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HomeMy WebLinkAbout0200 AIRPORT ROAD aX 14 ( %t& 199E. I I i i j I IL SMEA® No. 10339 » smead.com • Made In USA 9VpYCLfO 7,C0J� _ . Y°l wu�; S H A P d � a a ISE 4 1 'RHOS I r And � JJJJJF�i 62 W ggsA"JQ N� � 1- n e 4 n CIO O A Z J dd � a E ~ J as x i Q � F I s ® O E A X�' s di4 W f W a e ® Q e A 0 tl u o 0 0 oz ® i oz a ® e A I � � j 4 1 a ms nauo a os > b :u gig � � p �, � ► 4 C 2 CS W o � � y R PQ � + ! i i m&ponlo 0-09 I i o-a; o-aj o-w Wa 1 E� I ' pIA 9Nd0 9d 16 gg. p C® O C n a p E E n , e )K ♦ t a �-0 4 i n E V n :m CL Y 6 - ■ry m a.r m i a E jE n � Y I � 8 1 Z d ® O CL ► ► C p E C p O Pal � 4 Y p nm . .. Q cdw 7 m) -i% -. n 666 @ Iri wY ID p E e n to ® - - -� O ••� � o � to C " p C E p sl F H IM V 4 0 p E =M Qmi ® 0 ° E n a Y " a FRAME REACTIONS (KIPS) FRAME REACTIONS (KIPS) FRAME REACTIONS (KIPS) MQ�R n. LL vLL VAR CL NENDSR LL WL VLR CL NT]®FR 0. vLL nR LEFT Cn IDR 67 tb -'D.0 49 !tD WL SD ! 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F YY N Nall • YD]A YVNI m EDO ' _ ARlODD 7K NppDOPL • REV Mit D�OI M ca R!I saw A.Wau lx i ® A&S BUILDING SYSTEMS DERD�TmN AIOUI Xv SMOG RAD • um REFERENCE OR"a ell n n GPE E nun um.EC/AWW VAT NWU HERE WN IN DEW M .m m I Wdm TOE 816M r9?9 Q o ' a � W J J. ov m � � - n PK 4 1 I � c \\' `x g d 4 4 z M Y 41. J O a ax <a v II T? < ��Na.�d 9 a On t i , ' T 1 Z �o K � z ir �0. . Q �ua � � o-w o-oa o-oa au�: J � V H i v o- . R /I N 4 N 4 R v 4 R 1 N � . A Z LO Q J a 4yy Z $ 9 4 R E 4 Il d I Z I if Ao R o- & ;x R N o- N R � � �''� , `� � � � � ,� � /� 1� �_-, �//y l �`/ ��r/,�y/ ��. 93 GENERAL NOTES: 1. MONSW VW IAFOWLMw W Folm al. TjAST/L LO AN nAM AM DMI r NM,o AM EOIN Yer N,NIM u ALI14L w 11M a1eLw IIMMI. / W rant AM*am `— !. AL DIaaICIIw Y[DwI AM rrOlA1 AM / YMIAW to MACS Ii1N•It OM r r e WT'.IOW DYLL % NIfIW 10 w1.D.[.I.rl1L[I AAD LI,A / % nla LINLIw OMW row r ILL(M Ilat/nma. , , ' ,,,�,� le-M a Iawlw I. 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I11I MAIYIN Wll MOW w MII RIM 11 iM 1 \\ 1r0�ALL 110110 WIY f lerA llw MLt AID W1{!I[OalwM IY 1 \r IY•PoI AOLOtMYtf nM,uYaa Nuns. � Ir.W IDA Mallu$ SUM'TOAlln .- arM MNIIIr[D wlulr iwM,nw O ­MAa'a11/r—M all"M oaAf ALD It IYIDInw1 AT M Loar/w or M —Aso MIRSIN. �'� ' i JEACHINO BASIN DETAIL n. urluna u[,w.rn ro AINOIA r M .""IIIw1'e\ \ t � :/1 Ia/r 01. MM LOT lI wrIM or rIw It=. \ \ i' (I SITW/NOW CONCRETE II. AL IrW nwi nw IAIq/IaN A14I a TO \•\ - \ I 1'FINISH COURSE w wllr IaD w M tor. •` \ i -l/Y•BINDER COURSE I[r I{KIM M WILDIN—Iuuw ANA II MII \( •\ 1 I}'ORAYEL BASE M a[,nrl ruDiDvr. - \\ ♦ ! \ OR 0'OENSE ORAOE .1......:.l..... \ PAVEMENT DETAIL \ i / dC ( 1 '^ DESIGN CRITERIA: 1 4yp,ONj• MIN PIN, 1 \ i w AfNatl f/f rDAWONS•IPo w It tit 1 - mat BW HOIIMI rat NOnM• i i 3 i x \ Pou Moof 1.taro wWIM, Q i 8 \ Nllw I'DI,ra•LL'YIYIIYW MIt 1ptNLL aW•1. Imlm/WIN ua•A.&wm E SOIL TEST P•IT DATA I IMI. , Too A� Mo1wla !N/ oW 0..1,14 , t I FILL . FILL ........................... I........... .............................N.} L•I Yp/AIO IIM p ' \ ....IOW MM'.u,......N.o N• ......................... ....._~ ......f..'.'.......11.0 i '\ N' ....•... .......... .......... y` CI W_ as C7 MIW N. . ............. fl}E ....0- _ M IYO C N W.Ww.1 I 4�.... 11.0 1 •..�� DA YE: .RLr II. fOse 1 TEST IrrfTEFNDI MM} i I �•..,.•� M/TNE}sED fr:ED eARRr I FERC RAr£r /r M/N/IMW f e}•OF'DD•E -_\ AIfa MOST_r It fIM1Y . r nur,•a i w Lt'a IY f•r IWfaIM ii 1•rPo ' 1 Arn1 1 wlnn w'Iraw uwfe.M•t M• .' ! w•YM. ism_ afw WT',aN f•ChOM#Mf"or PROFILE:Nor TO SCALE /� S / T F P LAN OF L A ND / N \ 1 I � 3 � SARNSTABLE. rNYANNIsi MA . C. / ' / / �'/ �' •+ r/.r/Ir , PREPARED FOR: ' '' �� I A / RPORT WAY "OM/ NEE TRUST SCALE: /•- JO JANLJARY /O. /DD7 l i � I • //' +� i r/i'�r� CJOA9J JCP—BJse -. \ , � � � . 1 �JOBJ 4J8 J09J fNEEr W l JOB!!D:DD•}S} FIE10,RYI/IOR CALCr rfV/tAN a2CR,tAM DIMr fAN/6M ,.Y..F��CC• c a a� Cq IGI� 2 c 1 IR Fig b 1 a a � let n A - let \\ r a� \ Icz rn S I G� -0• s9 r �1 s a B IR LCl • 3 IG�a g > We pgT�• m Ica h a �, R Isla o ; fi 21 let Ict , ol + r cz —® LIT I a ffs , T .�."��.a A B _ . �_ - b 31, _ c Rp iGIR f G n a .� � 1 b. B 2ci `♦♦ I I \ �! tct ♦♦ r \ l b a V 8 b d m -lei -0 Qa �3 261 IT1 a i < 2c1 i � w i L 2G1 ud I 2ct .A F � � E 1 ` VA • i� b Ut ♦♦ % \\ e b 2G � b o 1 ww, _N b 6 ;pit ow b A LLL oilk Y 9��50gOg .. USE(4)SAP X I VV I(T.WLTS V'/hW D AT ALL E.W.ClI UMR TD RAFTER. . C@D6(TYP.UK) A 12-6 as 12- L4 M-13 °'b I:-s 16 SR4 Rx ., g•c q IT to fo.0 I ' 6-0Y. 1 1 1 9 I T-4 ENDWALL SHEETING ELEV AT COL. LINE ' 1 ' 34 lzo Ito 3=o IE-0 �PRINTS.. ENDWALL FRAMING ELEV AT COL LINE ' 1 ' VE3TROy PREVIOUS USE(4EY.>S/B X I IT HT.iMrs W/M4D.. AT ALL C0.UIW 70 RAFTER , CDNL(TYP.UNJ - , Q 20-0 Ef-f RD-D 08` 6-0 D-D ENDWALL SHEETING ELEV AT COL. LINE eta _ � 1 I �P"�amselml�r�epppop1Du 7 f V I I V S-f DOS iR IIY�1� N L 1 4• � REV law 1 smawTml D7 OR . OWALL XQ IIDB ALL MIMI- TROT�iD1ATID1 D'FDPOURI ORl.T101 ENDWALL FRAMING ELEV AT COL LINE ' 21 ' (FlW)ATTADO 61ELD ATTADO v it m . ALS BUILDING SYSTEMS . zo I'ARfYnIL mm= Df IDI DIIIVAL TRAIm6 B"AT= . Sla A6)SIRICR D)IAwmas •- ORIOER CAFC 6 IDLMO SfQA. IIC.'AIRPDIT VAT MXNZ suyy,/!`nim 06f k.lomm.A-f L ."V14 \" IaArml NAM&RA 6RAYR N Own!Y a a. IM IOC 29P IDA o vil: yt � Fe .. rn v4 o. 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G i i I I I I 1 I I I ; i 70 w RAIL a qoY Rro�CNoT gY 0.45� �/ .j I ' in ' ORKC AN4i.¢ ---' RYNNAy MAM(WZ1x44/MxZO.Y) 9 a / I I RowrAy tw.M 4 x NwN hN{Ilt BOt7 44$ / I i' ' . NARDCNEO F..rcwwsRte a° �` /� i � t G cw.wN -O i i DESTROY EvioEDa,N fI ..... e / O� 4o M RAIL [J1eT_BY1M�—..._.. NION'RNlI►:,IItfT qI I RuwwA,,BxArt Z(wZ1x44 7 1q 139"d Amble \ I I I I I 1 I - SRLTION-H• '. RNN.HY BQAM"GONNK71oN Y�.AIL A`[CoL.LiN6"A' 1-Zl ' ; a"is FOY PUM1\ At ` A44 w .1P.p J n m rm�aao Milding Systoms . o A . CAgMM118r1E1M"M ra trar./Mf.tal . - _..--------.. 42 e 1� ys b (cp 4 is t --------_--_----------------------t-------------------_-------- a o TO °� o \ 2 LL 0 \ u m 'i�y18-1 °���e•91 j II o r - N � — m 3 U 9s� sa -0z a b-OL r N, K 4 a• N i i F m - m . a V 6 ?OJ O m ,0 i M z � H % a ' N o a N � H Q O i 8 e a a ' r.. 9 0 J� H 3 2 3 � _ m N m N - N P y H O-C 1 �erV Au Wpp j�� �,�� -�--� �� � � .� � n� �S �l b�� �dC' lo �2S�i� � . ENGINEERING AND PRODUCT DATA } STAR BUILDING SYSTEMS i DESIGN PACKAGE BUILDER: LOHR REALTY & CONSTRUCTION CUSTOMER: AIRPORT WAY NOMINEE TRUST JOB NUMBER: 12-B-86208 TABLE OF CONTENTS Page Design Criteria 1 Notes on Drawings 2 Deflection Criteria N/A Project Layout N/A Building B 3-10 Special Details N/A Original Design Completed thru_Change Order#0 Revision Histo Update Date Rev# Reactions Reason for Revision Pages Revised Eng. � Revised Project Engineer: Vinay Joseph (Oklahoma City) Checking Engineer: Franz Mutis Signing Engineer: Franz Mutis;P.E. L Star Building Systems P.O.Box 94910 Oklahoma City,OK 73143 (405)636-2010 September 18, 2012 1-800-879-7827 FAX(405)636-2419 LOHR REALTY & CONSTRUCTION PO BOX 243 SOUTH DENNIS, MA 02660-0243 12-B-86208 AIRPORT WAY NOMINEE TRUST HYANNIS, MA 6010" x 1010" x 1510" To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet-. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Star Building Systems. The attached design criteria information is to remain with and ,form part of this Letter of Certification. The calculations and the metal building they' represent are the product of Star Building Systems or a division,of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Star Building Systems or a division of its affiliate NCI Building Systems and is ndt the engineer of record for this project. Cordially, Star Building Systems Materials for Metal Build' An NCI Company RANZ MUTTS Franz Mutis, P.E. Cl\nL y Regional Engineer Nti,4008 f � I I ACCREDITED AC472 12-13-86208 8600 S.I-35, Oklahoma City, OK 73149 Page 1 of 2 Star Building Systems P.O.Box 94910 Oklahoma City,OK 73143 (405)636-2010 TRUST,HYANNIS,Massachusetts 1-800-879-7827 FAX(405)636-2419 Building Code Massachusetts State Building Code 8th Edition Occupancy Category . . Normal Roof Dead Load Superimposed . . . . . . . . . . . . . . . . . 2.75 psf Collateral 6.00 psf (3.00 psf Ceiling 3.00 psf Other) - Roof Live Load . . . . . . . . . . . . . . . . . . . . 20.00 psf no reduction Snow - Ground Snow Load (Pg) . . . . . . . . 35.00 psf Snow Load Importance Factor (I) 1.00 Flat Roof Snow Load (Pf) . . . . . 29.40 psf Snow Exposure Factor (Ce) . . . . 1.00" Thermal Factor (Ct) . . . . . . . 1.20 Wind Basic Wind Speed . . . . . . . 120.00 mph Wind Importance Factor (I) . . . 1.00 Wind Exposure Category . . . B Internal Pressure Coef (GCpi) 0.55/-0.55 Loads for components not provided by building manufacturer Corner Areas (within 3.00' of corner) 34.02 psf pressure -42.80 psf suction Other Areas 34.02 psf pressure -36.22 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category B Soil Site Class . . . . . . . . . . . . . . D Stiff Soil Ss . . . . . . . . . . . .". . . . . . " 0.220 g Sds 0.235 g Sl . . . . . . . . 