ' 27' 16" 27 ' 28' 28 ' 28' 28 ' j,L�=�- .28' 29' 29' 29' 2.9' 29' 30 ' 3/0/1 ^T 30 ' 30 , 30' Zwtic ' 13.-�Trof�- ''. � r (6LD PILE DRIVING LOG DRIVING DATE: Zy 2S 0� SHEET NO: '3 PROJECT: OHM Boatshop Building DATUM: NGVD Mean Sea Level Ia PROJECT NO: P06-28 EXISTING TOG: 3..2 ft (avg. ) ENGINEER: Varn Philbrook, P.E. WATER TABLE: 0.8 ft CONTRACTOR: WINKLER Crane Service PROPOSED T.O:Cap: 0.2 ft �1L� WITNESS: PROPOSED B.O.Cap: -1.3 ft WATER DRAWDOWN: 2.1 ft (net) •. C� Pile # Pile # �,(� Pile # 1, Pile # f Z Pile # 173 Location f3 1, Location S 6 . Location .1j-L-rj Location S►1rmcZ C Location S 1pltlT3 F' Tip Dia. (a 'c Tip Dia. $`` Tip Dia. Bit Tip Dia. 9A Tip Dia. ell Length 3.51 Length 351 Length 5` Length Length 3'51 Depth Blows Depth Blows IDepth Blows IDepth Blows JDepth Blows 1 I 2' 2' 2' 2 ' 2 ' 3' 3' 3' 3' 3' 4' 4 ' 4' 4' 4 ' 5' 5' 5' 5' 5' 6' 6' 6' 6' 6' t 7 ' 7 ' 7' 7 7 ' 171 8 ' 81 81 8 ' 81. s 9' 9' 91 9' 9' i 10, 0 10, 10, 10' 10 ' 11' 11' il' ep .11, 11 ' 12' 12 ' 12' 0 12 ' 12 ' 13' — 13' — 13' 131 13' 14 ' 14' 14 ' — 14 ' 14 ' 15, 15, Q:`> 15.' is, 1 15' 16' `- 16' 16' 161. 16' j 17 ' 17 17' 17 ' 17 ' 18 ' (, 18' 18' 18 ' 18 ' 19, 19, Z 19, 19, 19, 20' 20' 20 ' 20 ' 20' 21' 21' 21' 21' 3 21 ' 3 22' 22' 22 ' 22' 3 22 ' 3 y 23' 13' 23' 1 23' 23' 23' 3$ 24 ' L:,t"T".5 24 ' LjEf 24 ' 24 ' 24 ' 3� 25' 25' 25' 25' 25' Lf 26' 26' 26' 26' 26' 27 ' 27 ' 27 ' 27' 27' 281 28 ' 28 ' 28 ' 28 ' 29' 29' 29' 29' 29' 30' 30' 30' 30'' 30' Z I e aa► 1 Dvr t PILE DRIVING LOG DRIVING DATE: SHEET NO: it. PROJECT: OHM Boatshop Building DATUM: NGVD Mean Sea Level PROJECT NO: P06-28 EXISTING TOG: 3.2 ft (avg.) ENGINEER: Varn Philbrook, P.E. WATER TABLE: 0.8 ft CONTRACTOR: WINKLER Crane Service PROPOSED T.O.Cap: 0.2 ft WITNESS: (�(� PROPOSED B.O.Cap: -1.3 ft ' l ) WATER DRAWDOWN: 2.1 ft (net) Pile # �y Pile # IS Pile # Pile # I Pile # Ia Location S'j%in,A Location C Location Location Location Tip Dia. Tip Dia. EJ t 1 Tip Dia. Tip Dia. Tip Dia. g', Length 35` Length -A< % Length 3 Length jt Length 3 St De th. Blows Depth Blows Depth Blows Depth Blows Depth Blows 1 ' 1' 1' 1' 1 2' 2 ' 21 2 ' 21 3' 3' .. 3' 3' 3 4 ' 4 ' 41 41 4 ' 5' 51 51 51 5' 6' 6' 6' 6' 6' 7 ' 7' 71 7 ' . 7 ' 1 8 ' 8 ' 81 8' 8 , 9' 9' 9' g� 91 10 ' 10' 10 , 10' 10 , 12 ' 12 ' 12 ' 12 ' 3 12 ' 13' 13' 13' r• 13' s 13' a 14 ' ? 14 ' 14 ' ' 14 ' 14 ' I 15' 15' 15' 16' 16' 16' 16' 16' 17 ' 17 ' 17' 17 ' f 171 18, 18 , 18, 18' 18 , f 19, 19, 19, I 19, k 19, 20' 20' 20 ' 20 ' 20' 211' 21 ' 21 ' 2 21' Ita (g 9 22 ' Z 5 Z3 22' 1 50 22 ' 0 22' 22 ' �S 23' q6 ® 23' 21 0 23' tt 23 ' 23 ' 24 ' 24 ' t+ 24' 24 ' 24 ' 25' 25' 25' 25' 25' 26' 26' 26' 26' 26' 27' 27 ' 27 ' 27 ' 27 ' 28 ' 28 ' 28' 28 ' 28 ' 29' 29' 29' 29' 29' 30' 30' 30' 30 ' 30 ' S Cam... C' n PILE DRIVING LOG DRIVING DATE: '2-S O t SHEET NO: S PROJECT: OHM Boatshop Building DATUM: NGVD Mean Sea Level PROJECT NO: P06-28 EXISTING TOG: 3.2 ft (avg.) ENGINEER: Varn Philbrook, P.E. WATER TABLE: 0. 8 ft CONTRACTOR: WINKLER Crane Service PROPOSED T.O.Cap: 0.2 ft WITNESS: �Y1�E ,r� PROPOSED B.O.Cap: -1 .3 ft WATER DRAWDOWN: 2.1 ft (net) 4 Pile # 19. Pile # Pile # Z Pile # Pile # Location Location g'S Location Q S Location Location Tip Dia. e01 Tip .Dia. tp r\ Tip Dia. $'► Tip Dia. e fi Tip Dia.. Length j 1 Length SS' Length 351- Length 35' Length Depth Blows IDepth Blows Depth- Blows IDepth Blows Depth Blows 2 ' 2 ' 2 ' 2 ' 2 ' 3' 3' 3' 3' 3' 4 ' 4 ' 4 ' 4 ' 4 ' 5' 5' 6' 6:' 6' 6' 6 ' 7 ' 7 ' 7 ' 7 ' 7 ' 8' 8' 8 ' 8 ' 8 ' 9' 9' 9' 9' 9' 10' 10' 10 ' 10 ' 10 ' 11' el11' 11' 11 ' 11' 12' 12" c- 12 ' 12 ' 12 ' 13' 13' 13 13 ' 13' 14' — 14 ' 14 ' 14 ' 14 ' 15, 15' 15' 15' 15' 16, 16' 16' 16' 16' 17 ' 17' 17 ' 17 ' 17 ' 181 - 18' 18' 18 ' 18 ' 19' 19' 19' 19 ' 19' 20' 20 ' 20' 20 ' 20' 21' 21' 0 " 21 ' 3 21' q 21 ' 22' 22' Z 22 ' 22 ' S 22 ' 23' 23' 23 ' 23 ' 3 23' 24' 24 ' p 24 ' S 24 ' 24 ' 25' 25' Sly 25' 25' )Z 25' 26' 26 ' 26' 26' '� 26' 27 ' 27 ' 27 ' 27 ' 27 ' 28' 28' 28' 28 ' 28 ' 29' 29' 29' 29' 29' 30' 30' 30 ' 30 ' 30 ' CL�S"(- 4 - PILE DRIVING LOG DRIVING DATE: SHEET NO: � PROJECTf'-`'OHM Boatshop Building DATUM: NGVD Mean Sea Level - PROJECT NO: P06-28 EXISTING TOG:, 3.2 ENGINEER: Varn Philbrook, P.E. 'WATER TABLE: 0.8- ft : CONTRACTOR: WINKLER Crane Service PROPOSED T.O.Cap: 0.2 -ft. WITNESS: PROPOSED B.O.Cap: .-1.3 ft WATER DRAWDOWN: 2.1 f t (net) Pile # :Z3, # le # ' ' Pile # `L Pile # ZE, Pile # LocationC.II'L-6 Location. C.6 Location �.� Location Location : Tip Dia. Tip Dia. " Tip Dia. Tip Dia. ev Tip Dia. ` Length Length. - Length Length Length Depth Blows Depth Blows Depth Blows Depth.. Blows Depth Blows 1�: 21 2,: 21 21 3' 3' 3' 3' 3' 4' 4 ' 4 ' 4 ' 4 ' 5' 51 5' 5' 6.1 61 6 ) 6' 6' 1. .. 7' 7' 7' 7 ' -7 , 8' 8' 8' S:J 8' Y 10' 10� 10' 10' 10, 12' 12' 12' 12' 12' 13' 13' 13' 13' 13' 14 ' 14' 14' 14 ' 14' 15' 15' 15' 15' 15' 16, 16' 16' 16' . 16' 17 ' 17 ' 17 ' 17 ' 17 ' j 18' 18' 1.8' { 18' 18' 19, 19, 19' 19' 19, 20' 20' 20 ' 20' 20 ' 21' 21' 21' 21 ' 21' �• 22 ' 22' 22' 22' 22' 23' 23' 23' 23' 231 24 ' ',:. 24 ' 24' 24 ' 24' j 25' 25' 25' 25' 25' 26' 26' 26' 26' 26' 27' 27 ' 27 ' 27' .7 ' 28' 28' 28' 28 ' 28 ' 29' 29' 29' 291' 29' To, 30' 30' 30' 30' Wr)>6 ev> lrcw 1.► C Ud PILE DRIVING LOG DRIVING DATE: Z9 --5Zv O C, SHEET NO: PROJECT: OHM Boatshop Building DATUM: NGVD Mean Sea Level PROJECT No: P06-28 EXISTING TOG: 3.2 ft (avg. ) ENGINEER: Varn Philbrook, P.E. WATER TABLE: ' 0.8 ft CONTRACTOR: WINKLER Crane Service PROPOSED T.O.Cap: 0.2 ft WITNESS: �c PROPOSED B.O.Cap: -1.3 ft / WATER DRAWDOWN: 2.1 ft (net) Pile # Pile # Pile # 3r, Pile # Pile # Location E J-•. Location Location 13k4 Location T3 Location 13t- Tip Dia. 61 Tip Dia. ?" Tip Dia. e• Tip. Dia. Tip Dia. Length ° Length 3 j4 Length `: Length 3'5 Length _3 ' Depth Blows IDepth Blows ]Depth Blows ' De th Blows Depth Blows 11 if r f' 2' s 21 2 � 21 r 21 i 3' 31 31 31 31 ' 4 ' 4 4 ' 41 41 5' Q 5' 51 51 rJl ' f J 6' 6' 61 4 61 6' i 7 ' 1 7 ' 71 1 71 7 8' 81 j 81 , 8 ' f 8 ' g' 9' 3 go 91 j' 91 10, ! 10, 10, 10, 10 , 11' � 111 1 11' � 11 ' 111 12' 12 ' 12' 12' 121 13' 13' 13' 13' 131 14' p 14' 14' 14 ' 14 ' ' 15' ; 1. 15, 15' 15' 15' 161 16' 161 16' 16' 17' 17 ' 17' 1 171 f 171 r' 18 , 4 18 ' 181! 18 ' 18 ' r 19' ( 19' 19" 19 19, 20 ' 20' 20 ' V 20 ' f 20' s 21' 21 ' qL 21' 21.' 21, 22 ' 1., 22' 6 22 ' U 22 ' 22 ' ". 23' 23' 23' 23 ' '"_ 23' 24 ' 24 ' F! 241 24 ' 24 ' 25' 25' 25, 25' . '' 25' 26' 26' 26' 26' 261 . 27 ' 27 ' 27 ' 27 ' 27 ' 28' 28' 28' 28 ' 28 ' 29' 1 29' L30 ' 29' 29' 30' 30' ' 30' 301 -\r I PILE DRIVING LOG DRIVING DATE: Z� Ct' OQ.. SHEET NO: PROJECT: OHM Boatshop Building DATUM: NGVD Mean Sea Level PROJECT N0: P06-28 EXISTING TOG: 3.2 ft (avg. ) ENGINEER: Varn Philbrook, P.E. WATER TABLE: 0. 8 ft CONTRACTOR: WINKLER Crane Service PROPOSED T.O.Cap: 0.2 ft WITNESS: , PROPOSED B.O.Cap: -1.3 ft WATER DRAWDOWN: 2.1 ft (net) Pile # 3 Pile # Pile # Pile # .3L Pile # 3-1 Location i Location Location Location Location 1:4%1 Tip Dia. '� Tip Dia. °; Tip Dia. , ` Tip Dia. e 1'f Tip Dia. 1 � Length s Length S" Length i Length 3 S ' Length Depth Blows IDeloth Blows Depth Blows Depth Blows IDenth Blows 1' 1 � It t It E lr . r 2r 2 2 ' a 21 21 f 31 31 3 ' 3' 1 3' 'S 4 ' 4 ' 4 ' 4' s 4 ' ! 5' 6' 6' 6' } 6' 6' s 7 ' 7 ' 7 ' 's 7 ' 7 ' 8 ' ,J 8 ' 8 ' 1 8 ' 8t t 9' 9' g' .fD 9' 91 10' w, 10' 10 ' 10 ' �( 10 ' . ) 12 ' 12 ' 12 ' ' 12 ' 12 ' 13' 13' 13' 13' a-.. 13 ' 14 ' 14' 14 ' 14 ' 14 , 15' 15' 15' 15' * 15' 16, 16' 16' 16' 16' r 17 ' 17 ' 17 ' 17 ' 17 , 18 ' 18 ' 18 ' 18 , t 18 ' 19, 19, 19, 19, 20' 20 ' 20' 20 ' ' ' 20' 4 21' 21 ' 21 ' 21 ' 570 21 ' 22' 2J " . 22' 22' 0 22 ' 6 322' S 23' 23' 23' 23' 23' 24' 24 ' L4 . 