0.058 g Shc . . . . . 0.093 g Analysis Procedure . . . . . . . . . . . Equivalent Lateral Force Column Line All Basic Force Resisting System H Response Modification Coefficient (R) 3.00 Seismic Response Coefficient (Cs) 0.08 Design Base Shear in kips (V) 1.23 Basic Structural System (from ASCE 7-05 Table 1'2.2-1) H - Steel System not Specifically Detailed for Seismic Resi ance tH F FRAN MUTIS ..4 u CIVIL No,49396 ACCREDITED 5s,qi�, eti AC472 9D `rg' 12-B-86208 8600 S. I-35, Oklahoma City, OK 73149 _ Page 2 of 2 BOLT TIGHTENING - All bolted joints with A325-09 Type 1 bolts are specified as snug-tightened joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, June 30, 2004 . Pretensioning methods, including turn-of-nut, calibrated wrench, twist off type tension control bolts or direct tension indicator are NOT required. Installation Inspection requirements for Snug Tight Bolts (Specification for Structural Joints Section 9. 1) is suggested. Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529,. ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rolled structural shapes. conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum.. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold-formed light gage steel members conform to grade 55, with a minimum yield point of 55 ksi. For Canada, material properties conform to CAN/CSA G40.20/G40.21tor equivalent. The roof material, not by metal building manufacturer, attaching to the roof system provided by manufacturer, shall have a maximum weight of 1.4 psf. Attachment of roof material shall be structurally sufficient to sustain the minimum specified design loads. The framing at building B side D is designed to receive a future addition with a maximum bay spacing of 10 feet as measured between centerline of the existing endwall frame to the centerline of the future frame. 2 09/18/2012 BUILDING B key Struts x=double Z, Builder xx=trle Z, OMS I3dM3QIS LOHR REALTY & C❑NSTRUCTI ip o=pipe(WM> 0 OI Job No 86208B run01 Versions ver01-v,jthottunkal w Mon Sep 17 09: 55: 38 2012 Z ,T �-Z ,I� 0-11 � cn o mb/£ N Ln \\\\\\\\\ o / o v�`� ~ ru —— O W Z Z3 O n m O CL f--1—1 O rI O Z W .. Z t7 Xr p S 0� I3► Z Y % 'W 0 J O D D L'1 —— r z-+ o a r o - / o `o z q z A ~ -1 te= iw . �► , ; z / 0 ILL- m r ci o o- <m rJ o 3/40 in v v o 1110 ' 2-� 1' 2 NOTE:-PROVIDE CLEVISED RODS AT SIDE WALLS OwnerAIRPORT WAY NOMINEE TRUS HYANNIS MA 02660 ' 0 P.D. 20912. 13120 SIDEWALL SWA 3 09/18/2012 Star Building Systems, OKC, OK Design Summary Program User: vjthottunkal Job Number: 86208B Design Summary Report Version: 4.21.2 run01 Date: '0.9/17/12 Manufacturing Plant - ELZ Start Time: 09:55:30 R:\. .\12-B-86208\ver01-vjthottunkal\Bldg-B\run01\86208B_bldg_B_Ol.cds ------------------------------------------------------------------------------- B U I L D I N G "B" D E S I G N S U M M A R Y R E P O R T All connections use ASTM A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. ROOF PLANE ------- RPA R:\Jobs\Active\ENG\12-B-86208\ver01-vjthottunkal\Bldg-B\run01\BroofRPA Ol.edf . Panel . . . . . . . . . . . . . . . . . . . . PANEL NOT BY MANUFACTURER Purlins . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Eave Struts 55.0 ksi Yield Strength Note to Drafting: provide 2 std. screws at all StarShield clips. Note to Drafting: provide G90 Galvanized Secondary. PURLIN SPACING 3'11 6@4'2 1'1 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten -------------------------------------------------------------------- 1 8.833 8.5Z70 None S 0.000 0.000 S Purlin Web Stiffener @ Level 2,3,4,5,6,7,8 @ Supports:1,2 Purlin Anchorage Hdwe @ Level 2,8 @ Supports:1,2 4 09/18/2012 Star Building Systems, OKC, OK Design Summary Program User: vjthottunkal Job Number: 86208B Design Summary Report Version: 4.21.2 run01 Date: 09/17/12 Manufacturing Plant - ELZ Start Time: 09:55:30 R:\. .\12-B-86208\ver01-vjthottunkal\Bldg-B\run01\86208B_bldg_B_Ol.cds ------------------------------------------------------------------------------- ROOF PLANE ------- RPC R:\Jobs\Active\ENG\12-B-86208\ver01-vjthottunkal\Bldg-B\run01\BroofRPC 01.edf Panel . . . . . . . . . . . . . . . . . . . . PANEL NOT BY MANUFACTURER Purlins 55.0 ksi Yield Strength Eave Struts . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide 2 std. screws at all StarShield clips. Note to Drafting: provide G90 Galvanized Secondary. PURLIN SPACING : 3'11 6@4'2 1'1 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 8.833 8.5Z70 None S 0.000 0.000 S Purlin Web Stiffener @ Level 2,3,4,5,6,7,8 @ Supports:2,1 Purlin Anchorage Hdwe @ Level 2,8 @ Supports:2,1 RPC Purlin Strut @ 10.000 (ft) 8.5Z70 Bays 1 RPC Purlin Strut @ 20.000 (ft) 8.5Z70 Bays 1 RPC Purlin Strut @ 30.000 (ft) 8.5Z70 Bays 1 RPA Purlin Strut @ 40.000 '(ft) 8.5Z70 Bays 1 RPA Purlin Strut @ 150.000 (ft) 8.5Z70 Bays 1 SWC Eave Strut @ 15.000 (ft) 8.5E105 Bays 1 SWA Eave Strut @ 15.000 (ft) 8.5E105 Bays 1 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. BRACING ---- Roof: 1 bays Rod Plane SWA 1 bays Rod. Plane SWC 1 bays Rod Plane EWB :End Frame Plane EWD :End Frame i 5 09/18/2012 Star Building Systems, OKC, OK Design Summary Program User: vjthottunkal Job Number: 86208B Design Summary Report Version: 4.21.2 run01 Date: 09/17/12 Manufacturing Plant - ELZ Start Time: 09:55:31 R:\. .\12-B-86208\ver01-vjthottunkal\Bldg-B\run01\86208B_bldg_B_01.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWA -- ( 0.000" Inset columns ) R:\Jobs\Active\ENG\12-B-86208\ver01-vjthottunkal\Bldg-B\run01\BWallSWA 01.edf Panel . . . . . . . . . . . . . . . . . . . . SDW26 WALL (DURA-RIB) Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. GIRTS SPACINGS 3'0 414 410 " Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 310 7.667 8.5Z59 None S 0.000 0.000 S 1 714 7.667 8.5Z59 None S 0.000 0.000 S 1 1114 7.667 8.5Z59 None S 0.000 0.000 S SIDEWALL PLANE SWC -- ( 0.000" Inset columns ) R:\Jobs\Active\ENG\12-B-86208\ver01-vjthottunkal\Bldg-B\run01\BWal1SWC_01.edf Panel . . . . . . . . . . . . . . . . . . . . SDW26 WALL (DURA-RIB) Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. GIRTS SPACINGS 310 414 410 Bay Elev. Length .Member Size Brace L Lap R Lap # (ft-in) (ft) , Identification Locations Exten Exten 1 310 7.667 8.5Z59 None S 0.000 0.000 S 1 714 7.667 8.5Z59 None S 0.000 0.000 S 1 1114 7.667 8.5Z59 None S 0.000 0.000 S 6 09/18/2012 1 Star Building Systems, OKC, OK Design Summary Program User: vjthottunkal Job Number: 86208B Design Summary Report Version: 4.21.2 run01 Date: 09/17/12 Manufacturing Plant - ELZ Start Time: 09:55:31 R:\. .\12-B-86208\ver01-vjthottunkal\Bldg-B\run01\86208B_bldg_B_Ol.cds Endwall Plane EWB Design . . . . . . . . Expandable Frame (SMS ) R:\Jobs\Active\ENG\12-B-86208\ver01-vjthottunkal\Bldg-B\run01\BwallEWB_01.edf OPEN TO EXISTING BUILDING NOT BY MANUFACTURER " Endwall Plane EWD Design . . . . . . . . Expandable Frame (SMS ) R:\Jobs\Active\ENG\12-B-86208\ver01-vjthottunkal\Bldg-B\run01\BwallEWD_Ol.edf OPEN TO REMAIN OPEN FOR WIND " FRAMES ----- Type Span Live Wind Eave Trib Grid Labels SMS 60.000 20.00/120.00 15.00/ 8.83 2 SMS 60.000 20.00/120.00 15.00/ 8.83 1 Note: Use square anchor rod layout. 7 09/18/2012 Star Building Systems FRAME ID #02 USER NAME:vjthottunkal DATE: 9/17/12 TIME:10:45:16 PAGE: 2-1 8600 S. I-35, Oklahoma City, OK 73149 sms 60./15./10. 20./120./35. JOB NAME:86208B FILE:frame l.fra LOCATION: Gridlines 1 DETAIL FILE: ve\ENG\12-B-86208\ver01-vjthottunkal\Bldg-B\Drftg\x02L (1) All sectional dimensions are in inches. BOLTS:A325 SNUG TIGHT WEIGHT: 1950 lbs (2) All Flange lengths are measured along outer flange. PURLINS(horz. from eave) :8.5"-Z 3'll",684'2" GIRTS vert from floor :8.5"-Z 3' 414" 4' FLUSH 6X0.25 6X0•25 0.156 p•156 6X0.25 ~ 0.25 '1.669' Symm. 6X0.25 6X Frame O 156 5,p„ o g, 6Xo. 25 7 C WEB TKX. 1,1.321' 6 I.F 5 C C m 12 15' E.H. 4 C M N N O i m � N K o El20' 110' W PO W W o ~ CONNECTION DETAILS * 1 Location O1 *-B O2 3O O4 OS O6 0O8 *-F O9 m Oo Web Dep. 9.5 9.5 N/A 11.5 11.5 11.5 11.5 6.625 6.625 100 Type BASE HORZ STF CAP (EXT) 2E/1F SPLICE SPLICE 2E/2E BASE CAP/STF p Plate(DN) 6.OXO.375 2.75XO.25 6.OXO.25 6.0X0.375 N/A N/A 6.OXO.375 12.0X0.375 e.OXO.375 N Plate(UP) N/A N/A N/A 6.OXo.375 N/A N/A 6.OXo.375 N/A 2.75XO.375 Bolts (4)-3/4 N/A N/A (6)-3/4 N/A N/A (8)-3/4 (4)-3/4 (4)-1/2 Star Building Systems FRAME ID #01 USER NAME:vjthottunkal DATE: 9/17/12 TIME:10:45:15 PAGE: 1-1 8600 S. I-35, Oklahoma City, OK 73149 sms 60./15./10. 20./120./35. JOB NAME:86208B FILE:frame 2.fra LOCATION: Gridlines 2 DETAIL FILE: ve\ENG\12-B-86208\ver01-vjthottunkal\Bldg-B\Drftg\xO1L (1) All sectional dimensions are in inches. BOLTS:A325 SNUG TIGHT WEIGHT: 2920 lbs (2) All Flange lengths are measured along outer flange. PURLINS(horz. from eave) :8.5"-Z 3'S1",684'2" GIRTS vert. from floor :8.5"-Z 3' 4'4" 4' FLUSH 8X0.2.5 8Xp•25 0.185 ,..165 8X0.25 8X0•2g 8X0,3'IS 'I.7 g4' 0,156 5 0 7 O F 8X0,395 c WEB 'fKX 17,p94' 6, I•F' S C C �2. o 12 C 15' E.H. 4 c M N N rl W O .d x m N ,I1 x H m N N W x F r 20' 1 _ _ -10' I _ W Ol Gr "(- W 3 ~ CONNECTION DETAILS * =' 2 Location O1 *-B O2 3O 4O OS 06 O7 OB *' F O9 co. Web Dep. 12.0 12.0 N/A 18.0 18.0 18.0 18.0 6.625 6.625 Se OD Type BASE HORZ STF CAP (EXT) 4E/1F SPLICE SPLICE 2E/2E BASE CAP/STF O Plate(DN) 8.OXO.375 3.75XO.375 8.OXO.375 8.OX0.5 N/A N/A 8.OXO.375 12.OXO.375 S.OXO.375 N Plate(UP) N/A N/A N/A 8.OXO.375 N/A N/A 8.0X0.375 N/A 3:75X0.5 Bolts (4)-3/4 N/A N/A (10)-3/4 N/A N/A (8)-3/4 (4)-3/4 (4)-1/2 Star Building Systems FRAME ID #01 USER NAME:vjthottunkal DATE: 9/17/12 TIME:10:45:15 PAGE: 1-2 8600 S. I-35, Oklahoma City, OK 73149 sms 60./15./10. 20./120./35. JOB NAME:86208B FILE:frame_2.fra LOCATION: Gridlines 2 DETAIL FILE: ve\ENG\12-B-86208\ver01-vjthottunkal\Bldg-B\Drftg\xO1R (1) All sectional dimensions are in inches. BOLTS:A325 SNUG TIGHT WEIGHT: 2920 lbs (2) All Flange lengths are measured along outer flange. PURLINS(horz. from eave) :8.5"-Z 3'll",6m4'21' GIRTS vert. from.floor :8.5"-Z 3' 4'4" 4' FLUSH 8X0.375 0.185 8Xp �5 20,0 8X0 375 6 0.185 0.F 8Xo•25 ti'Eg T$K• 9.878, L.F 5 .50f 12 4 15' E.H. w N m r Y Y Y Y O x I X UNi N i Y D O N Y Y Y H E O 3 0, - _I n] W :1 r H x x CONNECTION DETAILS * = 2 Location Or-p 2 O3 O O5 O o Web Dep. 12.0 12.0 N/A 18.0 18.0 18.0 � o 00 Type BASE HORZ STF CAP (EXT) 2E/1F SPLICE 2E/2E N Plate(DN) B.OXO.375 3.75X0.25 8.OXO.375 8.OXO.5 N/A 8.OX10.375 o_ N Plate(UP) N/A N/A N/A 8.0X0.375 N/A 8.OXO.375 Bolts (4)-3/4 N/A N/A (6)-3/4 N/A (8)-3/4 REACTIONS BUILDER: LOHR REALTY & CONSTRUCTION CUSTOMER: AIRPORT WAY NOMINEE TRUST JOB NUMBER: 12-B-86208 Notes 1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or dimensions may change the reactions. The reactions will be superseded and voided by any future mailing. 2) The reactions provided have been created with the following layout(unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) Gabled Buildings (a) Left and Right columns are determined as if viewing the left side of the building,as shown on the anchor rod drawing,from the outside of the building. (b) Interior columns are spaced from left side to right side.. (2) Single Slope Buildings (a) Left column is the low side column. -(b) Right column is the high side column. (c) Interior columns are spaced from low side to high side. c) Endwalls• (1) Left and Right columns are determined as if viewing the wall from the outside. (2) Interior columns are spaced from left to right. d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer. e) Anchor rods are ASTM F1554 Gr.36 material unless noted otherwise on the anchor rod layout drawing. f) X-Bracing (1) Rod Bracing reactions have been included in values shown in the reaction tables. (2) For IBC and UBC based building codes,when x-bracing is present in the sidewall,individual longitudinal seismic loads(RBUPEQ and RBDWEQ)do not include the amplification factor,Do. (3) For IBC and UBC based building codes,when x-bracing is present in the endwall,individual transverse seismic loads(EQ)do not include the amplification factor,00. 3) Reactions are provided as un-factored for each load group applied to the column. The foundation engineer will apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications to determine bearing pressures and concrete design. The factors applied to load groups for the steel column design may be different than the factors used in the foundation design. The manufacturer does not provide "maximum"load combination reactions.However,the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for his/her design procedures and allow for an economical foundation design. Rev D 2/25/11 FRAME ID #02 USER NAME:vjthottunkBATE: 9/17/12 PAGE: 2-2 a. sms 60./15./10. 20./120./35 JOB NAME:86208B FILE:frame l.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 1 NOTES:(1) All reactions are in kips and kip-ft. TIME:10:45:16 (2) The seismic overstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions. Seismic "BASE-ONLY" combination reactions include an overstrength factor of: 2.500 REACTION NOTATIONS •vl' v HL f HR �VL �V1 �V2 � VR *-B *-F *-D *-A LOAD GROUP REACTION TABLE * = 1 COLUMN *-B *-A *-F *-D LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 DL 0.0 0.6 0.0 0.0 0.6 0.0 0.0 1.1 0.0 0.0 1.1 0.0 COLL 0.1 0.6 0.0 -0.1 0.6 0.0 0.0 1.2 0.0 0.0 1.2 0.0 SNOW 0.3 2.8 0.0 -0.3 2.8 0.0 0.0 6.0 0.0 0.0 6.0 0.0 LL 0.2 1.9 0.0 -0.2 1.9 0.0 0.0 4.1 0.0 0.0 4.1 0.0 EQ -0.3 -0.3 0.0 -0.3 0.3 0.0 0.01 0.5 0.0 0.0 -0.5 0.0 RBUPEQ 0.0 -0.4 -0.3 0.0 -0.4 -0.3 0.0 0.0 0.0 0.0 0.0 0.0 WL1 -0.8 -3.5 0.0 -1.5 -2.0 0.0 0.0 -4.4 0.0 0.0 -4.6 0.0 WL2 -1.9 -0.3 0.0 -0.4 1.1 0.0 0.0 -0.3 0.0 0.0 -0.5 0.0 WL3 1.5 -2.0 0.0 0.8 -3.5 0.0 0.0 -4.6 0.0 0.0 -4.4 0.0 WL4 0.4 1.1 0.0 1.9 -0.3 . 0.0 0.0 -0.5 0.0 0.0 -0.3 0.0 LWL1 1.0 -3.8 0.0 -0.9 -3.5 0.0 0.0 -4.9 0.0 0.0 -4.6 0.0 RBUPLW 0.1 -6.8 -4.5 -0.1 -6.8 -4.5 0.0 0.0 0.0 0.0 0.0 0.0 LWL2 0.9 -3.5 0.0 -1.0 -3.8 0.0 0.0 -4.6 0.0 0.0 -4.9 0.0 LWL3 1.1 -2.9 0.0 -1.0 -2.7 0.0 0.0 -3.4 0.0 0.0 -3.3 0.0 LWL4 1.0 -2.7 0.0 -1.1 -2.9 0.0 0.0 -3.3 0.0 0.0 -3.4 0.0 RS 0.2 0.8 0.0 -0.2 2.6 0.0 0.0 2.3 0.0 0.0 7.6 0.0 LS 0.2 2.6 0.0 -0.2 0.8 0.0 0.0 7.6 0.0 0.0 2.3 0.0 SBAL 0.3 2.8 0.0 -0.3 2.8 0.01 0.0 6.0 0.0 0.0 6.0 0.0 DSNW 1.2 10.3 0.0 -1.2 10.31 0.01 0.0 22.4 0.0 0.0 22.4 0.0 RBDWLW 0.0 6.8 0.0 0.0 6.81 0.01 0.01 0.0 0.0 0.0 0.0 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load LL Roof Live Load EQ Lateral Seismic Load (parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longit. Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LW11 Longitudinal Primary wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load SBAL Code Calculated Balanced Roof Snow Load DSNW Drifting Snow RBDWLW Downward Acting Rod Brace Load from Longit. Wind i FRAME ID #02 USER NAME:vjthottunkRATE: 9/17/12 PAGE: 2-3 sms 60./15./10: 20./120./35'JOB NAME:86208B FILE:frame_l.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 1 NOTES: (1) All reactions are in kips and kip-ft. TIME:10:45:16 (2) The seismic overstrength factor (Omega). is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions. Seismic "BASE-ONLY" combination reactions include an overstrength factor,of: 2.500 REACTION NOTATIONS J HI,—� f HR �VL �Vl IV2 IVR , *-B *-F *-D *-A LOAD GROUP REACTION TABLE * 1 COLUMN *-B *-A *_F *-D LOAD GROUP HL VL LNL HR VR LNR • H1 V1. LN1 H2 V2 LN2 RBDWEQ 0.01 0.41 0.0 0.01 0.4 0.0 0.01 0.01 0.01 0.0 LOAD GROUP DESCRIPTION RBDWEQ Downward Acting,Rod Brace Load from Long.. Seismic f FRAME ID #01 USER NAME:vjthottunkRATE: 9/17/12 PAGE: 1-3 sms 60./15./10. 20./120./35 JOB NAME:86208B FILE:frame 2.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 2 NOTES: (1) All reactions are in kips and kip-ft. TIME:10:45:15 (2) The seismic overstrength factor (Omega) is not. included in the "RBDWEQ" and "RBUPEQ" Load Group reactions. Seismic "BASE-ONLY" combination reactions include an overstrength factor of: 2.500 REACTION NOTATIONS HL-- •/ •/ HR VL I Vl i VR -B *-F * A LOAD GROUP REACTION TABLE * _ 2 COLUMN *-B. *-A *-F LOAD GROUP HL VL LNL HR VR LNR H1 V1 LNl DL 0.2 0.9 0.0 -0.2 1.5 0.0 0.0 2.0 0.0 COLL 0.2 0.5 0.0 -0.2 1.2 0.0 0.0 1.9 0.0 SNOW 1.2 2.5 0.0 -1.2 5.7 0.0 0.0 9.5 0.0 LL 0.8 1.7 0.0 -0.8 3.9 0.0 0.0 6.5 0.0 EQ -0.4 -0.31 0.0 -0.31 0.1 0.0 0.0 0.2 0.0 RBUPEQ 0.0 -0.4 -0.3 0.0 -0.4 -0.3 0.0 0.0 0.0 WL1 -1.4 -3.3 0.0 -0.8 -4.3 "0.0 0.0 -7.0 0.0 WL2 -2.0 .-0.3 0.0 -0.3 0.9 0.0 0.,0 _ -0.6 0.0 ' WL3 0.9 -1_8 0.0 1.4 -5.6 0.0 0.0 -7.1 . ,0.0 WL4 0.3 1.1 0.0 2.0 -0.5 0.0 0.0 -0.7 0.0 LWLl 0.3 -3.5 0.0 -0.3 -5:7 0.0 0.0 -7°.5 0.0 ' RBUPLW 0.2 -6.7 -4.5 0.2 -6.7 - -4.5 0.0 0.2 0.0 LWL2 0.2 -3.2 0.0 -0.3 -6.1 0.0 0.0 -7:.4 0.0 LWL3 0.6 -2.7 0.0 -0.6 -4.3 0.0 0.0 -5.3 01.0 LWL4 0.5 -2.6 0.0 -0.6 -4.5 0.0 0.0 -5.3 0.0 RS 1.2 0.4 0.0 -1.2 6.2 0.0 0.0 6.7 0.0 LS 0.5 2.5 0.0 -0.5 2.0 0.0 0.0 8.91 0.0 SEAL 1.2 2.5 0.0 -1.2 5.7 0.0 0.0 9.5 0.0 s. DSNW 3.5 7.5 0.0 =3.5 17.4 0.01 0.0 29.0 0.0 RBDWLW -0.11 6.9 0.01 0.1 6.81 0.01 0.0 -0.11 0.0 i LOAD GROUP DESCRIPTION . DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load ' LL Roof Live Load EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace_Load from Longit. Seismic ' WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace-Load from Longitud_ Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load. RS Unbalanced Right Roof Snow Load - LS Unbalanced Left Roof Snow Load' SBAL Code Calculated Balanced Roof Snow Load DSNW Drifting'Snow RBDWLW Downward Acting Rod Brace,Load from Longit..Wind ^ FRAME ID #01 USER NAME:vjthottunkDATE: 9/17/12 PAGE: 1-4 sms 60./15./10. 20./120./35 JOB NAME:86208B FILE:frame 2.