24 , 0 24 ' 2. 24 ' C� 25'. 25' 1 25' p 25' a 25' 26' 26' 26' 26' R 26 ' ,� Q p 27' 27 ' t4 1) 27 ' 27 ' 27 ' 28' 28 ' f" 28 ' 28 ' 28 ' 29' 29' 29' 29' 29' 30' 30 ' 30' 30' 30 ' t� '`a''3':_ �ti .444 C Ni PILE DRIVING LOG DRIVING DATE: -0 S . SHEET NO: PROJECT: OHM Boatshop Building DATUM: NGVD Mean Sea Level PROJECT NO: P06-28 EXISTING TOG: 3.2 ft. (avg. ) ENGINEER: Varn Philbrook, P.E. WATER TABLE: 0.8 ft CONTRACTOR: WINKLER Crane Service PROPOSED T.O.Cap: 0.2 ft WITNESS: ',SILL S�'1f�4�� PROPOSED B.O.Cap: -1.3 ft WATER DRAWDOWN: 2. 1 ft (net) Pile # '$ Pile # Pile # � Pile # Pile # Lt c at "L Loion �° Location '. �3 Location '�- Location -'3 Location Tip Dia. SIN Tip Dia. ? ` Tip Dia. ''t Tip Dia. Tip Dia. jS Length Length Length Length �_ ' Length : ' Depth Blows Depth Blows Depth Blows IDepth Blows IDepth Blows 1' ! 1' 1' 1 ' 1 ' 9 2 ' t 2 ' 2 ' t 2 ' 2 ' 3 ' 3' 3 ' 3' 3 ' 4 ' 4 ' 4 ' 4 ' 4 ' 5 ' ° 5' 5' S' S' 6' 6' 6' 6 ' ; 6' 7 ' 7 ' 7 ' 7 ' 7 ' 8' 8' 8 ' 8 ' 8 ' 9' 9' 9' 9' 9' 10' 10 ' 10' 10 ' ,4 10 ' 12 ' 12 ' 12 ' 12 ' N 12 ' 13' 13' ,.. 13' ' 13' 13' 14' 14 ' ----, 14 ' 14 ' 14 ' 15' j 15' 15' 15' 15' 16' 16, 16' 16' 16' 17 ' 17 ' 17 ' 17 ' 17 ' 1 18, 18, 18 ' 18 ' 18' ' 19, 19, 19' 19, 19, 20' 20 ' 20 ' V 201 . 20 ' 21' r--- 21 ' 21 ' 41 .1. 21 ' 4-- 21 ' 3r 22' No ca--i 22 ' 22 ' 22 ' Lj 9 22' G1- 23' i .� 23' 23' 23 ' 231 � 24' Tj 241 38 . 24 ' �i 24 ' rj-� 24' 25 1 � 25' y 25' [, �, "�� 25' (0 25' 26' " 26' Z 26' i"-)- 26' 26' 27 ' 27 ' (> 27 ' 'Z-® �-{ 27 ' 27 ' 28' 28' 28 ' 46 28 ' 28 ' 29' 29' 29' 29' 29 ' 30' 30 ' 30 ' 30 ' 30 ' ate" 1..•P4 L.r1 Cra.E PILE DRIVING LOG DRIVING DATE: 3O �' 1710 O a SHEET NO: it O PROJECT: OHM Boatshop Building DATUM: NGVD Mean Sea Level PROJECT NO: P06-28 EXISTING TOG: 3.2 ft (avg. ) ENGINEER: Varn Philbrook, P.E.. WATER TABLE: 0. 8 ft CONTRACTOR: WINNER Crane Service PROPOSED T.O.Cap: 0.2 ft WITNESS: PROPOSED B.O.Cap': -1.3 ft WATER DRAWDOWN: 2.1 ft (net) Pile # q3 Pile # Pile # qS7 Pile # 14 Pile # Location Location Location ,S�.Z Location ( , r. 5 3'Z Location Tip Dia. Tip Dia. Tip Dia. ; `` Tip Dia. " Tip Dia. V. Length Length . LengthSS` Length ' Length "j ' Depth Blows iDepth BloWls Depth Blows IDepth Blows ' Depth Blows 2 ' 21 21 2 ' a 21 S 3' 3' 3' 3 ' 3' -7-75 4 ' 4 ' 4 ' 4' 4 ' 5' 5' 51 5' 51 6' 6' 6' 6' 6' 8' 8 ' 8 ' 8 ' s 8 ' 4, 9' 9' g ' .0 91 9' 10 10' 10' 10' $ 10' C . -c�- 12 ' 12 ' 12 ' .-fa 12 ' = 12 ' I 13' 13' 13' 13' t 13' � . 14 ' 14 ' 14 ' € 14 ' ! 14 ' ..+ 15' 15' 15, 1 J 15 , ( J 15' 16' 16' 16' 16' J 16, 17 ' 17 ' 17 ' 17 ' j 17 ' 18 ' 18 ' 18 ' 18 ' 18 , 19, 19, 19' 19' 4 19' 20' 20' 20'. 20 ' 20 ' 21' or21' 21 ' 21 ' 2 21' .41.` y 22' 22 ' 22 ' S Z 22 ' ` 22 ' 23' 231. 23 ' S8 23 ' 23 ' .3 24' 24 ' 24 ' .,� 241 24 ' 25' j� 25 ' 25' 25' 25' S 26' a 26' 26' 26' 26' 27 ' ,160 27 ' 27 ' 27 ' 27 ' U 28' 28 ' 28' 28 ' 28 ' 29' 29' 29' 29' 29' 30' 30 ' 30 ' 30' 30 ' PILE DRIVING LOG DRIVING DATE: ? 3a Sir � , OL., SHEET NO: 1L 1 0Cr Izz)o PROJECT: OHM Boatshop Building DATUM: NGVD Mean Sea Level PROJECT NO: P06-28 EXISTING TOG: 3.2 ft (avg. ) ENGINEER: Varn Philbrook, P.E. WATER TABLE: 0.8 ft CONTRACTOR: WT-KLER Crane Service PROPOSED T.O.Cap: 0.2 ft WITNESS:' PROPOSED B.O.Ca -1.3 ft WATER DRAWDOWN: 2.1 ft (net) Pile # Qy Pile # Pile # 5 D Pile # Pile # Location Z, Location 'Z Location A-L_ Location Location. Tip Dia. 8" Tip Dia. g'` Tip Dia. " Tip Dia'.. Tip pia. Length 3 5 ' Length 35' Length k Length Length Depth Blows Depth Blows lepth Blows . ]Depth Blows Depth Blows 2' 2 ' 2' 21 21 3' 3' 3' .; 3' 31 4'' 4 ' 4 ' 4 , 41 5' S' S' S' 5' 6' 6' 6' J 6, 6, 7 ' 7 ' 7 ' Q 71 7 ' 8' 8' 8 ' 81 81 9' 9' 9' 9, 91 10' 10 ' 10 ' 10' 10 , 12' 12 ' 12 ' 12' 12' 13' 13' 13' Cl 13' 13' 14 ' 14 ' 14' 14 ' 14' 15' 15' 15' j 15' 15' 16, 16' 16' 16' 16' 17 ' 17 ' 17 ' ) 17 ' 17 ' 18 ' 18' 18' 18 ' 18' 19, 19' 19, cq• 19' 19, 20' it 20 ' 20' 20' 20 ' 21' S6. 21' �-" 21' 21' 1 21 ' 22' Lf 22' 22' z 22 ' 22 ' 23' 23' 0 23' 23' 23' 24 ' 24 ' 24 ' ; 24 ' 24 ' 25' 1 25' 25' 125' 25' 26' 26' St 261 26' 26' 27 ' 27 ' 27 ' 27' 27 ' 28 ' 28' 28' 28' 28' 29' 29' 29' 29' 29' 30' 30' 30' 1 30 ' 30 ' "7 1 kV'f ;Px r-,S TA 8LE 2[, $ Gr i -� A9 9: 4 -- ............. D17,510N' ` Sep. 5. 2008 2: 18PM D E P No. 1936 P. 1 ' sue•, y i COMMONWEALTH OF MASSACHUSETTS EXECUTIVE OFFICE OF ENERGY& ENVIRONMENTAL AFFAIRS DEPARTMENT OF ENVIRONMENTAL PROTECTION CAPE COD OFFICE 973 Iyannough Road, Route 182, Hyannis, MA 02601 Phone: 608471-6003 FAX: 608-771-6166 DEVAL L.PATRICK Governor IAN A BOWLES Secretary TIMOTHY P_MURRAY Lieutenant Governor LAURIE BURT Commissioner FAX COVER SHEET FAX#(508) 771-6155 7/5 TE• W FROM: n�rle�j -DON TELEPHONE#(508)771-6003 PLEASE DELIVER TO: -g O COMPANY NAME: ADDRESS: �1 c FAX NUMBER: TOTAL NUMBER OF PAGES: �_ONCLUDING THIS COVER PAGE) PLEASE CALL IF YOU DO NOT RECEIVE A COMPLETE FAX. REMARKS: . - . � - 'iLb Information is trvaitcDle in altercate formot Call Donald I►L Comev,ADA CooMioator of 617•d56.1057.TDDN 866339-7622 or 617.57.1.686a MassDEP on the World VVide Wab: httpJAwm.mass,gov/dep 0 PrWed on Recyded Paper Sep, 5. 2008 2: 18PM D E P No. 1936 P. 2 i AmeriSci Boston 8 SCHOOL ST. AMR/SCI WEYMOUTH,MA 02189 TEL: (781)337-9334-FAX:(781)337-7642 7. PLM Bulk Asbestos Report Banner Environmental Services, Inc. Date Received 06/28/07 Ameri3ci Job No. 507061307 Attn: Diane Nelson Date Examined 06/29/07 P,O. # Oyster Harbors Marin 16 Back River Way Page 1 . of 6 Duxbury, MA 02332 RE Oyster Harbors Marine; 122 Bridge St, Osterville-Main Bidg. Client No./HGA Lab No. Asbestos Present Total %Asbestos 1 507061307-01 ivo NAD Location: Marine Store (by CVES) by Peter Murray Analyst Description:Brown/Off-White, Homogeneous, Fibrous, Ceiling Paper Board on 06/29/07 Asbostos Types: Other Material: Cellulose 30%, Non-fibrous 70% 2 5-07061307-02 Location: Marine Store y CVES) by Peter Murray Analyst Description:Brown/Black, Homogeneous, Fibrous,Pipe Wrap on 06/29/07 Asbestos Typea: Chrysotile 20.0%b Other Material: Non-fibrous 80 3. . .50706.1.307-03. Flo. NAD. Location: Port Storage Room (by CVES) by Peter Murray Analyst Description:Beige, Homogeneous, Fibrous,Ceiling Board on 0=9107 Asbestos Types: Other Material: Cellulose 90%, Non-fibrous 10% 4 561061307-04 NAD Location: Service'Bay Interior - (by CVES) by Peter Murray Analyst Description:Tan, Homogeneous, Non-Fibrous,Window Glazing on 06/a9/07 Asbestos Types: Other Material: Non-fibrous 100% 5 507061307=05 No NAD Location: Paint Shop (by CVES) by Peter marray . Analyst Description:Off-White, Homogeneous, Non-Fibrous,Window Glazing on 086/07 Asbestos Types: Other Material: Non-fibrous 100% .See Reporting notes on rest page $ep, 5. 2008 2: 18PM D E P No. 1936 P. 3 AmeriSci Job* 507061307 Page 2 of 6 Client Name: Banner Environmental Services, Inc. PLM Bulk Asbestos Report Oyster Harbors Marine; 122 Bridge St, Osterville-Main Bldg. Client No. I HGA Lab No. Asbestos-Present Total % Asbestos 6 507061307-06 Yes Location: Service Area Heating Unit ES) by Peter Murray Analyst Description:Black/Off-White, Homogeneous, Fibrous,Cover Gasket on 08/29/07 Asbestos Types:Chrysotile 66.0% Other Material: Non-fibrous 35% 7 507061307-07 No NAD Location: Wood Shop (by CVES) by Peter Murray Analyst Description:Tan, Homogeneous, Non-Fibrous,Window Glazing on OW9/07 Asbestos Types: Other Material: Non-fibrous 100 g 507061307-08 No NAD Location: Wood Shop Built Over (by CVES) by Peter Murray Analyst Description:Black, Heterogeneous, Fibrous, Roofing Shingles on 06/29/07 Asbestos Types: Other Material: Cellulose 30 Non-fibrous 70% 9 507061307-09 No NAD by Peter Murray Analyst Description:Off-White, Homogeneous, Non-Fibrous, drywall Compound on Ca=07 Asbestos Types: Other Material:-Non-fibrous 100% 10 507061307.10 Nv NAD Location: Sreak.Room (by CVES) by Peter Murray Analyst Description: Brcwn/Whlte, Homogeneous,.Fibrous,2'x2'Celling Tile on 06/29/07 Asbestos Types: Other Material: Cellulose 35%, Fibrous glass 16%, Non-fibrous 50% 11 507061307-11 Yes 5 Location: 2nd Floor Electronics Area by Peter Murray. Analyst Description:Tan,Homogeneous, Fibrous, 12"x12"Floor Tile on OW9/07 Asbestos Types:Chrysotile 5.0% Other Material: Non-fibrous 95% See Reporting rotes on-lost page Sep. 5. 