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 2 NOTES:(1) All reactions are in kips and kip-ft. TIME:10:45:15 (2) The seismic overstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions. Seismic "BASE-ONLY" combination reactions include an overstrength factor of: 2.500 REACTION NOTATIONS HL f ✓ AR IVL IV1 tVR *-B *-F *-A LOAD GROUP REACTION TABLE * = 2 COLUMN *-B *-A *-F LOAD GROUP HL VL LNL HR VR LNR H1 vl LN1 RBDWEQ 0.01 0.41 0.0 0.01 0.41 0.01 0.01 0.01 0.0 LOAD GROUP DESCRIPTION RBDWEQ Downward Acting Rod Brace Load from Long. Seismic r i P:15USK1'➢0AC1660Wl6BW)61)b,dxy ft 01•MIK-I]:41)Irm - - - - pp ! s M _ . 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C..wl Engh—i.g:Cu.,Ina c 2W) }n r K p u o® a'IN SHEPLEY WOOD'PRODUCTS !2�: I S0,2002WATRPORT WAY BARNSTABLE(HYAWS),WA a P.; ' n SHP.ETTITLE ....... r .. �.�' Y �. . EXISTING CONDITIONS PLAN r V . o FORMER CAPE&ISLANDS'STEEL.SITE . I. UvisfoN By ooqN OF BARNS{;BLE _ General Notes `� BARN STABLE PAL+ 1. ALL WORK TO CONFORM TO LATEST CO REQUIREMENTS. t EXISTING BUILDING NEW STEEL CANOPY c C co M • CLOSE UP EXISTING CLOSE UP EXISTING OPENING TO 1VNV OPENING TO e11 V NORTH ELEVATION M - EXISTING RETAINING [No. Revision/Issue J. WALLS rHa Naa»ona�eame REDUCE SIZE NEW CONC REDUCE SIZE Po BOX 24sRUCTION Co., INC. EXIST'G OPN LOADING DOCK EXIST'G PN SOUTH DENNIS, MA 02660 dU1Lq�1aJG TO 10'X10' TO 8'xl0' 508-385-9200 / 508-385-921 V AX .- - Pmpal Hama ana nm,® - 60 180 AIRPORT WAY LOADING DOCK/CANOPY HYANNIS, MA 02601 ' P,a1aal soon 20912 NORTH ELEVATION 10SEP2012 Al 1/4'=1•-0' mom s t Q e`I o General Notes - 1. ALL WORK TO CONFORM.TO LATEST COI E REQUIREMENTS. - 1 M cM — 10 ' F 400' , EAST ELEVATION EAST ELEVATION No. Revision/Issue Dote - - m.ewe b� LOHR CONSTRUCTION CO. INC. PO BOX 243 SOUTH DENNIS, MA 02660 508-385-9200 508-385-921 lk AX / 180 AIRPORT WAY LOADING DOCK/CANOPY HYANNIS, MA 02601 508-385-9200 / 508-385-921 t AX 20912 0 SEP 2012 �! sm. 1/4'=1'-O' - y r a r i TO}�� 1 pp• 1 NSTAB�L General Notes j"jJt 1. ALL WORK TO CONFORM TO LATEST COIE REQUIREMENTS. 9 € 2. DESIGN BEARING PRESSURE IS 3000P 11li,, e—"1 UNSUITABLE SOILS SHALL BE REMOVED A REPLACED WITH GRAVEL COMPACTED T 95%DENSITY. ALL TE WORK SHALL 1-2" 7'-8" 5-20 3 ACI 3011&E318. FFOUNDATIONCCONCRE S ALL REN F1/P1 F11P1 EXISTING RETAINING WALL OF3000MINIMUM PSI. SLABOST CONCRETE MPRESSIVE SHALL A A MINIMUM COMPRESSIVE STRENGTH OF 3 0 e>r- - .,�= •Ya.*c—� PSI. 4. ALL CONCRETE EXPOSED TO FREEZING M MIS �}� SHALL HAVE 5%AIR ENTRAINMENT, PL E AT MAXIMUM 5" SLUMP. • 5. REINFORCING BARS SHALL CONFORM TO ' • ASTM A615 GRADE 60. WELDED WIRE M S SHALL CONFORM TO ASTM A185. 6. FOUNDATION WALLS SHALL HAVE CON C ION OR CONSTRUCTION JOINTS SPACED AT ` - 40' O.C. 7. AN INDEPENDENT TESTING LABORATORY SHALL BE RETAINED TO PERFORM INSP N " AND TESTING SERVICES IN ACCORDANCE WITH ACE 301. p) EXISTING RETAINING WALL Y TOW EL 101.33 ` F1/ 2 F1/P3 "EXISTING BLDG FOUNDATION Irv\ ' TOW EL.100.00 2. 10"CONC WALL _ ~ TOW EL.99.5 o m L 0 u O - Fl/132 B - FOUNDATION PLA - - No. Revision/Issue Date LOHR CONSTRUCTION CO., INC. PO BOX 243 2 SOUTH'DENNIS, MA 02660 s20 508-385-9200 / 508-385-921 AX 2 2 6 5-20 S-20 - - F1/P3 1/ 3 Q12�3� spa«e".-d Y I A f 180 AIRPORT WAY LOADING DOCK/CANOPY OF' �C HYANNIS, MA 02601- 1 r 12. G O U N DAT I O N PLAN �� T. VARNUM 6'SLOPE TOW ON I2" 1L'$ROOK C=) MECHANICAL y 3069 f209112SEE ANCHOR BOLT PLAN & DETAILSS 11SSE �� SEP 2012"=1'-0" �� aces-z * TOWN OF BARMIST F,LE -General Notes • 1.ALL WORK TO CONFORM TO LATEST CODE ` 01 Y'�ICr 21 1.1 s REQUIREMENTS. 2I, -7 :�•r 1 9: 1 D 2.DESIGN BEARING PRESSURE IS 3000 PSF. UNSUITABLE SOILS SHALL BE REMOVED AND FOOTING S C H E D U L E REPLACED WITH GRAVEL COMPACTED TO 95%DENSITY. MARK DIMENSIONS REINFORCING REMARKS 3.ALL CONCRETE WORK SHALL COMPLY WITH ACV F1 3'-0 x 3'-0 x 1'-0 4 #5 EA. WAY, 4 #5 L VERT SEE DETAIL HAVEE FOUNDATION CONCRETES M A A M MININIMUM COMPRESSIVE STRENGTH OF 3000 PSI.SLAB CONCRETE SHALL HAVE • ,,.,,•�,,;,,u�,.�._- • A MINIMUM COMPRESSIVE STRENGTH OF 30M PSI. DP{j ')�) }j; 4.ALL CONCRETE EXPOSED.TO FREEZING TEMP I°b f L=.A 1.a - SHALL HAVE 5%AIR ENTRAINMENT,PLACED AT MAXIMUM 5'SLUMP. S.REINFORCING BARS SHALL CONFORM TO ASTM A615 GRADE 60.WELDED WIRE MESH SHALL CONFORM TO ASTMA185. 6.FOUNDATION WALLS SHALL HAVE CONTRACT- ION OR CONSTRUCTION JOINTS SPACED AT 40'O.C. 7.AN INDEPENDENT TESTING LABORATORY ! SHALL BE RETAINED TO PERFORM INSPECTIO • AND TESTING SERVICES IN ACCORDANCE , = COLUMN LINE WITH Aa 301. XISTING CONE EXISTING CONC RET WALL - FOUNDATION WALL 12 14 PILASTER f�l 1-2, 4-N5 v.N3 a 12' 16 X 16 PIER '� _21 X 24 PILASTER ' • ` 4-p5 v,p3 stirrups e12' 6-NS v,N3 stirrups e12' �1,-Q•� cu L Ja o . I IIMN Al TOP 10. 0.0 -1 \/ TOV STEP-0-6' --1--6---j-1'-4' TOP I00.0 -PIER P-1 TOV STEP-0-6' PIER P-3 a C2 PIER P-3 a A] 4 p5 DOWELS r/N3 TIES TOW 99.5 a 12.OX. 711, a g -. w —� L _116X 16 PIER 116 x.21 aCU •'-2' 6 NS DOWELS r/N3 TIES 1 - e IB'OC. 4 SECTION @ LINE D C❑LUMN PIERS 24 z 16 PILASTER 605 v,N3 a 12' . 4 N5 EA.WAY FIG. • S-2.O 1/2' = 1'-0' TOW STEP-D-G' W � PIER P-2 PIER P-3 a A-2 �—� - HOF 93.0 CONCRETE DETAILIC F _rn Q' •' - 04 DOWEL x 3'-6 a 24•DC TOW_ 101.331& 5-6'CONC.SLAB PITCHED 2 SECTI❑N @ A1, A2, C2 C❑LUMN PILASTERS / rTOW 99'S� Ir.1L.v at bt• 1 s-2.0 1/2' = r-0• - 6 p5 T. N.6 H.CONT. p5 a 12'horiz 6 v¢rt I (y No.. Revision/Issue Date 1 z0 1 04 T 1 B I - LOHR CONSTRUCTION CO.,INC. r1'-Q 1 WALL CORNER REINFORCING DETAIL PO BOX 243 'SOUTH DENNIS,MA 0266 08-8 9200/508-385 92014 FAX TOP loo.o Q eQ - 5 NS LONGIT.,13 NS CRT. -N❑TES Q W W W �l L u 2 p5 CONT. L 1. ALL CONCRETE 3000 PSI, 28 DAY, MAX 5' SLUMP �— " HOF 98.5 L BOF 93.0 L BOF 93.0 '� f— (—i•1 0, & r__i) I 0, & 2, REINFORCING STEEL ASTM A615 GRADE 60 3' —j e 3, COMPACT ALL EXCAVATIONS PRIOR TO A^°^N.^^ PLACEMENT OF FORMS AND CONCRETE 180AIRPORT WAY _ - LOADING DOCK/CANOPY PIER/F❑❑TING @ B1-& C1 / 3 16' F❑UNDATI❑N WALL TYP, (S_557' RETAINING WALL TYP. 2.3q HYANNIS,MA02601 11�SLI 1/2' 1'-0' 5-2.0 1/2' = 1'-0' 1/2' = 1'-0' OF o T.�ttdl�t4vtil� � >. s RaFi Ft£«�QCil v —J- =n., cy d 1, i F1 l vcAL 20912 0 SEP 2012 f t�nt� • 3/S00 PS% L�� S �I O BARNS' LE - Generol Notes �E' L Sy 1. ALL WORK TO CONFORM TO LATEST COI E REQUIREMENTS. 1t� 3 0"T I '-i 64 3 : 13 77 56' Y N "m v 20' 40- "a e ,. .� 30' 30' 6o'(0UT/0UT STEEL) + S-2 FRAMELINE 2 N=� N FRAME SECTIONS Revision/Issue Date 58-4 o o LOHR CONSTRUCTION*CO., INC. PO BOX 243 r SOUTH DENNIS, MA 02660 w w 508-385-9200 / 508-385-921 t AX w if w • r 12 39 v 'v Q OF T. VAR GJ' 180 AIRPORT WAY �4 �i LOADING DOCK/CANOPY PHILBROOK N HYANNIS, MA 02601 o MECHANICAL 20' 20' 20' 1 " No. 30690 IS ��► 30 30 SS�QN�I 912 s 60'(OUT/OUT STEEL) Is oc�• Vl� 10SEP2012 \V3 S-1 FRAMELINE 1 s,b 1/4'=1'-0' .. FUTURE 40-0 LEAN-TO , 400 —0 OUT/WT STEEL 220—0 MATCH LHE 20—0 20—0 20—0 20—0 20—0 20-0 20—0 20—0 20—0 20—0 20—0 REF. SHT. F 2 1-3 1 3 3 3 3 3 3 3 3j 3 3 3 1 f v ''�Z cti t LW ,A- .T N 00 •p; -T 1 0-4 —� (TyR un1) t N O ® O 0 0 0 O O O 0 l%J ID 7A s cq cq "Cqlj 1 1 1 3 3 3 3 3 3 3 3 3 3� 3 3 1 2 3 4 6 7 g 9 10 12 n ANCHOR BOLT PLAN FINISHED FLOOR ELEV.=100-0 t BOTTOM OF ALL BASE PLATES ELEV.=99-4 ,p� Ise?,loosR�N UNLESS NOTED [� P�w EOE O �GOOF OBASE PLATE TYPES D do E cJ'CRo LIVE LOAD CROOF) ., 25.00 PSF LIVE LOAD (FRAME).. 25.00 PSF WINDLOAD .................. 90.00 MPH ROOF SNOW LOAD „»................ 25.00 PSF DEAD LOAD ....»............... STRUCTURAL ONLY COLLATERAL LOAD .,. 5.00 PSF NO= M MILM oE304 BUILDING CODE ...,....... MASSACHUSETfS �� a WAL a"°uoFftooa r EXPOSURE................. "C' now ra worU MAL SEISMICZONE........... IMPORTANCE FACTOR.. 1.00 s 4; ,0 F '03E;(11�• ! W. C91 , STEEL LINE CL . REV DATE DESCRUMM BY CtQL STEEL LINE 89P 31 19-6t ti/g 12Ev, dh,�ta LK :.�, BD.T sC}tmu.E BOLTS A&S BUILDING SYSTEMS %o _. , 'A - .% QK ' o . . , %0 7w o yob SYMBQ. ` QUANTITY SIZE PROD 4 i Q1, Qo ` o o : ° ° &,SK &. K '� 0 • I CARYVDlE, TEWi SSEE o i o 5 24 DEsrmN ANcaOR T !`PLAN ICo4 0 0� • 2� 4 SIZE REFERENCE DRAWIN GS TYPICAL SECTION THRU BASE ' WIND BRACING. REACTIONS SECTION •A Cusilm CAPE i I SLAND STEEL, INC./ AI WORT WAY N MM TRUST INDICATES BRACED HAIL LOGITIDrI HYANNt S, MA DRAWN BY CHECKED BY DATE SCALE ENGIIEER J3 NO, DWG III I= � i NONE e1.13373 n ff3 ter._ FUTURE 40-0 LEAN—TO i 400 -0 OUT/OUT STEEL NATCH L.II� 180 -0 REF. SHT. FI 20-0 20-0 20-0 20-0 20-0 20-0 20-0 20-0 20-0 1-3 L T I w . . 3 3 3 3 3 3 3 3j 3 7tC '1 a -1 ;+ 1 a -1 X 41� (S) o OD ..cu "Lto REVISED 4- o PRINTS � DESTROY PREVIOUS M o ca � O REFERENCE NOTES' ' L ANCHOR BOLTS, NUTS, AND FLAT WASHERS ARE NOT BY A L-S BUILDING SYSTEMS. -cu Z ANCHOR BOLT DIAMETERS SHOWN ARE 1 cmn BASED ON A307 STEEL UNLESS NOTED AND ASSUME THAT FOUNDATION AND • ITS REINFORCEMENT WILL FULLY 1 i 1 i i i 1 1 1 DEVELOPS THE ANCHOR BOLLT\IC THE 3 3 a 3 3 3 3 � 3 3j 3 END REACTIONS ANCHO GIVAGE 8Y FOUNDATION DESIGNER. 4 13 14 15 16 17 18 19 20 21 3. THE BUILDING MANUFACTURER 'ASSUMES ANCHOR BOLT PLAN NO RESPONSORM OR LIABILITY FOR FOUNDATION, FLOOR, OR SLAB DESIGN OR CONSTRUCTION. 4. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL. CONDITIONS PRESENT AT THE ACTUAL JOB SITE. FINISHED FLOOR ELEV.=100-0 BOTTOM OF ALL BASE PLATES ELEV.=99-4 5. CONCRETE CONTRACTOR IS TO CLEAN UNLESS NOTED CONCRETE FROM THREADS OF ALL BOTTOM OF BASE PLATE TYPES C,D do E ANCHOR BOLTS. ELEV.=100-0 6. BASE PLATES MAY HAVE MORE IDLES THAN ANCHOR BOLTS SlOft DUE TO USE OF STANDARD BASE PLATES. BOLTS ARE REQUIRED IDLY AS SHOWN ON ANCHOR BOLT PLAN. NOT>r� t+n saunas nE�: AlKC "m w SOL a wR WAL MAAW CPU NO b ..,s...s1 SEE PLAN SEE PLAN A _ 1 1 r 0 �U ,= SEE PLAN SEE PLAN SIDEVI►LL 4 Id 3 S O ----.-- _� Lm vvV VVV// �Y" nm Lm UL LM SC STm LIK REV DATE DERI MON BY m STEEL Lm co .+ cuall _ A AJA dui UL O )�hoA L i-o °O""LL ® A&S BUILDING SYSTEMS �� � ENDVALL � r. k CARYVItLE, TEN*:SSEE BASE PLATE TYPE " A " BASE PLATE TYPE "B " " " BASE PLATE TYPE " D " BASE PLATE TYPE "�," DESC F mN ANM DLT SETTING PLAN ANCHOR BOLT J'ANCHOR BOLT JANCHON BOLT 'ANCHOR BOLT 8#ANCHOR BOLT SIZE REFERENCE DRAVIN GS Cl TONER CAPE L ISLAND STEEL,, I NCJ Al RPIDtT WAY N3 EE TRUST LOCATKN HYANNI So, NA DRAWN DY CHECKED IN I DATE SCALE ENGam 10 NO. DWG Na 'ISSUE k NONE Efl-075 FZ IF 3 1 P FRAME REACTIONS (KIPS) FRAME REACTIONS (KIPS) FRAME REACTIONS (KIPS) s !EMBER DL LL VLL I WLR CL MEMBER DL LL WLL VLR I CL MEMBER DL LL WLL WLR I CL � LEFT COI, FOR 0.7 4b -9A 4.8 t 4.8 LEFT COL HOR L6 6.4 -92 u t 4b LEFT COL HOR L8 74 -72 -1.8 13.6 LEFT COL VER 1&'4 184 -122 -4,8 875 LEFT COL VER 12.4 184 -12.5 -G8 37Z LEFT COL VE la2 21.9 -12.0 -11.0 33.6 j RIGT COL FOR -L6 -94 -1.1 12.4 t 4.8 1 1 RIGT COL HOR -L6 -6.4 -L4 101 t 446 RIGT COL VER 162 4U -18b -22.9 70.7 RIGT COL VER 14.0 30.5 -14.4 -17.4 63.3 I i THE FOLLOWING LOAD COMBINATION CASES THENOTEs FOLLOVING LOAD COMBINATION CASES THEOFOLLOWING LOAD COMBINATION CASES WERE USED IN DESIGNING THE BUILDING. WERE USED IN DESIGNING THE BUILDING WERE USED IN DESIGNING THE BUILDING. P CASE I DL + LL CASE 1 DL + LL CASE 1 DL + LL CASE 2 DL + WL CASE 2 DL + WL CASE 2 DL + WL CASE 3 DL + LL + WL CASE 3 DL + LL + WL CASE 3 DL + LL + WL CASE 4 , DL + WL/2 + CL CASE 4 DL + WL/2 + CL CASE 4 DL + WL/2 + CL CASE 5 DL + LL/2 + CL CASE 5 DL + LL/2 + CL CASE 5 DL + LL/2 + CL THE FOUNDATION DESIGNER SHOULD FACTOR THE FOUNDATION DESIGNER SHOULD FACTOR THE FOUNDATION DESIGNER SHOULD FACTOR AND COMBINE THE REACTIONS AS REQUIRED. AND COMBINE THE REACTIONS AS REQUIRED. AND COMBINE THE REACTIONS AS REQUIRED. AT COL LINES 1 & 3 AT COL LINES 4-21 AT COL. LINE 2 C I f SIGN CONVENTION SIGN CONVENTIOd SIGN CONVENTION HORIZONTAL, POSITIVE IS TO THE RIGHT HORIZONTAL, POSMVE IS TO THE RIGHT HOUZONTAL, POSITIVE IS TO THE RIGHT e VERTICAL, POSITIVE IS UP VERTICAL, POSITIVE IS UP VERTICAL, POSITIVE IS UP !ONENT, POSITIVE IS RIGHT HAND RULE MOMENT, POSITIVE IS RIGHT HAND RULE MOMENT, POSITIVE IS RIGHT HAND RULE REVISED ' . DESTROY PREVIOUS PRINTS � i r f i + i KOM TO SuRnmO O"KUL, APPMTW or K& e F MAL IILoNw OW wo OM 0101 1DR 1N[ Pwrom"L f cr '•s 4: REV DATE DESCRIPTION BY CKD. O ASS BUILDING SYSTEMS CARYVILLE, TENNESSEE DESCRIPTION ANCHOR BOLT SETTING PLAN SIZE REFERENCE DRA% M GS CUSTOMER CAPE L ISLAND STEEL INCJ AIRPW VAY NOIM TRUST LOCATION HYANNIS, MA DRAWN BY CHECKED BY DATE SCALE ENGI NE M .AB N4 DWG Na ISSUE NINE 297 1375 FSOF3 Q 1 - I FUTURE 40-0 LEAN-TO 1 2 3 4 S 6 7 8 9 10 li 12 400 -0 { MATCH LOPE i REF. SHT. ER 20-0 20-0 20-0 20-0 20-0 20-0 20-0 20-0 20-0 20-0 20-0 i-3 . . N G �Ga�,l:.--tom Z 2Gi 2G1 2G1 2G2 ��.._ d _.. 2G2 --�4f A4 4b — -i �' �`` ��� 2G1 241 2G1 / ♦ ` =t I �RI • �' ��• ♦ - G2RI ♦ I ♦�G 1 � ♦ ♦ — Lv 00, 1 o °? S1Z1 loll AeZ 4R2 41R2 dal 4R) �4121 10 o � EV 1 SED ¢ CAME --i�� pESTRO PREu1QU� �' 7C�' 1594 U2 / UZ 3e1 31Z1 W2 x 3tt1 SIC8Rt 00 / `�' IGIt lGl� lG2 IG2 R- IGI lGl IG►R G2 IG2 IGIR lG1R lair- ROOF FRAMING PLAN ♦- USE (4)-1/2 X 1 C.P.M.B. AT PURLIN CLIP W/(2)-1/2 X i C.P.M.B. ERECTION NOTEi AT EACH END OF LAP. ROOF #12 X 1,Z SE'LF-DRILLING SCREWS ARE USE (2 )-1/2 X 1 C.P.M.B. AT PURLIN CLIP W/(2)-1/2 X i C.PX.R AT EACH TO BE USED FOR PANEL TO SUB-STEEL END OF LAP AT ALL OTHER PLACES. (RED IRON) CONNECTIONS. #14 X 7/8' SELF-DRILLING LAPTEK SCREWS ARE TO BE - USE (0-1/2 X 1 C.P.M.R USED FOR PANEL TO PANEL AND TRIM TO AT PURLIN CLIP. PANEL CONNECTIONS. (1 4S) i ERECTION NOTS: WAhtS 12 X 1'A SEi.F DRUJMG SCREWS ARE TO BE USED FOR PANEL TO SU&BTZZL(ICED 0t0N)CONNECTIONS. 014 X 7/S" SELF DRULR(G LAMX SCREWS ARE TO BE USED FOR i PANEL TO PANEL AND TRO4 To.pANEL CONNECTIONS.(Z.A(_S) Nona SEX42 oms : WAL KUB Mo OMLY XV Dols �M�oowa�'�1Ml 1�1101rJlIOMAL 4 REV DATE DESC&IMN 'Y C i ERECTION NOTEi L INSTALLATION OF 'TEMPORARY ERECTOO! ! BRACING IS THE RESPDNSTBTLITY OF THE ERECTOR AND IS NOT PRavmm aY G � fLR�/ M�IZMIT EKE f - , SHEETING SVDNG ODOR FRAME OPENINGS VDNDOVS LOUVERS SKYLITES L VENTS OTHER ACCESSORIES TIC- NUN MAt�ACTIREi� ALUK SASH CLEAR GLASS A&S BUILDING SYSTEMS ' INT. 2!o GA ALS VISTA$HE EN WALLS � � � NO. VDDTH NOWDESCRIPTD�I- Hd WINDOWS NO. SKYLITES - VALLITES THICK FIBERGLASS INS4a.. V/ ® - END/END (z)5"YXcED o rp. 3= STD. SIZE (3' X ';U1 COLOR WHITE BACKING FOR ROOF L VALLS (NOT BY ALS) CARYVDIE, �� Y�srAs�r�EN ROW 4 12-o I •o COLOR WALLS KmnvD OYER 6030 STD. A" SASH CLEAR GLASS DESCRD'TION ROW FRAKM PLAN COLOR ROOF NO. ROOF, MEMBER STITCH SITE REFERENCE DRAWDI GS TRIM THROAT X 10' VENT V/B.S. L DAMPER WALLS' MEMBER STITCH CUSTOMER CAPE S I SLANH STEEL, I NC✓ Al RPORT WAY NOMINEE TRUST ` L N1 OVERHEAD DOOR Hd LOUVERS THROAT STAT. VENT V/BS. L DAMPER LIALLNE (HOT BY ALS) WOE X HIGH V/SCREEN LOCATION HY AN NI S, 'NA E DRAWN BY CHECKED 8Y DATE. SCALE ERNGINEFR . .0 INa DYG IsmBALL b/3& Nix 2� OM 0.ff - FUTURE 40-0 LEAN—TO j 12 13 14 13 16 17 18 19 20 21 ' 400 —0 _ 180-0 MATCH LICE 20—0 20—0 20—0 20—0 20—0 20—0 20—0 20—0 20—0 REF. SHT. El 1-3 2-3 LAP 3-8 LAP $2G1 CABLE 2 2G1 2G1 2G1 2G1 2G2 ¢ CABLE %brt2� oc �Z • 0 ♦ ♦ ♦ • ♦ ��— , CABLE —+-� i�•— , ¢ CABLE --►�•� LA • 1p 4%Zl 02 dQ2 4el 4R1 4R1 tlRl 4122 d 2 4R3 o Q o , - WO v IOUs � o s.�ROY PR S De N .✓ , CABLE —�// �� � CABLE --�►// set SRI BCtI 3R1 3R2 \ /�/ 9R2 spat. 0 Gib G2 \ IG2 IGIR tGIR IGIR 1GIR IG2 t ROOF FRAMING PLAN TO Pi""Tm Or W&s FM MML MOM OW AM � r .,3 sT "- REV DATE DESCRZPTM DY CKD, G W.W fte"IT 6NG ® A&S BUILDING SYSTEMS CARWILLE, TO MESSES Ilco PTmN W n MDI6 PLAN SIZE REFERENCE DRAWDi GS CUSTD£R CAPE i I SL AN D STEEL, I NC✓ A[RP Ot T WAY KKNX TRW LOCATION HYANNI S, NA DRAWN BY IUD DY DATE Z" 012N 'R .M NI DWG Na =JE NONE 2W-1375 EE W 11 +G USE 1/2 rX 1 1/4 H.T.B. AT ALL EAVE STRUT CONNECTIONS UNLESS NOTED. 1' 2 3 4 S 6 7 8 9 10 11 12 _ 20-0 20-0 20-0 PO-0 20-0 20-0 20-0 20-0 20-0 20-0 20-0 MATCH LINE 1_ REF. BEM 3-8 LAP -S LAP TYP U r0 2-11 6-0 21-0 ILI S-9 V V v y V V V / V 3-10 -------------- BASE ANGLE TYP / f_�¢ ROD \ v�o Ole: USE 1/2 rX 1 1/4 N.T.B. AT ALL 4 USA EAVE STRUT CONNECTIONS UNLESS NOTED, 12 13 14 13 16 17 , 18 19 20 21 . NAT(H LIE 20-0 20-0 20-0 20-0 20-0 20-0 20-0 20-0 20-0 REF. ABQVE - 1- • • p -s LAP i U N) 4_ fma S,o ♦♦ // ♦� // 6-0 r ♦ / tAL 1 w ♦ / 21-0 // ♦\ // ♦♦ 3-10 / ~� RRai) �' ♦ BASE ANGLE TYP R®"—' "'"' ♦♦ V13-6 - HOT1cE To euHniNo aFFIawt: Appm7 ON or am'a MR bKM MON OILY AM D f r, "o} �;^,`•fir.c.-- v V 1, t•,l... DEWALL FRAMING ELEV AT COL, LINE ' STEEL LINE SI A REV DATE DESCRZPTIOd CKDr� I ERECTMN NWEo L INSTALLATIM OF TEIPMARY ERECTIOi M2 BASE ANGLE (FIELD CUT) BRACING IS THE RESPMORI-m OF WALL PANEL. THE �� MMAANUFFACTUREIL& � G '�/g ItSti/ l�1tM L.K ('1-Cod PANEL AS BUILDING SYSTEMS CARYVW4 TENNESSEE • o , � • • o DESCRIPTEN SMALL FRAMING ELEVATMN Q %�o o (NOT BY A L S) RE E DRAVDI GS snE NC CUSTOMER CAPE L 'I SL AN D STEEL,, I NC✓ AI RP M T VAY IQ@EE TRUST TYPICAL SECTION THRU BASE LOCATDaJ HY AN NI; HA _bmVN B CHEC= NY DATE DKwm .EIS • mmE 297-1373 E3 or'11 G 91 • �t 21 20 19 18 17 16 15 14 13 12 11 10 20-0 20-0 20-0 20-0 20-, 20-0 20-0 20-0 20-0 20-0 ?A-0 MATCH LDrE Ga. Bf1.OV) a -8 LAP 2-5 LAP // \ /� 5-0 �/�^ 1 i �E \ CABLE —;\ 4 6-0 ♦♦♦ // ♦♦\♦ //// . 3P-4 ♦ / 1 v / v V V V V V s 9 N a /�\\ N N N N N N / ♦\ N N N N 3-10 3-6 / " ROD ♦ BASE ANGLE TYP / — ¢ ROD 01 USE 1/2 •X 1 1/4 H.T.B. AT ALL O SAVE STRUT CONNECTIONS UNLESS NOTED. ISET),ovs pa, R �- t i MATCH LUE 20-A 20-0 20-0 20-0 20-0 20-0 20-0 20-0 20-0 QIEF. ABOVD -y 3 8�Les 1-3 t • 2-5 LAP Q (4 2 ;gip u >, HIMqx 1 q VATS \ / / 3-3CABLE 5-0 6 6-0 j / N — V N 3-9 N N />� N N N N N _ ` ZA i1 / \ 3-10JO ROD Poo 3-6 ; BASE ANGLE i —eoA,G 41.16E (WIP) Nonce TO KALOM OFFKSA1s g'-0 `Xd. s APPicnnM OF auL s rae "`�1 M " f SIDEW ALL FRAMING ELEV AT COL, LINE ' B ' REV DATE DESCRIPTM yY CKA ,. i ' C i O i AS 'BUILDING SYSTEMS cARYv vl TENNESSEE _ DESCRD'Tjm SMVALL FRANW ELEVAnW 1 Sim REFERENCE DRAWIN GS CUSTOMER CA PE S I SL AN D ST EE L. I NC J Al RP OR T VAY NDG EE TRUST LOCATIM NYANNI 2, NA DRAVN BY CHECKED BY DATE SCALE ENGKM JOB Na DVG Na ISSUE �� NaIE 297-4375 E4 ff�� USE ( A 5/8 X 1 1/2' H.T. BOLTS .w/MaD AT ALL E.V. COLUMN TO RAFTER CONK (TYP. U.N.) H A j 2-8 12-8 �'b 12-8 t�4 12-8 O�IG IZ-8 =-e K76-CW6 o p6 gQ4, 'p 3.0 5'•O 5.0, '.