2008 2: 18PM D E P No. 1936 P. 4 AmeriSci Job* 607081307 Page 3 of 8- Client Name: Banner Environmental Services, Inc: PL M Bulk-AsbeStos Report Oyster Harbors Marine; 122 Bridge St, Osterville-Main Bldg. Client No./ HGA Lab No. Asbestos Present Total %Asbestos 12 507061307-12 No NAD Location; Port Side IntedorAbandoned (by CVES) by Peter Murray Analyst Description:Slack, Heterogeneous, Fibrous, Rolled Roofing on 06/29/07 Asbestos Types: ` -Other Material: Cellulose 35%, Non-fibrous 65% - 13: 507061307-13 . 15 % Location: Port Side Interior Abandoned (by CVES) by Peter Murray Analyst Description:Black, Homogeneous, Fibrous, Rolled Roofing Seal Cement on 0629/07 Asbestos Types:Chrysoble 15.0% Other Material: Non-fibrous 85 % 14 507061307-14' yes C20 % Location. Electronics Room Y CVO) by Peter Murray Analyst Description:Black, Homogeneous, Fibrous, Roof.Seam Cement on 062W07 Asbestos Types:Chrysodle 20.0% Other Material: Non-fibrous 80% 15 507061307-15L 1 No NAD Location: Electronics Room (by.CVES) by Peter Murray Analyst Description:Black, Heterogeneous, Fibrous, Rolled Roofing on 0629/07 Asbestos Types: Other Material: Cellulose 40%; Non-fibrous 60% Comment: Rolled Roofing 1.5 5D70513D7-15L2 Location; Electronics Room y CVES) by Peter Murray Analyst-Description:Black, Homogeneous, Fibrous, Rolled Roofing on 06/29/07 Asbestos Types:Chrysotila 15.0% Other Material: Non-fibrous 85% Comment Associated Mastic See Reporting notes on last page Sep, 5. 2008 2: 19PM D E P No. 1936 P. 5 AmeriScl Job#: 607061307 Page 4 of 6 Client Name: Banner Environmental Services, Inc. RLM Bulk Asbestos Report Oyster Harbors Marine; 122 Bridge St, Osterville-Main Bldg. I ' j Cllent No./HGA Lab No. Ass resent Total %Asbestos 16 507061307-16 yes 15 % Location: Over Service Bay y CVES) by Peter Murray Analyst Description:Black, Homogeneous, Fibrous,Seam Cement on 062ero7 Asbestos Types:Chrysotile 15.0% Other Material: Non-fibrous 85% 17 5b7061307-17 No -NAD Location: Service Bay (by CVES) by Peter Murray Analyst Description:Black, Heterogeneous, Fibrous, Rolled Roofing on 0629107 Asbestos Types: Other Material: Cellulose 36 %, Non-fibrous 65% 1 18 .507061307-18 No NAD Location: MaFlne Store Upper Roof (by CVES) by Peter Munay . Analyst Description:Black, Heterogeneous, Fibrous,3 Tab Roofing on 0629M7 Asbestos Types: Other Material: Cellulose 35%, Non-fibrous 65% 19 507061307-19 No NAD -.. _. -_ . . .. . .. . __LQcatlt_[.Mann@_-5tQre Uppw Roof ._.Lby CVES . by Peter Munay Analyst Description: Buck,Homogeneous, Non-Fibrous,3 Tab Roofing Seal Cement on 06rae/07 Asbestos Types: . - , Other Material: Non fibrous 100% 20 507061307-20 No NAD Location: Marine Stare 1 Story (by CVES)" I by Peter Murray i Analyst Description:Black,Heterogeneous, Fibrous, 3 Tab Roofing on 06J2=7 Asbestos Types: I Other Material: Cellulose 45%, Non-fibrous 55% - - .No 21 807061307-21 NAD Location: Marine.Store 1 Story (by CVES) by Peter Murray Analyst Description:Black, Homogeneous, Non-Fibrous, Roofing Seal Cement on 0g/29/07 Asbestos-Types: Other.Material: Non-flbrous 100% Bee RWrfing notes on last page 'I . Sep. 5. 2008 - 2: 19PM D E P No. 1936 P. 6 ArneriScl Job 4P 607061307 Page 5 of 6 Client Name: Banner Envlronmental Services,Inc: PL.IVI Bulk Asbestos Deport Oyster Harbors Marine; 122 Bridge St, Osterville-Main Bldg. Client No./HGA Lab No. Asbestos Present Total % Asbestos 22 607061307-22 No NAD Location: Service Bay Roof Repalr Area (by CVES) by Peter Murray Analyst Description:Black, Heterogeneous, Fibrous,Shingles on 06/29/07 Asbestos Types: Other Material: Cellulose 15%, Fbrous glass 10' Synthetic fibers 5%, Non-fibrous 70% 23 507081307-23 No NAD Location: Roof Over Marine Roof Storage (by CVES) by Peter Murray Analyst Description: Black, Heterogeneous, Flbrous, 1 Tab Roofing on W28ro7 Asbestos Types: Other Material: Cellulose 40%, Non-fibrous 80% 24 507061307-24 No NAD Location: Roof Over Wood Shop (by CVES) by Peter Murray Analyst Description:Black, Heterogeneous,Fibrous,3 Tab Shingles on 06/29/07 Asbestos Types: Other Material: Cellulose 40 Non-fibrous 60% 26 507061307-25 No NAD Location Roof Over Wood Shoe (bY_GVES) by Peter Murray Analyst Description:Black, Homogeneous, Non-Fibrous,Shingles Seal Cement on 08/M7 Asbestos Types: Other Material: Non-fibrous 100% 26 507061307-26 (±.1)4b, Location: Tall SayVES) -- �—,�r- by Peter Murray Analyst Description:Black, Homogeneous, Fibrous,Flashing Cement on 0&29/07 Asbestos Types:Chrysotile 20.0% Other Material: Non-fibrous 80% 27 507061307-27 No NAD Location: Abandoned Roof Over Paint Shop (by CVES) by Peter Murray Analyst Description:Black, Heterogeneous, Fibrous, Shingles on 06129/07 Asbestos Types: Other Material: Cellulose 40 4/0, Non-fibrous 60% See Repp.Wng notes on last page Sep. 5. 2008 2: 19PM DEP No, 1936 P. 7 AmeriScl Job#: 507061307 Page 6 of 6 Client Name: Banner Environmental Services, Inc. PLM Bulk AsbeStoS Report Oyster Harbors Marine; 122 Bridge St, Osterville-Main Bldg. Client No. ! HGA Lab No. 'Asbestos. Present Total %Asbestos 28 507061307 28 No NAD Location: Abandoned Roof Over Paint Shop (by CVES) by Peter Murray Analyst Description:Black,Homogeneous, Non-Fibrous,Shingles Seal Cement on 06/29/07 Asbestos Types; Other Material: Non-fibrous 100% 29 507061307-29 No NAD Location: Over Door At*27 (by CVES) by Peter Murray Analyst Description:Black, Heterogeneous,Fibrous, Roofing Shingles on 06/29/07 Asbestos Types:_ Other Material: Cellulose 40%, Non-fibrous 60% 1 I e5 ZCIO 30 . 507061307-30 Location: Over Door At*27 (by CVES) by Peter Murray Analyst Description:Black, Homogeneous, Fibrous,Seal Cement on 06/29/07 Asbestos Types,Chrysodle 20.0% Other Material: Non-fbrous 80% 31 507061307-31 No NAD _. ••Location:•On..V.0lley.OYer F int Shop. (by CVES) by Peter Murray Analyst Qpsctjptiop;Black, Honipgeneous, Fibrous, Repair Cement on o6/29/07 Asbestos Types: Other Material: Cellulose 15°!o, Non-fibrous 85% Reporting Notes: s� 2 Analyzed by:Peter Murray%""'' ;Date Analyzed: NAD=no asb98tpo defeat 4 CVES CMOMted ViWW Fgtlinatq; NA-not analyz0; NA/Ps=not analyzed I positive stop; °PresenO or NVA="No Visible Asbestos"'are observations made during a qualitative analysis; PLM Bulk Asbestos Analysis by EPA 800/M4.82-020 per 40 CFR 783(NVLAP Lab#10207M)or NY ELAP PLM Analysis Protocol 198.1 for Now York friable samples(198.6 for NOB samples)(NY ELAP Lab#F 1.0982); Note:PLM Is not consistently reliable in detecting asbestos In floor coverings and similar non-friable organically bound materials. NAD or Trace results by PLM are Inconclusive,TEAiI is currently the only method that can be used to determine if this material can be considered or treated as non-asbestos-containing in New York' State(also see EPA Advisory for floor tile,FIR 69, 146,96970,8/1/94). NIST Accreditation requirements mandate that this report must not be reproduced except In full without the approval of the laboratory. This PLM report relates ONLY to the items tested. Reviewed BY. .r an An Ire -Slualitative—Point Count_NOB(Prop)_TEM 1 ♦ l i I 1 '1 f Flk . I f' • Mv- AM t! � / ' / r Rslinqulshed BY, Uate!'t`Ime; — --� BULK CHAIN OF CUSTODY RF-CORD MV84-red By: t ateF1'fine:�� l ll>9;�R1 Cl 8 SCHOOL STREET•-WZZYMOUTH, MAD�t89 - .�" Pl (781)3374334 /FAX (781).337.7'g RelFrigtJ9sl'�®d By:_ Deitel'Clsne:_-�3; d 8osrou TOLLFAM(88B)724 lei Aecaived By: - _1�atsJYipne; www.amorlsol.com ti AMEgl C!$t o GDMPany Na PIG. BANNER ENVIRONMENTAL SERVICES 11Vr, Street Address; 16 BACK RIVER WAY ect Addras9:/ 5P 11174.613 0 7 N i Cf DUXBURY 'State:AAA M : 02332 ; Pro eCt Mangan. �,.. 79 horse: 7�� 934-6�73 PAX $ 934�60 alysls:ELM _Poaitlirp Stop...,_,Cus(itative_Paint Count_NOB(Prep)�) wi urnaroand Tlme: gq4x Fax Copj BY: o es l►s tv: disne@BannerEsvironmentaLcom Sampled By. b 6 7,5" Date: Spook[instruafions'or.Cara merft: Lab ID, Field!D Location Sample Description Wottso enQus Area C All 11-Vic �- --'- 4�g PA ol �, • - -- w PAGE 7 OF P 1 1 r�F1 e EiONS TABLE �pFTHE tp Town of Barnstable 7008 AUG _1 Pik 2- 2 Barnstable Historical Cofrlmission 200 Main Street, Hyannis,Massachusetts 02601 * BA MASS. * (508) 862-4786 Fax(508) 862-4725 - 9�pAr039. A www.to\vn.barnstable.ma.us D MA August 6, 2008 � Linda Hutchenrider, Town Clerk 367 Main Street, Hyannis MA 02601 homas Perry, Building Commissioner ° <� 200 Main Street, Hyannis, MA 02601 vi Silvia and Silvia Associates Attn James Cronberg, RA 1284A Main Street �J Osterville, MA 02655 �U Oyster Harbors Yacht Basin Realt Y or C . 4'r(or y p 1:2'2"Bridge"'Streets_:®teryille MA 02655 Re: DECISION of the Barnstable Historical Commission, pursuant to the Code of the Town of Barnstable Chapter 112, Historic Properties, Article 1, Protection of Historic Properties ss 112-1 through ss 112-7 Application for Demolition of Marina building. Location: 122 Bridge Street, Osterville Assessors map 093 and parcel 009 The Barnstable Historical Commission held a duly noticed public hearing on the above referenced application at their- meeting of August 5, 2008. They had previously made an initial determination that the building at the above referenced location, is potentially historically and architecturally significant,.and that portions of the building may be more than 75 years of age. Members of the Commission visited the site July 31, 2008. Based upon a,review of the site by several members, information submitted to the Commission entitled "Historical Report, July 2008", the Commission found that the building had been so substantially altered that any historic, architectural.character was not significant and that the building was a commercial building that had outlived its usefulness.JB se £i-nd,n�s . -he�Boar„ •ote . o pew t'rtlie"'�dernol�>o�n. k i , The applicant does propose retaining the 1960's offices, thus retaining soiree of the familiar character of the building from.the waterfront. Present and voting to permit demolition of the building referenced above were: Barbara Flinn, Chairman,Jessica Rapp Grassetti, George Jessop, MarilyutFifield and Len Gobeil; Absent: Nancy Clark and Nancy Shoemaker Sincerely Barbara Flinn, Chairman PHILBKUUK ENGINEERING FIELD REPORTMORKSHEET ' Project No: 107 BEACH STREET _�__ DEHT4S.IM028�8 _ _ Sheet No: of MEMO FOR RECORD: 15 July 2008 — ✓�� Subject: Construction Inspections -11 &16 April,3&30 MAY and 15 July 2008 CARPENTRY SHOP Renovtions Location: Oyster Harbor Marine, 122 Bridge Street,Osterville, MA Contractor: Silvia&Silvia Assocs., Inc. Project No: P06-28 Notes from Inspection: 1. These inspections include demolition and alterations to the carpentry shop. It is basically being rebuilt new from the ground up. Work checks included here are foundation and framing in preparation for insulation and fire protection. 2. The following items are on-going: a. Demolition&Excavation-100% N b. Deep Concrete Pier Forming and Reinforcing-100% „oo c. Concrete Placement-100%°. _ro; d. Floor,Walls&Roof Framing;Weather Tight-100% e. Penetration Fill &Foam in-place Insulation-0% f. Interior Finish-Perimeter GWB Protection-0% 3. The following were specifically observed: a.All of the pier excavations occurred below the water table which is tied to .the tide action in and out of the harbor. Consequently,once excavated the bell piers and tubes would fill w/water. I b.Concrete placement was timed to a low tide cycle. Once the mix truck was setup and the pump lines laid the following occurred (see the photos): -Pier and tube were pumped to the gravel bottom -Concrete was placed from the bottom up using the mix pipe as a tremie -Mix was run until any remaining water&muck was ejected above the rim of the tube -The vertical rebars were then wet set and the anchor bolt placed This process worked very well and in no time all of the piers and tubes had been filled and the site cleaned up. c. Framing followed the prepared plans. Every step required positive attach- ments due to the flooding potential. Concrete board provided the perimeter protection at grade and the plywood then extended to the top wall plates. d.Sections of the wall require exterior GWB and the roof required a band 4 ft wide along the entire eaveline. This was set w/solid 2"x 2"wood grounds. 4. All work is proceeding to prepare for the foam in-place insulation. This will fully fill the cavities,eliminating voids and potential dead spaces that could fill and hold water during a flood event. All open areas are being prepared to be able to flush w/clean rinse water as needed. Further attached is the copy of the changes to the steel beam. Instead of dis- mantling the entire wall/beam line the new beams were upsized to provide ex- i act spacing matches for double bay lengths. I 5. The foundation and framing have followed the prepared plans and meet the design requirements of the State Building Code,6th ed. They will be suitable r�6.Zn for the structures intended use; F-Carpentry Shop: ` �X` OF T. VARNUM T.VARNUM PHILBROOK, P.E. o PHILBROOK �+ Philbrook Engineering " M .ECH 3o6I9 L N ti 2 encls; Calculation Sheets&Photo Sheet ,'�ECISTE�`���'c� /0►VAl Z . P82-FRW-7 PHILBROOK ENGINEERING 107 BEACH STREET Project: Oyster Harbors Marine DENNIS,MA 02638 Project No: P06-28 1-508-385-8682 Date: 3 August 2007 DESIGN LAYOUT NOTES Sheet Note Description No. No. -------- -------- ---------- ---------- ---------- ----------- ---------- ----------- SK-4 Note This section of wood beam w/ jack studs can now remain #41 Sectional Beams; W8x48 or MUM bolted thru top flange to a top plate at least 2"x 6" in width w/ 1/2"x 5" dia. lags stagger spaced 32" o/c. Drill flanges for splice plates w/ 7/8" dia. over-size holes #42 Heavy Posts; 71'x 7" 1.8E Pa'ralLam PSL posts. Fasten steel beams to post top w/ pairs of 1/2"x 5" lags thru beam bottom flanges OK to substitute 81'x 8" sections. 611x 6" require 1 hr wrap #43 Standard 2 ea 1/4" splice plate connections. Provide 3/4" A307 bolts w/ nuts & washers. SNUG TIGHTEN ONLY BOG-2� OF T. VARNUM PHILBROOK v MECHANICAL No. 0690 ST SSIONAL� 14 31 ) 2o0 0 m a coc ZV o , REMOVE EXISTNG COLUMNS - REMOVE EXIBTNG C LUMNS O i 5.25"Xl" 1.8E _ PARALLAM PSL je@ - - 2A I . I * — — 41, — _ \ H W OD _ ow SHOP u- Philbrook Eng.&Const. 