• I 6-0 �4 i 5-9 27-0 _ P O cu :3 0 in cu =3 cc in • M M I �•i� � c(1 cn c� c�1 N N N 7-4 N BASE' A (TYP) 3l0 ENDWALL SHEETING ELEV AT COL. LINE ' 1 LW-0IZ-o 1-(P 1Z-o 3=0 12-0 Wol 12-0 3.0 - -- ENDWALL FRAMING ELEV AT COL, LINE 1 �3C �� K7&-CB K76 w USE ( A ) 5/8 X 1 1/2' H.T. JOLTS w/MAD AT ALL E.V. COLUMN TO RAFTER cow (Tl(P. U.N.) 20-0 20-0 20-0 4R3` Nz Y6Z(T'1 P) Cu u� m � I -1 ao � N 0 �+ — pN n aop �Q a � 5-0 6-0 6-0 ENDWALL SHEETING ELEV AT COL. LINE ' � 21 ' ! 30-4 NOTE To BLILOM oFINaA iamac OF sK s FM 6-g � � � � �-g RI'1�ltT 't1R IIIOIIBINOgA� 3-10 1 t 7-4 --` a W c�F�1l1(i 3-6 BASE ANGLE TYP C J' 4 4' �� L 3-0 14-0 REV DATE DESCRIPTIDiI yY CIm ENDWALL (;a(� M4B M4B ENDVALL COLUMN �L I�a� �n i - ENDWALL FRAMING ELEV AT COL, LINE ' 21 (FIELD ATTACH) (FIELD ATTACH) THE ERECTW Na 13 WT PRovinED ByG t7 aEv THE BUD-DDrG KWACTURM . - o AS BUILDING SYSTEMS `Z_o , cARYvLLE, TENNESSEE _o DESCRDnM ENDWALL FRAMING ELEVATION SIZE REFERENCE DRAVDd GS 1 CUSTOER CA PE L I SL AN D ST EE L, I NC./ Al RP 1 R T MAY. K DCE TRUST 1 LDCATMN HYM NI S, NA f DRAWN BY GIECKED BY DATE SCALE ENGINEER. .JO N1 DVG N L ISSUE ��' = NONE 297-1375 E3 O''�, , �=1 PANEL �i'8 PAID 1 3 Zs-q PAWL SO-Z}6 0 0 8 AT s-0 , : 40-1 LL c ' *un�/ DESTROY PREVIOUS PRINTS C 51-11� 4 3 n F7 4 03 ncu ' , :. Q. FINISHE:� FLOOR � I • �- 53"31Z CLEAR •� lieSO-0 OUT OF STEEL TO PEAK �� 10-0 NOTEt FLANGE BRACE ONE S i OFF FRAME ONLY UNLESS E NOTED 60-0 OUT TO OUT OF GMS Br CROSS ' SECTION : CMUMN Lms .q-Z\ am= arm SPLICE Z LT TABLE Wua" or to s rat wm Swam ow km oos SPLICE NO um DEPTH �[r�oiar rnt wrormomw. A I!o - 0 X 2W Z-5 y r ' C 12 -. 0 X Z341-8 D to 09 X Zkt Z-II ` '� fy+. REV DATE DESCIMIMN IrY M• CRANE DATA: tZ THE RXI INO CUM DATA WAS USED IN CAIAILATIN0 THE CRAMS LOADS TO THE bTAUCTURE! SAME - A&S BUILDING SYSTEMS Max MAN - - NCYVI" TEISEM # # DESCRVnlW ENDWALL SIEETW ELEVATZON L 4D SIZE REFERENCE DRAWIN GS » CUSTOMER CAPE & I SLAND STEEL, I NCJ Al RPORT WAY 10@EE TRUST LOCATMIN HY AN NI S, NA . DRAWN BY CHECKED BY DATE SCALE ENGINEER. .UOa �O, D!VG Nll . ISSN • NOS» �`�'-'��' � � _ • iz 1 , 1 PANFl q•8 PANEL i 3 25.9 pAHM 3 10-016 50-216 0 4 3-11 g AT 5-61 ■ 40-1 z 5 . d• U. II A LL U. IL 1 C 0 � . C v H Iz. oil DESTROY PREVIOUS PRINTS; • �� Q N e �" too N O (10 O �_ ^ FIIdSH 3 FLOOR Lj OFF S0-0 OUT OF STEEL TD PEAK 10-�I NOTES FLANGE BRACE ONE SIDE OF FRAME ONLY UNLESS NOTED 60-0 OUT TO OUT IS' GDtTS Q CROSS SECTION COLUMN LINES \ 4 3 f • Norm ,o lam omm • _SPLICE EMT TAKE AMM'1101 or W& • I N r Bua�nB oNat A+o Boo SPLICE ND SUE DEPTH 1�000waBt�wr 1NC Panama a A 1(10- 0 X Zi 2-5 D 2 - 01 X 21 �- c \-g IZ — ,1..X ��L�F L 4 C e D ZO- 0 X 2 Z-\\ `Fvl,ry {�r sM, REV DATE DESCRVIM V CI(D► CRANE DATA: t . THE FOU"M CRANE DATA WAS USED IN CALCULATING THE CRANE LOADS TO THE STRUCTUREe 10 TONS TOM A&S' BUILDING . SYSTEMS IMPA 'be- lea• ; CARYVLLE, TE NWMEE M DESCROMM VW" SFEETM ELEVATM SIZE REFERENCE DRAVIN GS CUSTONER CAPE S I SL AN D STEEL, I NC./ At RP OR T WAY KKlN E TIM • LOCATUI HYANNI S. NA ' DRAWN HY CHEOM DY DATE SCALE ENGVM .XD NM DVG ND. ISSUE 1 NONE arsr-373' El of 11 G 1 1P ZA:1 PANEL q'8 PANEL 1 3 2s•q PAND- s io-o16 50_z}6 o o . 3-11} '' '" 3—u} 3-0 $ AT 5-01 ■ 40-1� 5-0 co0 T LL oQ. LL A 0, LL LL i t IL 7501 LL I r3 r C c REvisEo DESTROY PREVIOUS PRINT o - B �►-tl'2 - 4t �%1 N N 3 O F5 c� N 4 ' CU r n F5 N f I � FDQSIiD Flint 11-0 50-0 WT OF STEEL TO PEAK 10-0 J NOTE: FLANGE BRACE ONE SIDE OF FRAME ONLY UNLESS NOTED 60-0 WT TO OUT 0' GntTS f CROSS SECTION COLUMN LINE Z a NOTICE TO BUILDING AFFICWs E SPLICE BWT TABLE Appml a or ssm m Fa MU& Maw ow MO om SPLICE NO SIZE DEPTHMcoosss:ssErecsosr Tssc rslornslsoNnl. A ol x Z 25 B 14— 09 x 2 c m — o x 2 1-1%D ���� q o- x1 1-� , �n � ' REV DATE DESCRIPTDTN BY om CRANE DATA: THE FOLLOWING CRANE DATA WAS USED IN CALCULATING THE CRANE LOADS TO THE STRUCTURE, vt rfP1 OE CRANE TOP RUNNING SANE BRINE 10 TON, AS BUILDING .SYSTEMS M" WHEEL LOAD Q -IAII . . 2,270 lbs. CARWILLE, TENNESSEE s I* N 00,410 DESCRIPTIM ENDVALL SHEETING ELEVATIM WIN LAW —0 ff. - • SIIE REFERENCE DRAVIN GS CUSTOMER CA PE G I SL AND ST EE L, I NC✓ Al RP OR T WAY NM EE TRUST G ; - LOCATIM HYANNI S, NA DRAVN BY CI'ECKED BY DATE SCALE ENGI EM J3 N1 DVG MOB . ISStE � ' �91 MANE 2W-073 ESOr1l G ' i i I I r oil. ^ V I I I i '. 3-1 8 �i-11 �2 To t- of MAIL. RAID _N --- izuwwky *Cm4(WZ%x A4/CIZx2o-7) RNwwAy "AM (�� 4 x 914H IOUMLa HARDSMED FL.ATWASH6Z 4 / // I L)ESTROY co�u�N 01 I RItyTqp s I F I % �\ 40 # RAIL L NoT.-BYA�SJ-. . H14H U05161 W \ I I IL RuwwAy 4(w21xq ir "r BRA46 AN(AL \\ GOwMN � I i i` . I i I j 2 RUNWAY BEAM GCNN[GTIon1 DarTAn- A`C Coi;- LINE."K 1-Q A 0 O i ppqq,, r AL- PEKMIT LK g '9B 'FOR PERM%t REV. DATE DESCMrT10N w CAD, MINT RECORD A&$ .1.3ulldln9 Syst_Pms NO. TO FOR DATE A CARYVILLE'L TENNESSEE E DESCOUP"ON RcTioN QQ1M11/dG� SIZE tt �6ti. SNT. SI O CUSTOMER LOCATION v f DRAWN Rlf CHECKED S1r PATE ALL OlaM O. SOS NO SHEET NO. WSW k s may, �,SCY,s, N�► Z,c - � I STULil I I to N u - 40 RAA. C NO-T S`1rn (n I r - DaAce AN4619 RUJWAy aeAM(Wz%x4A /cexzo•7 ) I � � / I I . R�Nw�►y BsAM . x N14H Tt ILE boLr i ( 'oFs.7 W. vS, . H/►RCiNED FL.ATv�A6MstZ CA 4 / I I /pvs ►.,, / I I pqhN ol qp .0 n) ^ .Fi • t 40 # RML (.NoT By AIS) . N14H 1�Nill•i .�� � � � ( I RuNwAy awr, WZ1 KAA BRAC4 ANaLG I � VAIL oyI i • 60L.UMN co � i I . I sJ. t %3 _co oil i RuNwAY BEAM - GoNN[c.pom DnrTAll. A-c God. I t ib 4-21 iZW er--4m cO cD • _ - i � MTV �dM p�,GKET i to - ' 38'•� �p4� 20=o hl'4� ttEd !T 1.it ` 8 FoR PERM�t Zug M". CAn osscwllprars ow coo a,-r COL „�„ M, 3 Ooiv-c A-r FL NO. r11DINT11EG0 rootpA1[ a AB�S Building Systems CARMLLE, TENNESSEE DEBCHIP'"ON f4awflood pR*4w i i& 112E r CUSTOMER O LOCATION 0 DRAWN$r CM[CKJO OV �cn i$+GALE &AM MM .1bi N0. $►lak'f Ila • ($SUE • • �V I ►� ? S 4._ `t , ? .a . I a 20.0 o-o o-0 20-0? o o 12 20.0 14 20-0 15 I(o 20-0 IS I 0 Zo 21 �FST O"y 0-0 �o-o 3 7 20 0 � I Pv? 140Ai N $ 15 81 14MI Nu) oc O ti Q O ° � o ; I�13a1 !uu) MGM I w/ (4) �4"m x 212 HT5 (uu) . RUN�/Ay B�,AM ,!AyDUT u ttt��o Ah, WAR UA a Vol PEw%.t AIR R[V. DArE oEl_RIP►ION w "o. I PRINT RECORD A&S Bu i td i ng Systems NO. TO IOII DAT[ e CAMILLE, TENNESSEE DESCRIPTION SIZE CUSTOMER LOCATION DRAWN SY CNECKED oY DATE MAIA "x"NQ "OM 111"a"Na MOUE ! �9'3o Z91-Ills Ell oMt•611. G E_ 7L2X2X1/4 2 -L6X4X3%XO� _0 �E PLAN FOR -s EVERT OTHER J015T t=OCATION *) 111ro CLEARANCE I �_ L_ BETWEEN ANGLE N4 t= 4 FLANGE EDGEAV 3" CONCRETE SLAB ON g/1r," 28 GA FORM DECK C12X20.1 roX6 W2.9XW2.S EL. 121 _011 ID 4 _011 L2X2X1/4 SEE PLAN FOR 4" SPLIT FACE CMU LOCATION l*) (0" METAL STUDS SECTION 3 SECTION q. 3,8 _1 _0 S2 3�8"_11 _011 S2 4" CONCRETE SLAB EL. 0' -0" F15ERMESH OR 4X4 W2.9XW2.9 . 12" WALL 8" W,4LL 2 -05 T4B 2 -05 T4B T 'P z REAR 51DE5 - SECTION j 6 3�Su=1 _0 S3 -1 = I SCHED SO PERT `4 11i2 " SCHED 40 HORIZ cn CL E AR5PACE 61, MAX BRACES LL2X2X'/4 SEE PLAN FOR LOCATION T54X4X1i4 ON fP_10X1/2X0' -10" W. 4-5,/$"4>X12" A.B. C12X20.1 ON fro"o 5ON-O-TUBE -1 RISERS MAX W. 05 DOWEL 11" TREADS 11',IN ALL MATERIAL HOT'-DIPPED z NOF SECTIONS GALVANIZED I CHAFLES $ FEWORE v, CAPE 4 ISLANDS STEEL STRUCTURAL No 34359i� R�O,STE °,�w 200 AIRPORT FL AGE �ONA F- SECTION 5 SECTION 6 - WrANN16, MASS 1/4" = 11 _011 S2 114" = 1 -0" S3 DRAWN B7���- S T E C O ENCxINEERING COMPAN't'SCALE AS NOTED CONS' LTING ENGINEERS 4 PLANNERS REVISED DATE DWCx. NO. S/4/S& 8/1/9ro 81 RED BROOK ROAD 96801-5 WAQUOIT, MA 0253ro j FLX2XIi.� 2 -LhX4X='4XO'PLAN FOR � EVERY OTI=E:R J015TOCATION C 1� BETWEEN AN'LE I=LANCzE^ E�! E 31 _51 AV- 3" CONCRETE SLAE3 ON 4 - , 4 g/ '! 25 (:xA F(,ARM DECK. 16 Q) &X& LiJ2.i�XW2.9 EL. 12' -0r! 4 _O LA L2'x2XI/4 —� II SEE PLA`',1 i=OR: _ 4" SPLIT FACE CMU LOCATIOl,! >a" METAL STUDS �� ff SECTION - __- S E_ C Ti � O N q. _on S2 ^ 4 CONCRETE �1�AE', EL. -- - FIt�E RMESI-I OR 4X4 W2.9XW2_�� _12 _WALL 2 -"S Tog i a v-, SEC�-2O 1\1 ��� �.---��� -( �u�'�2 !! S�:`I✓a E�D ����� vE Rr . 1',2 !!p SCw�ED 40 NORIZ D�tl T rJ ' +X L2 X2 X . �', SEE PLAN FOR ''',''•S --- LOCATION 7 S4•X4XI/4 — �i / '°� (�N fiED iJ X I%XO! --10'! _.__ r' / ✓ ' � U. :12!! /1.�. , .`I I ON lrb"4, SON -G TUBE R`I.�E�Ra MA lJ. �; �al1JEl_ ' I lv R I - � f• En j "asp SECT I ONS r�AL` Al',d I z. D d � � ( H�A LES r _� Ed oRE , CAPE 4 15LAND5 5TEEL ,t.' STRUCTURAL 200 AIRPORT F'L AGE SECTION � ECI;� ;� _ _ ►, r= I4YANN I S, MASS l f f /4 P� /4 i �;r > b�� DF����L.t ,� Y� � .C OENCxINEERINC� COMPANY SCALE AS NOTED -- --- CONSULTING ENGINEERS t PLANNERS DUKs. N0. ��� D JF 81 RED BROOK ROAD U,1AQUOIT, MA 0253rra 9(a8m1-S:w� __ , _ II.I II I I ;, I-.I.I _�I-,--. .---- I I I I.I I II..1.�I I�.I.��.I�I I I���IIII.�,I�II I.I I��I.I.��­...�,I"I I�.�I I�..�� . 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ALL CONSTRUCT ION METHODS AND MA TER f AL S AND a _ _�—__- __r_^ s „" _ - _ -� -- _ �\ - ,` L �, SCH..DGI_ED_.._, - _ ./ I : -~`"_ 3/4 - l I/2 D:A. __..._, MAINTENANCE OF THE SEPTIC SYSTEM SHALL ,_ ..