107 Beach Street Dennis,MA 02638 5� _y Project: CARPENTRY SHOP,OHM Date: 14 July 2008 Project No: P06-28 Page: 1 of 1 Site Inspection: 30 MAY 2008 Photo#1 Photo#2 R° i Looking down tube into pier base. Water standing in the Pumping out the water prior to concrete placement bottom. Photo#3 Photo#4 { J A Final placement w/mix replacing the last of the muck from Piers finished and ready for reinforcing bar and anchor the bottom of the pier bolts i �pFVE rp{f� Town of Barnstable y�P . p) Barnstable Historical Commission * o * 200 Main Street,Hyannis,Massachusetts 02601 * * BARNSTABLE, 9 MASS. (503) 362-4736 Fax (503) 362-4725 Gp 039. ♦� www.town.barnstable.ma.us prfD MA'1 A. July 17, 2008 0 00 ! J Linda Hutchenrider, Town Clerk ;�> 36.7 Main Street, Hyannis MA 02601 r . Thomas Perry, Building Commissioner 03 200 Main Street, Hyannis, MA 02601 Silvia and Silvia Associates co Attn James-C'ronberg, RA 1284A Main Street Osterville, MA 02655 Oyster Harbors Yacht Basin Realty Corp. 122 Bridge Street, Osterville MA 02655 i { Re: DECISION of the Barnstable Historical Commission, pursuant to the Code of the Town of Barnstable Chapter 112, Historic Properties, Article 1, Protection of Historic Properties ss 112-1 through ss 112-7 Application for Demolition of Marina O� building Location: 122 Bridge Street, Osterville J Assessors map 093 and parcel 009 ppw The Barnstable Historical Commission reviewed the above referenced application at their 6 regular meeting of July 15, 2008. At that meeting, they made an initial determination that the building at the above referenced location is historically and architecturally significant and based upon a determination by Commission member George Jessop AIA, that portions of the building may be more than 75 years of age, the Commission voted to hold a public hearing on the application for demolition. No demolition in part or all of the building should be done at this time. Present and voting to hold a public hearing on the above application were: Barbara Flinn, Chairman, Nancy Shoemaker, Jessica Rapp Grassetti, George Jessop, Marilyn Fifield and Len Gobeil; Absent: Nancy Clark, Chairman Sincerely Barbara Flinn, Chairman iaSLE OFTHE Tp Town of Barnstable ?r�ir, 4�,(1u _"� PH 2: 2 1 Barnstable Historical Commission BARNSrABLE, 200 Main Street,Hyannis,Massachusetts 02601 9Q MASs_ (508) 862-4786 Fax(508)862-4725 -vA 1639. � www.townbarnstable.ma.us rfD MA'S A August 6, 2008 000 m� Linda Hutchenrider, Town Clerk 367 Main Street, Hyannis MA 09-601 - V) ---yam eMhs Perry, Building Commissioner 2in Street, Hyannis, MA 02601 '`"� Silvia and Silvia Associates Attn James Cronberg, RA 1284A Main Street Osterville, MA 02655 Oyster Harbors Yacht Basin Realty Corp. (r-(oY Y Yor .P �.L),Bridge.Sti e6t-;-Ostery lle MA 02655 Re: DECISION of the Barnstable Historical Commission,pursuant to the Code of the Town of Barnstable Chapter 112, Historic Properties, Article 1, Protection of Historic Properties ss 112-1 through ss 112-7 Application for Demolition of Marina building Location: 122 Bridge Street, Osterville Assessors map 093 and parcel 009 The Barnstable Historical Commission held a duly noticed public hearing on the above referenced application at their meeting of August 5, 2008. They had previously made an initial determination that the building at the above referenced location, is potentially historically and architecturally significant,.and that portions of the building may be more than 75 years of age. Members of the Commission visited the site July 31, 2008. Based upon a review of the site by several members, information submitted to the Commission entitled "Historical Report, July 2008", the Commission found that the building had been so substantially alte'red that any historic, architectural character was not significant and that the building was a commercial building that had outlived its usefulness. "76"MpT Fes . £1- d� f"s' "�re'��oa cl,�o> o pie �'- d�ei�'o�i�©:• .. y . .. ..................... The applicant does propose retaining the 1960's offices, thus retaining seine, of the familiar character of the building from the waterfront. Present and voting to permit demolition of the building referenced above were: Barbara Flinn, Chairman, Jessica Rapp Grassetti, George Jessop, Mari]Y-nFifield and Len Gobeil; Absent: Nancy Clark and Nancy Shoemaker Sincerely Barbara Flinn, Chairman PHILBKUUti ENGINEERING FIELD REPORTMIORKSHEET Project No: ' MA Sheet No: I of�— MEMO FOR RECORD: 15 July 2008 Subject: Construction Inspections-11 &16 April,3&30 MAY and 15 July 2008 CARPENTRY SHOP Renovtions Location: Oyster Harbor Marine, 122 Bridge Street,Osterville, MA Contractor: Silvia&Silvia Assocs.,Inc. . Project No: P06-28 Notes from Inspection: 1. These inspections include demolition and alterations to the carpentry shop. It is basically being rebuilt new from the ground up. Work checks included here are foundation and framing in preparation for insulation and fire protection. «a 2. The following items are on-going: a. Demolition&Excavation -100% __= b. Deep Concrete Pier Forming and Reinforcing-100% „gg C. Concrete Placement-100%. - d. Floor,Walls&Roof Framing;Weather Tight-100% e. Penetration Fill &Foam in-place Insulation-0% f. Interior Finish-Perimeter GWB Protection-0% 3. The following were specifically observed: a.All of the pier excavations occurred below the water table which is tied to the tide action in and out of the harbor. Consequently,once excavated the bell piers and tubes would fill wl water. b.Concrete placement was timed to a low tide cycle. Once the mix truck was i setup and the pump lines laid the following occurred(see the photos): II -Pier and tube were pumped to the gravel bottom -Concrete was placed from the bottom up using the mix pipe as a tremie -Mix was run until any remaining water&muck was ejected above the rim of the tube -The vertical rebars were then wet set and the anchor bolt placed This process worked very well and in no time all of the piers and tubes had been filled and the site cleaned up. c. Framing followed the prepared plans. Every step required positive attach- ments due to the flooding potential. Concrete board provided the perimeter protection at grade and the plywood then extended to the top wall plates. d.Sections of the wall require exterior GWB and the roof required a band 4 ft wide along the entire eaveline. This was set w/solid 2"x 2"wood grounds. ' 4. All work is proceeding to prepare for the foam in-place insulation. This will fully fill the cavities,eliminating voids and potential dead spaces that could fill and hold water during a flood event. All open areas are being prepared to be able to flush w/clean rinse water as needed. i I Further attached is the copy of the changes to the steel beam. Instead of dis- mantling the entire wall/beam line the new beams were upsized to provide ex- act spacing matches for double bay lengths. 5. The foundation and framing have followed the prepared plans and meet the r design requirements of the State Building Code,6th ed. They will be suitable for the structures intended use; F-Carpentry Shop: �1 r � �ZH OF T. VARNUM v' T.VARNUM PHILBROOK, P.E. c PHILBROOK C.J. MECHANICAL Z9 Philbrook Engineering No. 30690 # 12 encis; Calculation Sheets&Photo Sheet C!$TE ►At P82-FRW-7 s PHILBROOK ENGINEERING 107 BEACH STREET Project: Oyster Harbors Marine DENNIS,MA 02638 Project No: P06-28 1-508-385-8682 Date: 3 Auaust 2007 DESIGN LAYOUT NOTES Sheet Note Description No. No. -------- -------- ---------- ---------- ---------- ----------- ---------- ----------- SK-4 Note This section of wood beam w/ jack studs can now remain #41 Sectional Beams; W8x48 or W10x30 bolted thru top flange to a top plate at least 2"x 6" in width w/ 1/2"x 5" dia. lags stagger spaced 32" o/c. Drill flanges for splice plates w/ 7/8" dia. over-size holes #42 Heavy Posts; 711x 7" 1.8E ParalLam PSL posts. Fasten steel beams to post top w/ pairs of 1/2"x 5" lags thru beam bottom flanges OK to substitute 811x 8" sections. 611x 6" require 1 hr wrap #43 Standard 2 ea 1/4" splice plate connections. Provide 3/4" A307 bolts w/ nuts & washers. SNUG TIGHTEN ONLY BOG-2� OF 2�� CyG o T. VAR NUM �+ g ' PHILBROOK �4 v MECHANICAL No. 0690 �SIONAI r ,a o x REMOVE EXISTING COLUMNS - REMOVE EXISTING C LUMNS 5 25nX1n LSEl� PARALLAM PSL 1 CNA9 �3 L1Z oW W OD ~Q SHOP I w oc I QU- i Philbrook Eng.&Const. 107 Beach Street Dennis,MA 02638 Project: CARPENTRY SHOP,OHM Date: 14 July 2008 Project No: P06-28 Page: 1 of 1 Site Inspection: 30 MAY 2008 --------- --------- Photo#1 Photo#2 t f t Lookingdown tube into pier base. Water standing in the Pumping water p g p gout the ate prior to concrete placement bottom. Photo#3 Photo#4 40 Final placement w/mix replacing the last of the muck from Piers finished and ready for reinforcing bar and anchor the bottom of the pier bolts ��FTHE tp�� Town of Barnstable Barnstable Historical Commission * 200 Main Street,Hyannis,Massachusetts 02601 9BSTABLE,� (508) 862-4786 Fax(508) 862-4725 pO i63 S. www.town.barnstab]e.ma.us 'OrFn r�►p'�a July 17, 2008 0 co Linda Hutchenrider, Town Clerk 367 Main Street, Hyannis MA 02601 c = ''�s /Thomas Perry, Building Commissioner co 200 Main Street, Hyannis, MA 02601 Silvia and Silvia Associates o Attn James Cronberg, RA 1284A Main Street Osterville, MA 02655 Oyster Harbors Yacht Basin Realty Corp. 122 Bridge Street, Osterville MA 02655 Re: DECISION of the Barnstable Historical Commission, pursuant to the Code of the Town of Barnstable Chapter 112, Historic Properties,Article 1, Protection of Historic Properties ss 112-1 through ss 112-7 Application for Demolition of Marina O� building Location: 122 Bridge Street, Osterville Assessors map 093 and.parcel 009 The Barnstable Historical Commission reviewed the above referenced application at their regular meeting of July 15, 2008. At that meeting, they made an initial determination that the building at the above referenced location is historically and architecturally significant and based upon a determination by Commission member George Jessop AIA, that portions of the building may be more than 75 years of age, the Commission voted to hold a public hearing on the application for demolition. No demolition in part or all of the building should be done at this time. Present and voting to hold a public hearing on the above application were: Barbara Flinn, Chairman,Nancy Shoemaker,Jessica Rapp Grassetti, George Jessop, Marilyn Fifield and Len Gobeil;Absent: Nancy Clark, Chairman Sincerely Barbara Flinn, Chairman Town of Barnstable • �F'fHE)� ' P� o Regulatory Services Thomas F. Geiler,Director �xxsrAst.E. J 9 639. Building Division �rFo►may Tom Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 www,town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-623( PERMIT# (O U _ FEE: SHED REGISTRATION 120 square feet or less Location of shed(address) Village Property owner's name Telephone number Size of Shed Map/Parcel# . Signature Date ,�-Hyannis Main Street Waterfront Historic District? Old King's Highway Historic District Commission,jurisdiction? r' N Conservation Commission(signature is required) o ` ` 'J z igu off hours for Conservation 8:00-9:30 &3:30-4:30 Z!, co M PLEASE NOTE: IF YOU ARE WI=THE JURISDICTION OF ANY OF THE ABO V,- r— cn rn COMMISSIONS,THERE MAY BE A REVIEW PROCESS AND APPLICATION FEE. PLEASE SEE THE APPROPRIATE COMMISSION FOR DETAILS. THIS FORM. MUST BE ACCOMPANIED BY A PLOT PLAN Q-forms-shedreg REV:042506 Roof S'fYv C,•Fv��, R-,��� s W tad pc�t�� 1 inch - 2 ft PROPOSED �°��° ADDITION existing double View from and Bung Y windows towards Nottingham Dr. All mfft - 4-0 +aP p1uAe-1e-0V% %,1V0,,5 2 X 10 rafters ate' I" cc�•�►�c i�-� vim;►,g) 01 Wtt?sar, R Z•G jli, 1ns}u• 'ems 16 inches on �,ps�n t� ,t�,,r,«{�, center 2 x 10 ridgeboard & rid Zy.4. Coita►A +Ie-s /v 6e ea�Lec-,fe-d R 30 in roof window ceiling - �- g s� 5 "1P5av, ree4 cathedral ceiling �'}(�,3 3 ArNC.t-ES 1 N'9t'A.1�t,�t i rl LAG C..tN"d w•e.c, w t'I'�n - `J6�/ �'C�z 5 �� T►"ss r 2 - 3 X 10 collar tie beams -rt" 5vcear rNe soffit - duTe otes hv-{-rwe�t .ss ,uu�sfi - vent -+ in � g z walls � 110 rvy h gv yo NO -s f 5'v 1 rcn Le"-f 5 de Sc 4w Side of house Anderson Anderson Anderson -- -- -- CR24 CR24 CR24 casement; casement casement window window window OF 5/4 decking o� MARK A. McKEhlZIE on 2 x 8'S L C� t 19 inch o. s �� ��GST6R�O�4L -7��S1o9 11 - 2 K 4's PT 16 inches on center on center FsT/ONAL 3/4 PT Z plywood 2x8 �1 sew nkrre(P new 1 7ex` 2Fng new a) 2 x 8 cellar i�^'�� next door col Ax �© 63) 2 x 8 r�7 to old Fors. pD5"r F 2 x 8 l ►y ;:� `t �p5-r a+ ��t+n�v►tt�S t�t�Ky . � /tDp P051 t Z" �or►o fvh� l�e�.fih J Pc�'r i�JG• �c c.w� I► n.-t Oo �;-Igs �� fo ongs PROPOSED M NA 1 inch - 2 ft ADDITION View from yard towardsy©� the NE OF ASS � "9C ' MARK A. 'GN McKENZIE S1�ucfint�-2 roof Velux 1,uir Ixs� ` 110W p ir8 window #304 existing house t4 01'e-A �� (Z) 2 es Anderson double hung window Anderson W H D26310 gliding door NLGD 6068L 3/4 PT 2 x 4's PT plywood 16 inches on center C2.) new2x8nexttoold2x8 s�r� 6/4 decking existing new 4 x 4 lolly 4 x 4 lolly on 2 x 8'S column column 19 inch 1 ,i0} v�c Vvr on center �— footings C3,` Zx8 Bcawt mtvtr+L1 (Jude✓' n� wells 5�rpb✓1t"`� roof SidtS 5 t5kr Gttt t+i► j ov- Cidd l22ne,.4.tti+ wat.tly +o 'ZX + bcc.rr, (a.+ 5010'f06c. (11w- adc�ua{t �+" �oud5 *K 4 Poems on 1 z" 0 50"OhA"S �Scc f e%��fi`» Frr Skifc� C� I Azu-44 POST O t e5 On a l nrty ext '^5 �0 ' San��vloe cen•�cc,1t tn�- W L-}- -S{,•E- Q,r dr tl1 � g Yev�' Gv►LkOr bo l+S per 5trn�D50'1 re'yvtr'����5 f G �/ 4-tC.¢ �voS 745 V J 7F- C ec d V E GO/�T1NJpJ9 CZ) Zx $ �1G4.d�✓' d'f G0.Ci� Wlw.1�. (��L �O�c C vr.0 v- Q �.}w.ec r. o her�n 7'O �7 �ti a ter•-►. Gar►rtic c-t �07�- ,4 C.C. o-r 1,C.E e-Y 5 (yam 4.�r�D 0 Gornec,i- 4x4 pos3"S � t^inn hc�w.s v5 �7 v� 3de dam Jn�,�oa�rs Poafc�5 �t.5 G�t�sCv1 bc� abo t� �or "%1 r �1tw Pb S l3avtOE•v(oe Go►"n��' `po5�S 1a 19ecnvv►� V5 "-7 s&*-,, A-L., A GG C. l d:v-c {\-t o►, }a W o 'Z x a b ��{�� s `z s 5 h° j» 5-=L•1•t o-v+ - e PROPOSED 1 inch - 2 ft ADDITION View from yard towards the SW existing house -S NcrrE 4 �� ., Z, Anderson Anderson double hung double hung window window WHD26310 WHD26310 stt -c Z 3/4 2 x 4's PT I wood. 16 inches on center L new 2 x 8 next to old 8 5 ee njo-rS -1 5/4 s ttC-eT 2 decking new existing 4 x 4 lolly 4 x 4 lolly ® on 2 x 8'S column Nod column 19 inch on center footings -ov OF�Sq o MART,A. GN M K NZ!E � N I ASS%CANAL ECG I / W(AC( ll0►1k ................ ............._...•.i o S In . .... g C N ' O •N 14 _ a pmr —'• 0 m rn m fTl 13 a" C,t D r r a o DATE: REVISION: MEZZANINE Silvia & Silvia. D o o Associates, Inc. 6/6/2008 of c 5/27/2009 • z o OYSTER HARBORS MARINE 4 MAIN STREET p o SCALE: Z �7ERVILLE, MA 0 0 122 BRIDGE ST. N.T.S. 508-420-0226 OSTERVILLE. MA .Aemww.•-. .F.,.,...r•z+•w•M a'Y,., a'.•v,+«.��.._:. .y:•-wa•w.•.. ..,.. "::. '-.. ,;...rnr."^.1;!^.•-N,_. r'_:w.,-.,,,. r,.•V,er..•e•..r•-.. .,..:,.......:e., +d.al.!••U.•••,tll A�I�RYFs.ta4NR3rz�ra.:4FlIIG�I�R1saa<'"n:u , +c_.. .. _.. .. _. .. :,. r,.�,. : ... +** •:, ....,.r.• t-r•,.:;rv-•..u.s.� .,m-r�' :... .r�aa.:•.t•e�tnrn,* ..:Kryn#•«is•.ar�"., •... ...... ...x.,-,«r+.rw.',.: c'- ,:'-•v+c-r .�,y;r..M:�t�•.•••wwr+ewweM+ M,rra.l3•*�WR •�.:R4E►qa®It•c+ra•.tlrwueMfgFF+nwe.a,nb!5wvr 3 I �I 's I "� : OASTAL TING BOAT STDRA ASSESSORS MAP 116 1 2' SCH 40 PVC�LEANOUT WITH CAST PARCEL 9 ' \ IRON COVER AT Fl SH GRADE ( �� NGI EERI `I G _ - a IJI�IT OF 5 OVERDIG 6 SCH 40 PVC VENT i F r= __ t. _ _-- ` WITH ANIMAL SCREEN •s o "° i _ \ --- - / 4941'180 E ` -- / 1.9 x \ z. I 'G� `.� c�[ OMPAN 1 1 INC. j 1 E 39�g4L- --- - �1• z A-Gwmw pp NORTH BAY �: BAY STREET AN STR 260 Cranberry Hwy.Orleans,MA 02653 5.0 EXISTING \� \� \ 250 t / OBSERVATION POY(B r `�\ 508.255.6511 Fax:508 255.6700 \ SHED EXI5i1NG BUILDING i j- / --------- : :::: .