� `i; • &fir -,� ,�► t, BS I± 0 � s'S 7 _ _�JLL�_ _ `_� �,r ! 9 . 7 WASHED STOrVr_ - SBT 07 00' �J�\ flyyJ ,1I-I-I I17:-�I�,�,.�1�.�l .I_-/_I -�I­./____­._Lr_._--�--.�.)-l.I l"_1.:�.-)..Z_iR_,_'-�I x?I./-.1.A1_-.., / �- .ur - j CONFORM._ To :MASS.. D.�',P. Tl Tr.E 5 AND LOCAL _��.. _.. - , � ___,_.-._ --•-.--- � / ! y 5 r2S a 96 9S' \�'_' Zd ., 3,. `, 1 1 ^`,,. :i00.24 1.�1.,...'IA:Io I�`4�I',/_-I�,; ,I I I�t-I I'1._I.,I"I�.I1 f-1;I!:l 4:­,I,I�l... 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ALL SEWER PIPE SHALL BE SCHEDULE 40 OR , (,' APPROVED ,EQUAL. •_.. j 11 ti- I F/� QC . l IJI V 1. (1 / 1 (. , .. ! t� r !V V C= l'1' ! E _ E VA / ONS I I- ! AIRPaRr . . r� ,� - 5. BEFORE CONSTRUCTION CALL 'D I G-SAFE'. . . I DESIGN FLOW: INVERT AT BUILDING: 98.�5 ; ,, , 1 _ �� 1800-322'4844 AND THE LOCAL WATER DEPT, ' r c� ) l t I L �CUS MAP T ., FOR LOCATION OF UNDERGROUND UTILITIES. 95'70 $.F. OFFiCE X /.'I GP ?� IOOO 5. F. II�iVERr /, :. SEPTIC TANK: _._ g.__15 ! 1; r - 748 - GFID I ..I fps � � , I NV�R T O U.'` :;f�P T 1 C TANk. ;._-_--`'-''`�--�---'-- ,�� � _,-' - , '• rl iI 6, VERTICAL 'DATUM IS: ASSUMED , - �; c:S ,I I � ASSESSOR_ S MAP 112, PARCEL 8 H00 ' 11JVERT r , C, � T. BOX. .�f�. J`� 11 f - 1 - --------- �«,...,w , i i DISTRICTS., (ND, LIMITF_D ,, F SEPTIC TANK REQUI RED: h - d.,.:w , ' i-_ I l __- ; ZONING 7, FOR BENCH MARKS SET. SEL SITE PLAN. INVE;, T GUT DIS7 . BOX: _.__`6.117Ci_._. ,,, .- t . , _,,.,..- SETBACKS: FRONT - 50'. SIDE d REAR - 30' z e �. P: n: x 200,E - r49�s cAL . _ I `° — __- _ 1 , NVEIt ' N l- �l C I _ l L :`A H MBE l? . "``" -•� ; / MAXIMUM 5!TE COVERAGE - 25x _,. rn- c , r r q , ,f, ./. • s _ r ----��JT.- __-_ - ,,i `I r ,'".•^-._.,„ .. ,� O W q 0 V 'A /S ; ,_.. 11 0, N,. DETL,R,�rNAI ION HA. ,9ErJ..AIADE:AS Tq S�PTI . TA1�lK PROVILF_f' _ I BUD �{�R1 GR UND ATER PR TECTION ERL Y p TR/CT: WP II- III _, ,I l. / �,,., P _, __.. OOD , 0 ?5 0 0 0 D T b 8 85 BGTTOf•s O, L.RAG!/ CHAMEE:I • �__-._____._ _ �_. , h FL Z NE C. MAP OD l O S G. A E /19/COMPLIANCE W/TN 1)EED;RESTR(CT(ONS OR ,?ONING L „:,.a .,_ ° U 0 5 . REC� LATI N . IT.S AL REMAIN`THE CLIENTS H L W�JER. ` ^ % • N/A � ,�.._. �x:�,,„,,.. - \ �•. - ��. .- ._ ., ... '``• - ._---'"".;��� ': I o PETER F. MUI V>-Y TR I ,, 6 ADJUSTED GROUNC WATER „ .. ., ,.. / .,! ` '` - Af , .,O/L AB.t G,?P T/ON 5 Y,57 c.-A�I R EOU l l7EL). _...________-__._._ _.. •>.,,,.�,«•«,.,,I \ t ., o : _,.,. .- i �r .'' ' RESPONSIBILITY TO OBTAIN ALL PERMITS. SPECIAL .')F I t \; - ,• ` I . ;� AIRPORT WA I4O„arI„E� TRU-$ , D S P C T:c - OBSERVED GROU,NCS GS ` TER: N/A c,rs,�.,t� � t�, PERMITS. VARIANCES ETC. FOR THIS PROJECT. F. /GN Erb RA ._ .>, __,_AIi �7fJNCH -- --- - -- „, !U lip,__ r a, / d ?00 AfRPGRT WAY ,'i :, SCi l L;....-TEXT!IRAL CLASS __(,_ . BO T TOhI OF TES T ,'IGrL r- 5 T. O � ,.,, �, / _ U i HYANNI s, MA g260I �, ,I ' 9. ANY RETAINING WA SNOW O HIS I A, S 0 ___ - ..,.,..,,,r _,- 2"� / f --.._ l ,,� ;:,„{ ! LL N N T P_ N l F R E,FFL U�NT ,_OAD.I NG Rr�1 1 r1 - -Q-7-4 GPD/SF / I _._• a I .{ , .µ� LOCATION ONLY AND SHALL BE DESIGNED IN - 1 r `___. r/ U ACCORDANCE' WITH STANDARD PRACTICE. - ,721.8---GPD /_Q_._,G._`_GPI>i,` � � e, r I�� RK I NG CAL C A T I UNS : l 1 i L_t-_5. F . �,, r / I r_ i , / ,� r I :_ .- ` \ r1 // fq1 ,"I ,'�` RF.GUIRED: 7 SPACE / 3D0 5.F. OFFICE USE 10. IT SHALL REMAIN THE CL/ENT`S RESPONS I R I L I TY PRO V l(.HE'D:, 3-�_ -e— »'�� Lu¢-1 _?� a� t ` 11 \ i / ` qh 99Tq S.F. / 3q0 34 SPACES , ? 9 TO HAVE THE PROPOSED BUILDING FOUNDATION _$TO �7 ' %,'' ("/ �' - S, F, i ,: ..., �, _.LQ. J `' TOTAL PARKING SPACEE PROVIDED - 34 SPACES `" r / u / .' �` TOTAL. HANDICAPPED SPACES . 2 SPACES AND SOIL GO ACCOUNT FOR THE EXISTING GRAD4_ ,L / ! � r ~`' k f � DES I GNE"D TO i NDITIONS AT THE LOCATION OF ,Th." - e' , TREES PROPOSED BUILDING. i '' � // // / TREE: REQUIRED: l/8 SPACES. 34/e- ,, II / ,' / /'�/ ', /� // �, ; R-� .: d'• ' 1,01'D1f'Fu�ord,i ll. UTILITIES ARE SUBJECT. TO APPROVAL OF THE _ r ' i L, / APPROPRIATE AGENCIES. ! (a / I AREA CALCUI_AIONS : C� / L I J l 1 ' l 1 UA 7 1. M / ,� � --__ ✓ , - .., / / / / K INDICATES INDICATE:' z, 6 I' *._ TAt. LOT AREA 54 - I2.4T -• ,, '�� T - ^'Jam,,, ;`;,- / ; .• NAruRAL wci,,•,E�n ARt:A TO 3 /93� S F. � AC. ' 12. THIS LOT IS SERVICED BY TOWN WATER. - Q—_ ." / / L„ PL'RCOLATIOIJ OASERVED ,!. r / a, r:E:ST GRouA1DwA7`<R ,- � • /" l ! "I ��I i /i 13. ALL STORM RUNOFF FROM IMPERVIOUS AREAS lS TO J /' ;' / C 4" / PROPOSED BUILDING I- 4.985�,_e,F. - Ix OF SITE ', J r I,I ": r' r rr�.y '' r / /' , I OPOSED PAVED AREA � 171 0001 S.F. 3x OF SITE I / BE CONTAINED ON THC-,- LOT. TPA ._�,._.._. TP# _.-_--_.___.___- r i,., J / / i - . r) �,0!i.�i IOU, 8 1 1 t ! ^r / 1 _ GRAVEL STORAGE AREA - 25, 700s S.F, 5x OF SITE GRN. _ _ iYRNU E`L. __.- I /' t ' i ' ~' / _ __ �,A Cr. W LL I �� i'-1 ­f I %°/ // / 1)/.11 TOTAL IMPERVIOUS AREA - 47.685t S.F. - 9x OF SITE ` I / -; 1 r i `" , '✓ .--.' / / 70TAL NATURAL AREA -415. 150f S.F. - 76x OF S/TE' :,i; HORi10N Tr,x 'IIRE'` COLOR NORiZOIJ TEA_ __ Cth,OR �3 >r k - -� 1 DO.5 0, _ --___ _ _,...._e�_' 1 UD c$ r l 1 1 J t Jtt ; �' / f f �- , -1' l r t_ - r L f_ { 'y . -__- _ - r I r'y. _ - - ...,,.. ..1......................I.. 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G-x. 1� w''V d,.J 1 w' L'T.�_. ���.>1• � 1 1� V 5...-" . 1 1' V f_./ �--c� UTILITY F^:E :',f I�UY I Rf M -- --, OH rl O V!:R HEAD -W I R Er;; // ' u,„* •�,c�' <, le C) L_/ / C? 1., ---E - UNDE,GROUNf� f_"L t TR/C L I h"F - a va �� �( �` . -•40,4 EXISTING SPit; EL E'✓nT;�,A .� ,? � �. -- " '^- "° „� i -_/ L=X 1 S T I h`G Cgh'- UR _ w.,.«.. :. •A. ,� 1� �7 f ,-? 6 c_ Q�t, > . a)0._.._ Re dal PROPOSED SP(,, E;_F''ATI0A' ,. ,1) :,. r __ i 7 _ , _-.___,__--. - __.__.._ _ . - - - , . < , ,. p��" .. ° fi 'nF 51tl2 s.:2Fa;t'�t�ll�S+®�k;�rFn.P `:� .5 s'T G2 . i :G ,r.. . 6h.1 I .'4/B IY U: J CJ- ':'! �.t 1"j 'v r, r^., t„ / ...I _...._...,. ; ,.. d„w <.: ,.... - v-.� .- -- - - ,r: .,.,� ,„,,,.wv.,,:.uw>y-.,wuu.u rwnes-..",..�sn w�.�.wavn.,....rnw.«.w.. ... .. ,c52 I , t.,.... . 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OpD l `�' R 41 h ONO o 4 kzb � '►cal dARNSTABLE ALUM CI PAL l b at 1 AIRIORT LOCUS MAP ASSESSOR'S MAP 312. PARCEL 8-H00 ZONING DISTRICTS. IND. LIMITED SETBACKS: FRONT - 50'. SIDE A REAR - 30' MAXIMUM SITE COVERAGE - 25% 3p• GROUND WATER PROTECTION OVERLAY DISTRICT: WP FLOOD ZONE C. MAP 250001 0005 C. DATED 8/19/85 OWNER: PETER F. MUL VEY. TR. i;p t� AIRPORT WAY NOMINEE TRUST M 200 AIRPORT WAY z5 `� HYANNIS, MA 02601 ~, h 3 PARKING CALCULATIONS : c CO qPp PROPOSED SAW HOUSE AND FABRICATING BUILDING * %14a►� �D /Jiq REQUIRED: l SPACE / I.3 EMPLOYEES �0c, 20 EMPLOYEES / I.3 - 16 SPACES �4xe*�TAi0* TOTAL PARKING SPACES PROVIDED - l6 SPACES Cc g i a o g I{ o AREA CALCULATIONS : TOTAL LOT AREA -543. 193t S.F. - 12.47t AC. EXISTING BUILDING - 4.985t S.F. - 0.9x OF SITE P a PROPOSED BUILDING - 45.600t S.F. - 8.4z OF SITE vi 4 PROPOSED PAVED AREA - 72.2501 S.F. - 13.3% OF SITE TOTAL IMPERVIOUS AREA -122.835t S.F. - 22.6% OF SITE TOTAL NATURAL AREA 3/J. 150t S.F. - 58% OF SITE 0 o F i r 1 O I t )1 ` 1 OI 500.24 l S 87.07.00'E ) rR°P°sEc CR,*,F MAr JJ : A'OA o O 'ram h � b h �4 ( NATURAL 100PED AREA 3 ' h c� d PROPOsFO .T*_ PA y 9 X ?O• S ACfS PK/�r0 o 41 •S7•R. 40 . 8,'D 69S j0 E _ TO#N *4Y I i S / T-E PLAN O /= LA /VO / /V SA R /V S 7-AS L E < H -,4 !V/V I S > M� . PREG,4 RHO FOR r S C,4 L E : -1 A IV UA R Y / 6 . 19 9 7 1 JE GL� ,S N.L I NG . -, NC . 192 3 R o u t YCr .r rn o U t h 11 ,71 1 , C670a 362 — � 132 CS ® a•> 432 -- 5333 SHEET I OF 2 0 25 50 100 L-108 NO: 96-252 FIELD: R VB/PDR CAL C: CFW/SAH CHECK: SAH DRN: SAH/CFW q-3 NN L.______________________________ ___r-_________-__--_-_---____J L-------------------------- L--------------------------J L-------------------------- L_________ { { @If oil I IL--tj 1 1 I IL-t4-- ---j IL *1- ---j IL- - -- { I r-- L--- ---J L--- ---� L--- ---� L--- ---� - ---� L--- ---� - -� I I { i { ° { i { 01 I I 1 1 I 1 { { { { I 1 I { A I I I I 1 { { I { { { { { { { { J 1A ° to { 1 1 � 8'GLAD W.04 Ct'EILI 1 1 { ► ILL 2-f'004'M�aA6 1 1 1 mm DY 44101, is � 4MM"1irl01 T w1TM1 10. { { i 's TIE6 G•OrC. { { 2-S CONT { TI NaM r1E1e { { i t M 47c4W' { I $ P1 4'-i'X4'-i9cl' I I FS e'x6'x1' I 1 w � eta rLAN EA � Im L_ -- ----------------J L---------------------------J L---------------------------J L---------------------------J C---------------------------J L---------------------------J L------- L---------------------------J L-------------------------_ I ' -_-_--____-__--____ _ _r_ 1 1 -_-- ' _____ ___ -J L_ - _J L- SECTION r---------------------------, r---------------------------, r---------------------------, r---------------------------, r ------r___---_---___--------------, r---------------------------, r--------_______-__---------, r_-_-__---_________--___-_-_, r__--__-_--____-_-----_ --__, r-_--- V!'