��:✓::: :::: ............:: :::: : :::::. :: Al STORAGE BUILDING) I I 'd---- :: a�°'. a 'o a a a` a a -- -- a 5.1 I BOAT STORAGE RACK 1 a�ga aloo o og :• ° oao . 00 /•\ .�OOWER WASH WATER T ELEV 5.8t ' o o a o 0 odo- o 0 0 o aqa BR SI\` _ 1 ,i I ' a_° o'g��g° ��g��g°$0og95, gg grog gg�g g ° 5 RECYCLE SYSTEM , o 0 0 ° °o o °o o g aooaoa a 0 oaoa ° oa oa ao o\ --------•-•--------�-- ° o o ° ° ° o q ° o �° 'O O a a 0 0 0 0 O 0 0o ° p ° p o 0 0 �J q ° oy ?j , J u; +r ': k -ic6.7 I y B G p tl „< I(�'+rG `^ rnf-#ti 17 .'J� 1 hrr� ��fJ d :i7 i °o o oo ° oo o ° o ° o c: e STING ILDIN�"ir '�..PIER TYPICAL :1. ;7' ," s� ra��.,'..r : r , a t, u( ) \ ..y }��•..t r. z�_t o a o 0 0 00 °a°oo0aaaao ItTCT�,"t �iiI� yA .a._ R.; r x5.32 o d are..E ' ' F 1 s-1 r': 0 0 0 0 0 0 0440 0 0 0pp0 ' __ !? + !t �' i .. x5.47 X5.72 L 73 °`�° °�°�° °g°`° °�°�° b °g°�° °&°�° b T SERVICE BUILDING) �'0 0 o a O o O o o O o 0 0 0 0 0 oG o o ° ° o ° ° o ° ° o ° o o SLAB ELEV-B.8 R� 'Y+rli11T � T " x' laiYt EOP 04 a aaa aaa aaa aaa aaa° °i f 0 a aogo O o oyo 0 0 0 0 ago ) ''•�`•�; x�:,�w j#` .._ ���... ;�� , t ,I / PROPOSED 53'W x 45L X 0.5b 1 •:�::� a o o a a o a o a a O o n oyo O a •: � 0 odO o 0 0 0 0 0 0 0 0 o O r �' ,a<-„ ;,'� ••+c, r,' Oo° O000° °oa00, °oo0° °00o° °ooaoo . PRESSURE-DOSED LEACHING FIELD ° o o ° 0 0 0 o a o 0 0 0 0 o g o ° ° e o o � o o � a p � o o � o o � o o . ( WATER) j a�a a�'a�a a�a aaPa�a E t2oo SF c W i PST BAY \ �.. t . . t •1. t / a o o a o o a a p o o a o e o o O I / TIMBER BULKHEAD '.1= s= u.'. •r' r r, r ��, n f' ? .x ! i g a RESERVE AREA O o 0 0 o O o 0 0 0 0 o e o 0 o D o e 0 0 0 0 °{QE�o o O o 0 0 0 T; tsN +•.�.,, x 'r""t;1'-rt�� �t 1 Oqo 0p0 0 0 ° oq0 �p0 ° oqo / 2"^->s?' "h�v,}q• r'' t P•t i: .Y_. „3 k •L� :a` „,p � r . „- t'7.'.+;y. Opp / W / I , O o d Oto 5 O O O oto"b O�O tl 0:0 r i k d a o o O o 0 0 ° 0 0 ° ° o / 1 # o 0 0 0 0 0 0 o O o 0 0 0 0 o O T� six :`t'`a y.: -.. I PROPOSED SILTATnON 1200 SF a aaEaapadaaaaaba�aaEaa�a aaeaawa�'ay0 aaea . a as aaa as as as W j �= I ��., },�yn !1�r �'': `�+ ;��w :;- ` ' �� BARRIER AT LIMIT OF WORK F ESERVE AREA aaa a a° °apa a° ° a a°E°apa a° ° 0.t�f<�I xY IiIM..YOU w •< d.•,•„ci. r }�•y. r O R h Q 'p Q tL•�,'.I..�' ;�4.,�i„ a'''�'Kr,. 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P ••i,•s'ti;�.'I�sl:;.::•'• ':r•:K /, O O O o ° ° ° ° ° ° C O O - OJIGR MA }• d •r.•,3 �,.y� �jiR. ,' Q�3 c........•�:• 0 0 0 ° o a o 0 0 0 0 o :� ,Ir"OIVc I:HB 1:1.; "} ' i` / / I e Ogo o9O ago O;O-- Ogo 0 0 O O O• 0 0 6 O O 0.a a 0 O O b 0 0 0 0 0 Q O O y O O O O O O b O O ' r a: XJJ6. ,�q O O O 0 0 0 0 0 0 0 0 0 g1# r L x�ii{u;:,tr t•W 'I•:•., '� 5. 4 PAVED AREA ° ba ° ° o oa�i o o ° o°°g °Ro o 0 0 0 0 o a s ppo 0 0 o y • o ° ° ° o°o°o ° O° ° o o°b°otDo oa o o°b o o ° o°b o o O o o°o 0 0 / I 3 SCH 40 PVC a a a p ago a a�a °�a a a0a KEY MAP �: {yaZCS 'j 4t-1t�+n• Drd ��Fl;iPt r�9 .!i•• :.1 0 f"•r; ,,;:i .�.. rY�-}.} Y „tv r'tiL ?'= �' ''1^'Sk-r'i �... i.,.P's ,;:rYi�l• "•' t ,S tt FORCE MAIN Oo 0 0 o b o 0 o O o o I EOP :, 'yo'3d{t Y v ' i•t'7J- %,:,J-;:+rt.!of� �.'; :-•r !` -� ry. I I go°v ° °mob ogo°o o b°b o 0 0 0 0 0 a a a p a$s a a R ads qua b NO SCALE t i�, rY rt t (.��`w? a�rfi'�z t �r N, r'si. r_.%�•..•/y� / 0�'"0 ° a a°ao adao o a aoao adao Ooba ao�o elr...i?�r�'�ia oa a -- - � 'r .ntt.!w.w'�a+rs}rY'�c ;':!`5a I*.1•.:-cr.•. � / 0 00 0 ° °o o ° °o o ° °o o :'::` -_.•.-- - \ Flow EBB _ _ �► ------ x5.52 D 8.6 x5.41 -- •;- ,�k• EXISTING .Y S. \WORTH BAY °3:� r.'-,':: :�. :: ry .'� x - - / �► 1r0 I SURGE TANK \ ; ,'�n�•. :r••` ,•... ,,, x54 x5.5 I - --�--- � 4' SCH 4o PVC MANIFOLD I L L�1�� PLAN REFERENCES:: O t. v '- _ SDS NOTE V 41;7 1; •. ,;�: . a.ct. EX. PUMP -1-- --------- �_--______--- J ER �• s., -t�:. .:. ----- ------ - ----_'EX ING CHAMB EXISTIN I\ \ ;.s sue:•; Nt., ''S:.r G CONCRE J w CHAMBER ® �,��� EOTT I #8) i - „�� ..-•.:,,•,V,•;•;..! •r. -t.. ...t••,, SLABS TO REMAIN x5.0 Q ASSESSORS MAP 93 PARCELS 009 IX. SEPTIC TANK ,,• ._ •` S 47'56.69'-):-� •68' o BENCHMARK -CORNER 1�FROM TOP SAL BANK x�o cY� / W .� S 4532' E PLAN BOOK 438, PAGE 33 5�(SEE SOS NOTE �8) "� - CONCRETE SLAB i PAVED AREA __T)4�- -./ - 93.4s' __ _. r. 83 BOLLARDS 5.3 INV 1 RIM=7.e s r o' N 9 PLAN OF LAND FOR SILVIA & SILVIA ASSOC., INC. & ELEV. a 4.8t (N.G VD.) L TRENCH DRAIN ALONG i.s INV IN=4.50 x9'2 BY BAXTER & NYE ENGINEERING REV. 7-6-87. 74.4 DOWNSPOUT FROM GUTTER �� B(nLDlNG R INV OUT=4. N AGF FROM TOP OF COAST l WITH OVERFLOW ELBOW AT BUILDING LINE (SEE DETAIL) x4.7 (OUTBOARD SHOP) O 5MH 2 RIM=8.1 Z 1 x3.7 -� BANK GRADE (TYP) % FF EIEY=6.5t \ INV M=4.23 / W • INV OUT=4.os FLOOD NOTE: - © CONCRETE RETAININ 4 SEWER ALL FROM BUILDNG #2 �� -'-- --._•,-- _ Q S GAS PUMP � �� INVERT OUT=4.6t� '1\\ 4' BUILDING � � - 3_4 �--- - , \\\ E(E]V/PLOY C 12 SEWER (TYP) \\ FLOOD ZONE A 13 ELEV. 11 -- --- FEMA FIRM PANEL #250001 0018 D - _, \\ BATHROOMS) �, ' INSTALLLER TO VERIFY EXISTING 1 4 PiPE FROM DOWNSPOUT TO TRENCH ��� ___ _ EXlSi1NG RIGHT -- _ _ +3.7 3.5o0 GALLON \ " ,��o SEWER PIPE LOCATION AND INVERT / X9.9 REVISED JULY 2, 1992 \ DRAIN AT 1% MM. SLOPE (TYP) r I=2.2 - ----� Y EASEMENT - CDMA� -VY DUTY PUMP \ AND REPORT LOCATION AND INVERT ELEVATION TO THE DESIGN ENGINEER \\ /'�0� \ PROPOSED SILTATION - - -.__ - PRIOR TO INSTALLATION OF SYSTEM\ BARRIER AT LIMIT OF WORK � '�`M�` J F �ts5 rY°�, r - \ \ Q x3.0 x2.7 I # r �$i,3P �,, # r! a r >;ti� r ,n r F 4 4.7 - - - _ / } t n Ie) 11 A ) 4e ^•'K i i S 4 1 vb ColYlr t^�i.1�TS. \ / ( 11G r` r�'I. Y •�.'4 !F \' l�`9'�rl ✓Q � j y V' I' l k+..• -� •-- \ \ / K '4 l }s DA � / 6 . 1 Iry t{ ,yk£ 74 .ez ,��k. .�t �rst i t ;,w' SpM x• 1 �1' -P 4.Sr '�,x g.��y' +:ll. \ -•- - _ ,\ "i • 'I 4 _ t# . ,ar s,4x ..,r `� p5' A� ?* �' +any`yt 5'�ifC " ,k I t'1y Mys �/ _ SMH 3 RIM=53 00 CONCRETE w' =2.37 3•5 I e ; n 'CONTROL �NF ,JiuN Tie t"gib I 1o'MIN. d` INV IN=337 ELEVA110NS SHOWN HEREON ARE BASED ON THE o i BOAT•RAMP I e �t �fA , ANO� LU01a':4 a'' na r ,/ �D r I S r AND !","�l1AL`<`ALARMS SNALLt •� x3.5 4.5 4 ,r INV OUT=3.20 \ \ I6 :'MOUNIE$ ON 7 BtjILDfNG t�EAR ;�r, \ \ , A x8.5 NATIONAL GEODETIC VERTICAL DATUM (NGVD) /I IFr yh �'}r kx y■����p/,THE pl1MF� CHAMBI tORf111`AjLi AT10�1 �'� '` PROPOSED 6,000 GALL .� \ i tI 5'�` r r `t3s'; ■ t: rVr'W'J,_S' Y ea-.dr1=- t r`�' 1 R �r,..... 4 - _ a y ru + D�I�ED EI'l O>TI ) ' �r < ` ±+? 110' r '" LOW-PROFRE EXTRA HEAVY \ \ :'', "� � 1 :I. AiiN. +t ,n DUTY SEPTIC T 3' SCH 40 PVC };uv '.4 ! ' 1■� 1!` t��tdr FORCE MAIN / X5.2 \ •r O• ,}•�h,aL�.. tatter`.r..i ,� rf5i`Pt'�7 ,■�i�;'�.' I r '{t, I'`'yt7 f �rPi, M,Y.E:Ot'Z�t�lt'YC••7.F g•'+C`F ♦.��a,•.j �. � SS �3... x;7 .f-iY:,,,.� j .t,.;;�' lr'p tY,!-s 11� 3.6 �' ei �sew}L+'r ,: rJ, » „afZx;wl y �.,;4't��1 '. :r� �} ri 3;•• tx�t' ,z w t ,",.}i � i ,:: �,,,, I :• ; / 2s+ \ CONCRETE • P r S r n: s r Y 5 a R r 31� r �t • \ O COVER Y� O ViI NEE APPLI CANT. 1 'i�i t'rl � r#`E }. i } .+ ti,� 4r:�y�,a rUr 9�tt vS N S' ",;.f, d hw. .,j' P-xj v •Ji .� ht '�' �! err' ; y Rr t, 7 M 4 SCH 40 PVC SEWER / ► " z ,+ L z ; :, _ 4x.-GUILD! r;f °� PROPOSED SEWER LINES m BE SLEEVED WITH A fi$r p. gal t� - \ SEAT. ! ! // % :i 4t w it 1.I sr FROM BUUM aa / /.' / / ! i / ..•.`a>�9`q'" w 7..... Y,d y,i x.:4. 1t;y{.t''tl ;:. d' n` 4'a r a.G< v„..tt .--� ,?➢.:c r/ l //fJ , / f// J� / / /I w, s r ,: :;-. k 1, :.:kt ,r a t�� ��{,�r �yp(y�`(� ray Mc�s�� ;� ,,:, LARGER DIAMETER PIPE WITH ENDS ENCAPSULATED 1 •/` i• / ✓�i ..Jn y.+�y r k t!hMs { l' !" :+ ) i+YL 4'1„M.' �, .,, All'1'.,�/iRll`I '•OUIWIN11, I'S, d.'� < yki G "�.t ,k�92:f �:•.4�x2 a G,S a. r.`$i .;•:i:.•- "G.�t• '�#, `2�ti I , �= • \ 00.4 OYSTER HARBORS YACHT BASIN REALTY CORP. m WHERE WITHIN 10 OF WATER LINE (TYP) \ 1 5 Sr Pqyf 3 S h v a t- ! / / / ,/ T.t ai. z r ✓ti R C fi,. 9t34: d .; 4 .,bh, rM1 3 4 ,..i�" 9 '�' _-- /!�! /� ,✓ r .//�,:! /�i gs A " 619 MAIN STREET 4 CENTERVI MA 02632 �N 3.8 / r✓ / J ,1//// r ,�.14��I r,•�r r �b+^�"�:�`Y'�' YJz�;�h't �`�° " � ,� r t'�Sr s '� .�7 z 9P. �P�g �a � 1 I r \ LLE, �. °Fibs / ,/�♦ /�`// / q t Jt - tx 1 � t � - , a'� �C'"' f .,.� v�^F��j ;it k -.'}ro"c/`� Y7 5,;�' i4 a4 �tp�'.�r �f>,. ��U' r !!'! ! /,�1 ! pvt,,�ll'r'n rr°•kl l�e4lr�t,�ll;,� Pl }ip,�� �,�N, 4t (ytr�Y'�. �.,y,�5 t' �� �yj�i .'µ'Ti�J'�f s• fitni C"�'.7..,, .re.?'.�y, • � W \` I sq 4 S� FROM BULDNG I>a i \ { / / J+'. /�/ rtl;?E d 1 ��crd,Y •� 4.•;` cL',rd,.{'E'rC•!I� (h4`G�,+#it"1.�,1��4kdJ. l�"�rj '�`_yi,�s f'.'.'�.ffik s7�iCy;r �r ' .Pr 't'.�'4 ,} f7,J II • \ -► - O DA �� (JFr51ING/ ` rF C 4t7 - i't+`7: v �i #IsCtpy gip' ,c l�sa."W�r (508) 420-0226 .:'`yll' ` ,L� �� ri 1� L x,ttr ` i2 I S 'c'}'�`t��r ._a,'ss,,;a 1,. ,,Y r rS . !4fi�e,"rr 1! ,ty �,,.c 1\ / 1 -� ,/ / `.,. ; ,, 4-.,. a '' ' brr ��xf + \ r - V / e l M i r� �� I b \ 1 p ICZ / /'BUMIFiG'I b;?tE1�1 r 3 r, r A blt EXIS"ON TrT'31lILI�ING *�� �' . / \ �• iri r r s:i•: fish �4�/- �fi 5 K; 1 �+ < r f 1 ,, i Tp µ fy�h�y 1 b 'f YL { 'C I 1 f/ //� ,r .i'•kr ' ksye ;I V.��L.RGW19JIf:.NICY .J ; t -rt4 y I / r \ 3.s Isg //,/ ///%//!//i;/j 5 ,, r ;�h swt t: l� \ / M ASSESSORS A.AP 116 !! /! /J-�i //,:' // �/! i ✓'/ 4� 7 Ss':: 4Y '•.Y'Ft�'.:� "'d'n t� q ''�-n tb11•f �ac'.I:�.o• -1 / / �]' j I / z PARCEL 5 / \\ N o a ��I .�/ r/r !r / tr ''! /. /" t� .-.5..�t -•r){ r:- } .�,s 3;` t tu, _I,esr C F��ELGY 4 Ew�' , aka ;,r�l�rir'�7�^�,�41 �y '�`Pr'� - . 4•< :.*� y; F a Y sg r�r Y 4 j/ , �/ t '+ J r•'i _ , ,t :.F r ,,�'' X4.V� / WOOD DECK �I/ ! ,' / , � �/" :�/ c 3 , -, ti °�iS:t r . , ti ;, , +' ,*: '� �rcrayx // ► E e� L/ r, /i�f' r.... nab ° ., a. '' PAVED AREA x4.8 / r^ _s 'nxrl.:r''-4x�.�'ii� i,r '�. ly'` j ..tz d�,. _ •�..,'.,,�:,` ,�^asf:_- v'rl P .a�r:� `iI I r - f g� kU m Je ri ?.ors , rf i � -tit � // 2 \\ OHM! r TM % i t x }•r i x4.4 / X6.8 # ./ / t4}' `'.ti�i i n '.,Z,fs Y p•,,'+�x ff:'.,•ti'F.. `s S� 0 4Mw•''y, x J,s'h X tJ,y!kL..y� n X5.5 r ! ! / i / / � ,/.: 5� v tt i�: .44 M!Y.O� �` y k-•yj f'x C L,•���� Y �r 'W, y._. Y1k ,. �r �„/ / ! : S•� rti,_''a F�wtcy / !' // i i j / 4` 1 .4, ti i +t� �Yt,_r !i r r �� ._ t• r 4 r r r. . /�j !� 5 £ rk§ i a:l{o } F 1Er n h / LEGEND • // `; ,f•t �k7 {a 5�• s t 9 Afs I / �i// ✓,/ I;:zh e1 AMP. r rai t..tr EXISTING RIGHT / / 3 �� JT K k J// /�/ `/� / •! r firs`�r1,,y c, ; r ��t,, .i r a. T''Y }°,FE'ia-s a&j}r r`'C. k r �i�'4,•5 sti•4 `a.5kp OF y�.`jr5 yz{ 'R1'•:A. t+nVf V� WAY v�/ �tr ar t u, .Is Yt�� 5F uryjxti rtt 7 ,J } �-r / y� Ht i; y� •' r �,y4t��L ' }�t7 s Er f. / T / �� pur, a, r� 1 .ar .£"-{4.'�'+iH is J:.�y< :.1 yt +l"�,„r d '. �hw.r :•3:..1 E G> EASEMENT 4.r#d '� 1 ir. ` N J i, st b. a'a r3 -n.,d (,, s o x]`,}jy ) ,r r - •* t { ,r,. ty r ifs ht '-il�, ir. / / �r �_ \` �,/�/''/(t/�p(,•/(�/,f u,.�(/// i j:k`.iy'�,r•NI} '' r 1 r �J�1 _.L�5Yti .4 '4al I IgX)�.irZ„i l.t�';# ,�1..y: T,•�f.' '�f nC%r t t X'1"T }t ` 'ARGr1'Vf'rRG1I1W.k•1 �1 r. ''t. , iT., :1,r21 2�.r'i` s �..�� �.ji rs:t�vy�7.2�,.1: %�J. 1_: �h,�,� ��•�y �it �1Y rl / [(AGE"' �'� a •\ %,/ / ��, r '�';Sr , t sf r `fip1 j.'+�� d' 4�'•ey, ,.�f ."t +"�t }f ��rr '+ y,Cl LY „a' �i. / / a�=�- O �: „',d, ,,ylk sslr-Ki,t: h`'�eyt e:� :,#;"i,`srj,,•�.t ,?�r �y6raZNy� '1rF�i•Yyto,q��.,.�.���,�iri' I� n ef�� - ' --r ! r .�.. is a'r 4 - y r k.f.r 'i r j 'E t 4� n >np t� �3Y�., .. s>r v.^ r i1si i� i yF,s,k'P•YY 1', PROPOSED EDGE / / __-. ® BOUND � W Ols• -RECONSTRUCTION � � r r � � #c # �c �� � a _ __ / t Y - a }s.�':. Yj �a}'1`J P 7f.Cr, rt.C J, ry r•f - _ _ 9' r -. iJr , „ k:} ,ram s <S t t, .,,xis r �.d ; . C 1 g4 R a t €;;. OF PAVEMENT F / HEDGE 1 ___ / Xr 1 l r �t s - W r� ��N. ••-k1t r�­a.('t: ,*Jx r��`t't a „1z � 4-F>s.a. -�'L,`trfi nip '�Yn,��•.5 .f�L .��e,��,"f�- �$ ��'�•�": }•_. \ � •4� / / � E•y I /! �j/•�!/ J L1■�:<`1 4•t '}', 42i r Fi„ �;.'*, t`'3 5 Y''S1' r Wider n `,:� d ), , f a''. e[ •,fi" ,� d ;r '..'.y s St"•C- \ \ yI I ..� 1 __ at... y, #I`dF .� ,n i +� ? }.+ yt� x j•1a ,r :4Cis+.r {5�'i'�, ,i:ft+y r, Is+•� .\ a \ 1 .,.._ _ Fly`.,� �' 't J,' K1,,!`i J- 1.�dE XS•Y :I 7 f•:� 1 ,� I �3 56 -� TW, PiT � vl V // / / ! �ht'A.f�Y 'iEtr itr.} li•��i '-l•. Ilcf l n. rt� #'R.,. u:i 1'�{ .Y x, „ �{'•�.•;."air ��'3°�-1nu � ��'y ``'\ \ •h7• _�_ _ .. J _� 1 � O O - ! - N.. .� .i+ F;r c'i}+, .ja t•2''.j f'tt I'; fi )1i.Y it's }tf'f^'} nffft : i,{„q,.. .r , N �tO'W i+L �.- .\ 4,� \ ` yl CLFJINOUT $ / --8� I OM 5.6 MANHOLE FJ N 49.04'40' W 18J 9� _ ` J `\ x6.0 r (D MONITORING WELL I --- -1- \ I \ / __-_ _ �l / OF EXISTING BUILDING ` Exlsrnvc � � J l 44•6 3'W x 2b csusHm IsTDNE ��. sH� / � _ pQ GAS VALVE ov ' DWEll1NG\ i , TRENCH DRA'?d ALL�ILONG TO BE REMOVED (TYP) 6.3 ROOF DRIP UiIE \ 1 1 A CLEANOUT WILL BE x9.6 I GM GAS METER PROVIDED AS PER MA MM PLUMBING CODE x6.9 OCONCRECOVER � / wv WATER VALVE w O U cl- ASSESSORS MAP PARCEL 30 93 HYDRANT rr�ll j x8.2 ; x7.5 `� I V I 1 -a- MISC. SIGN -0- u nuTY POLE \ o GUY POLE O � \\ N I I 1 7 --� WIRE.9 r 1 I GUY ASSESSORS MAP 93 ' PARCEL 31 \ 1 x8.2 3 \ CHAIN LINK FENCE Q 1 x8.5 \� ASSESSORS MAP 93 I _Q__o__,_ WOOD FENCE A ' PARCEL 3 2 H 1 1 _ _- - 1 ___ -b--�--•�- SPOT RAIL FENCE W __ G GAS LINE � HEDGE 8.6 x9.8 ' _ _�- , cn 3 - r - - w WATER LINE _E_ ELECTRIC LINE p.l -- - O N CONTOUR a 57,2'to' E _ -" / SPOT GRADE SCALE !, AS NOTED 1 19.00• i x9.4 PROPOSED DRAWING FILE C16233.dwg 8 1 1 x9.1 / DATE h 1 / 11-30-07 8 CONTOUR DRAWNBY00 JKI. g , +8.5 SPOT GRADE crTEcxED BY 00 BRIDGE STREW pTM) SILTATION BARRIER M ��• - VARIABLEE ELECTRIC SERVICE N 969 G- GAS SERVICE e ------ • _- w WATER SERVICE PLAN 20 10 0 20 60 69 SANITARY SEWER MANHOLE vbo C2olol i; D9 DOWNSPOUT a w° A 1 inch = 20 it PROJECT NO. 1 OF 3 SHEETS w (THIS AREA IS SERVED BY TOWN WATER) v C16233.04 _ O �� S' A,. NORTH BAY �� \\ \\ NORTH BAY YA of NORTH 9AY .�. ASSESSORS MAP 116 PARCEL 9 C� \ 0 M \ 9 . F 1 \ \\ � Q ao N PRE-EXISTING BUILDING ��. S O \ \ , .,ae SWE. O6v � \ \ M °� y ezn"oraun°viod \\\`o 92, m \\ \ 06 ti ASSESSORS IMP 903 `\\\\ ° � \�STo •6C9 F \ \ 6l�(�\�j ��_ �n'+ee,F wseEaeow swvu p q� #122 BRIDGE STREET \ � � a CO � EXISTING FOUNDATION vim a \\O,\ 'ltK ,'9�\\ 694. .4b � \ oT ti� LOCUS PLAN \ SCALE: 1"=60' ASSESSORS MAP 93 \\ \ 99• F PARCEL 9 \ `\ I hereby certify that the lot comers, dimensions,and setbacks to the existing 77,340 S.F.t \ \ foundation as shown on this plan are correct. Conformance to the Town of O 3ti \ \\ Bamstable By-Laws and Regulations shall be determined by Zoning Officer. \ \ 36.41' \. 48.86 jN OF MASSA_'yGiP JOHN �s R. No.3390 `77°16 ASSESSORS MAP 116 '07 �1 ,A,6� 6 90 5, � � / PARCEL 5 \ �' p� 751 R.O.VV Date Professional Land Surveyor ASSESSORS MAP 93 p'�c� S 4515, j � PARCEL31 N�:�6 S97 , �: °�� FOUNDATION AS-BUILT \cam/ / , AT Cn Q� 122 BRIDGE STREET 0 / OSTERVILLE MA 02655 ° 1bh // ASSESSORS MAP 93 0 PARCEL 32 PREPARED FOR: � oo� A REVIEW OF FLOOD INSURANCE RATE MAP COMMUNITY PANEL SILVIA & SILVIA ASSOCIATES, INC. • NUMBER 250001 0018 D DATED 7/02192 HAS BEEN CONDUCTED AND TO THE BEST OF MY INTERPRETATION,THIS / EXISTING FOUNDATION IS IN FLOOD ZONE - A13(EL.11) PREPARED BY / JC ENGINEERING, INC. OWNER OF RECORD: OYSTER HARBORS YACHT BASIN REALTY CORP. 2854 CRANBERRY HIGHWAY 122 BRIDGE STREET / OSTERVILLE, MA 02655 s // EAST WAREHAM, MA 02538 \ S�0 / DEED REFERENCE: DEED BOOK 5936, PAGE 73 '0 � PLAN REFERENCE: PLAN BOOK 438, PAGE 33 SCALE: 1" = 20' NOVEMBER 21 , 2008 _ _ --- - - _ Jos#1466