.r-w L--_---J L---rr-J L---_--J L----__J L--__--J L_____-J ------ 11 12 13 1� 15 1� l�i 18 1g 21)v 40'-0• 40'-0' 40'-O' Z0'-0' 20'-D' 20'-0• 20'-0' 20'-0' 70'-0' 20'-0' 1'- r--- ---i r--- ---i r--- ---i r--- ---i r--- ---� r--- ---i _s-- ---, r--- ---I r--- ---I r--- ---i -- - L--------------------------J L--------------------------J L--------------------------J L--------------------------J L--------------------------J L------------------------- L--------------------------J L--------------------------J L--------------------------J I--------------------------- r- '' 1 t 1 ---- ---J --------------------- L ---j ---------- l j--------- L--- ___; --------- --------- L--- j--------------------------L--- j--------------------------i r---------------------=---- ---- 1 /rl ifn R 1n 1 L--- - I 1n I I M 1 J ` { I I 4 i . 1 Y'P.C. { WALL { { � € 1-�D MIDI•lIGF1T { { ob DOUMEL W OTC { { 1 { { { { t-0. { { { { SECTION { i yr.r-r 1 I� 1 1 I { { I I I { CONCRETE NOTES • I 1. CONCRETE STRENGTH tv 28 DAYS: 3000 PSI. .1. -2- .1. -2• �� �� �� -2- 2. NO CONCRETE SHALL BE PLACED IN WATER, NOR { SHALL ANY FOOTING BE PLACED ON FROZEN SOIL. 3. ALL CONCRETE WORK AND REINFORCING DETAILS SHALL CONFORM TO THE LATEST A.G.I. CODE AND • MANUAL. 4. REINFORCING SHALL CONFORM TO ASTM A615-GR&O. 5. ALL CONTINUOUS REINFORCING SHALL BE LAPPED 1 40 DIAMETERS. r-- --I r-- --, r-- --, r-- --, r-- --, Ir --, r-- --,I r-- --, r-- --, w r--J ; 6. PROVIDE BAR SUPPORTS, SPACERS d ACCESSORIES __--J L___________________________J l-r--____.._______--_-r------J Lr_-r-----r-----__-r-------_J L----------_-___------------J L-----------_-__------------J L__-_____-_--_____--______.._J-_ L---------------------------J L____r--_-____-_____--_-__-_J L____-.._-__-___r____-_ -___J L______..-----__ -.____----r_-J RECOMMENDED BY THE A.C.I. DETAILING MANUAL. ----, r---------------------------- r---------------------------, r---------------------------, r---------------------------, r---------------------------, r---------------------------, r---------------------------, r---------------------------, r---------------------------, r----------------------- ---, { �. PROVIDE A MINIMUM OF 6" OF WELL COMPACTED L-----_J L-_----J L--_-_-J L--___-J L___---J L-____-J L------J L------J L----_-J L-_--r_J I L--__--J J GLEAN, COARSE SAND AND GRAVEL UNDER ALL SLABS ON GRADE. 8. WHERE iT i5 NECESSARY TO RAISE GRADE BELOW SLABS, GRANULAR FILL SHALL BE PLACED IN 6" LIFTS AND COMPACTED TO 95io DENSITY WITH A MECHANICAL VIBRATOR. Nom I"OR 611E*0 LOCATION Or*r-WM MM", 'f-="°'! S. CONTRACTOR SHALL NOTIFY THE ENGINEER 24 HOURS GEE A46 DUILOMG 6YGTEM6 ANCHOR DOLT 6ETTMGPLAx BEFORE ANY POURS TO ALLOW FOR INSPECTION OF AN —T M.CoR&AD To DE lM.ACW IN TWO POUR6. REINFORCING. io 6ECOND PLAM PANEL LAMM T SECTION _ OF NEW Ci 4 1 STEEL BLDG 3 vi•.r-o• 1 CHA LE S $ FEWt3RE srR L .34354350� 200 AIRPORT PLACE No �i owa, l PYANN15, MASS RAIN "yeg ENGINEERING COMPAN SCALE 11/611 — REVISED DATE CONSULTING ENGINEERS t PLANNERS O 81 RED BROOK ROAD 4/1'1/98 WA WIT MA 02536 81 • 1 • , r x ' t „ , { ! , „ 1 i , 1 }} : :• �- � ., a.w , !� ,. i _,�_� i „A._' � 1 n _ ___ ___ 7� /'��'r»^f ',�,E- }K+h.i �_�,i:. i !",J'� �,•.. `r 1.... _� a t. - _ __. � :. :� : l � . t. ._. �4 ..W.__. '^'^�'q{ � i..:: �-w_..._ _,u._._,...._._.. _.-.. ♦ Y' ,... ,�f,. � - ._. ._..'•i'.'-"w�y�', _.._........ _._, r .. �� � _ �� � •--_+�rw.rr� L e df ,I Jill- . I ,1 , ! y ry - - _ -.`.ter,...,... «� .:.«.:�""��" '�"" "'.. i p t,Jt c � �':t��"! F � � r`':��-+, r rr•� '-"1'-*....w+ .w.+. �. 'T O 7 � t ..' 17 Ff ' 1 ]i f ; _ U i A 1 yI:; F-''j:-. _ r 'T f;�, r V i 1 Ii i i I 1 ! ! . 1 ` � I t 1 ' c,-�-���, �" !r.C?t, Lr-,,, �..- . �S.}� i1'� t" ��'rr�:,:2�1,� `'� �,f';. 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APPROVED BY: DRAWN BY 40-wo ix DATE: REVISED 7 s R . . r _ DRAWING NUMBER 24 A 36 FAINTED ON NO 1000N CLEARPRINT r i R I r i - d 'It j `'^+I ! »� y i; 4 !' y� i'`�1C'�L'�vw!G. �� .✓'lP'1,��•i_-/ 1 I I s ; ` 4 y t I(iFF� �J � , , ._.-. � �r # '.. , I �,... .._. _ _.. ...___.... _.._—.-.. •..-sue.-d.. _._.�,...._�.._-._._ _........_.._» -�F"""`^P;"'___^�'^T�_' �_....�«-Il-w_•w-� _ - -�-..__r ._ __ 8 -,� 1 �v F gg � - i .., .__._-_.�.. _. _. 1...._.y,...y:-..».-,_...�.-.f_ ..». -..._.._ e...+s..w--�- m*».... .�...,n.�+wre.�.....,..w....w. ,..�:J.,...'n,A.._...,.,•.+..-M,-d-._i+.. �-�_. -..r_. _ _...............'_ p � IIIF E_ I i , I I � �I 1 i APPF40VCD BY: DRAWN BY scAu: y ; LA it stseetuad�t, 305E OAT[: =' Rtuc[iap R R4 X MDITED Q!t MO. vxw-<CU AMM MT• r sz • Y- i • < 1 � 1 i �_..�.1' I i �• � ,'� � __- ALL!� ./a1.1 T�'€.t'�. 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"� .._ _.., - .;,.. .... �-:.. .:. 4 L 1 L= L2X2X'%� 2 -L�oX4X3dX®' -(o t_ SEE PL 4N FOR m E v'ER i, OTHER JOIST _ T '� " CLEAfiANCE t t_ COCA ION I6 - BETWEEN ANGLE `Q t= t_ 4 FLANGE EDGE 3�'-8" J t= t- �1 - • CONCRETE SLAB ON C12X20.7 91b', 23 GA FOR1"1 DECK 0 6 X(o W2.9XW )4.9 EL. 12' -0" 4' —011 ----7 —— t L2 X2 X'�4 ---- _ SEE %AN FOR --4" SPLIT FACE Ci'1U LOCAN (o" METAL STUDS SECTION 3 SECTION 4 j/Sn_11 _�u S � 3j8n_I, -0" S2 4" CONCRE'tE SLAB EL, 0' 0" FIBER~IES}4 OR 4X4 W2.9XW2.9 12" WALL - - ------ - aL 2 -"5 T4B SECTION _ 1'% D" SC+4E aO VERY o TS3X3X'1a L2X2X .d 11/2 " SC-4ED 40 �ORIZBRACES SEE PLAN FOR r LOCATION T54X4X'id C12 ON 1E10X'%2X0' -10" _-_ W. 4 -5/8"(PX12" A.B. ON 1F"4' SON -O -TUBE ALL MATERIAL H40 -DIPPED GALVANIZEC - i SECT I ON5 CHA$LES __ FEWBRE CAPE 4 15 L ANDS S T E E L 1 j STRUCTURAL 1----- 200 A 1 RPORT FL AGE SECTION �5` SECTION WT-ANNIS, MA55 � _ — -4 f - „ - 1 S 2 , !141 ! �� S 3,, DRAWN BY SCALE _. _ egg S T E C O ENCsINEERING COMPANY A3 NOTED _ TING ENGINEERS t PLANNER°! REVISED DAV RED ®ROOK ROAD DWG. NO. 8/1/96 i LUAQUOIT, MA 0253CP 96801 8� GENERAL NOTE LIVE LOADS: ' ROOF - - - - - - - - - - - - - - - - - - - - - .. - - - - - - - - - - -25 PSF . • I FLOORS - -(INCL 20 PSF PART LOAD)- - - - - - - -50 PSF o WIND - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -21 PSF ol _....- CONCRETE N2TE 1, CONCRETE STRENGTH s 28 DAYS: 3000 PSI, 2, NO CONCRETE SHALL BE F.-AGED IN WATER, NOR M SHALL ANY FOOTINGS BE PLACED ON FROZEN SOIL. G p 3. ALL CONCRETE WORK AND REINFORCING DETAILS SHALL CONFORM TO THE LATEST A.C.I. CODE AND - I � MANUAL. _ 4. REINFORCING SHALL CONFORI"I TO 4STM 4615 -GR&0. • 5. ALL CONTINUOUS REINFORCING SHALL BE LAPPED 40 DIAMETERS. (o PROVIDE BAR SUPPORTS,SPACERS 4 ACCESSORIES --- ---- --- -- ----- - -_--- RECOMMENDED BY THE A.C.I. DETAILING MANUAL. of 7 PROVIDE A MINIMUM OF (o" OF WELL COMPACTED GLEAN, COARSE SAND AND GRAVEL UNDER A' .L SLABS ON GRADE. 8. WHERE IT 15 NEGE56ARY TO RAISE GRADE BELOW SLABS, GRANULAR FILL SHALL BE PLACED IN (o" LIFTS AND COMPACTED TO 95% DENSITY WITH A _ MECHANICAL VIBRATOR. 9. CONTRACTOR SHALL NOTIFY THE ENGINEER 24 HOURS BEFORE ANY POURS TO ALLOW FOR INSPECTION OF REINFORCING. — - - ----- I _ — — -- i STRUCTURAL. ST�� NOTES 1, STRUCTURAL STEEEL SHALL CONFORM TO ASTM -,43(o AND SHALL BE DETAILED IN ACCORDANCE WITH THE LATEST DETAILING MANUAL OF A.I.S,C AND AMERICAN —� WELDING SOCIETY. 2. STRUCTURAL TUBING SHALL BE 45Tt"I -A500 GRADE B, Fy = 46 KS i- SECTION % 2� 3. ALL FIELD WELDING SHALL BE DONE BY A.W.S. S3 — CERTIFIED WELDERS. / 4. BOLTED CONNECTIONS SHALL BE 3/4",0 4325. f I I I STEEL JOIST NOTES I ( r----------------- -I I 1 r--- '---� i I r_____-.- �______ 1. STEEL JOISTS SHALL BE DESIGNED IN ACCORDANCE El L WITH THE S.J.I. AND SHALL BE FABRICATED BY AN I - —l- --- APPROVED MANUFACTURER. ' - — --- — — 2. JOISTS SHALL HAVE A MINIMUM BEARING OF 2112 " ON I I I I I I I �----- I i------- ' 3. EACH JOIST BEARING ON STEEL SHALL BE WELDED ----- - ----- - ---- THERETO AS PER S.JJ. SPECIFICATIONS, 4. END JOISTS SHALL BE ANCHORED TO BEAMS AT TOP AND BOTTOM WITH LATERAL ANCHORS AT ENDS OF BRIDGING LINES. -------------- — - - ---- --- — 5. STEEL DECK SHALL BE PLACED ON JOISTS AND WELDED THERETO ACCORDING TO MANUFACTURER'S STANDARDS. - --- -- --,--� -- (o. ROOF JOISTS SHALL BE BRIDGED PER DRAWINCxS OF MANUFACTURER. I I I I I OF VNN SECTIONS, DETAILS 4 NOTES CHAfLES — - $ Fs OREiL CAPE 4 ISLANDS STEEL ��\ � tRdo 343�� 2 00 AIRPORT FL AGE DETAIL - DETAIL 2 DETAIL t . 3 DETAIL 4 ,, 3 _I _0, S 3/ „_i. -01 S i 3%"-� 0' S 3,8„_11 _.0 �4YANN16, MASS (FRONT CORNER) (FRONT) �11, REAR (REAR CORNERS DRWlN BY ----- SCALE - -' ALL PIERS 1(0" Xlro" egg STECOEN�INEERING COMPANY I,-ON GONSULTINCs ENGINEERS t PLANNERS ----- W. 4 -06 d 03 TIES a i/ 1 RE VISED DATE 81 RED BROOK ROAD Dar-S. NO. 1 _ .__L_._—. aA/96 I LUAQUOIT, MA m2536 __ _ _ _ — — - -- -- -- - - -- - - _.--- ------- - _-- ._ -- -- -- -- 22I - 1� � " r '"An p n l l u I 1 ------------- I n u l I -------------J nQ a I ------------------------------------ A r- I nA few IL� t . 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L2X2 h I I N + + N N CV _n X X X X x `v •0 I 2 � � 3 L2X2 3 * 12K1 I L2X2 ! 2 I � I I WI8X65 W18X35 I WIBX"11 B tU18X-i 1 I I L2X2 2 12K1 12KI Z, I C\`I + 4 +' + I (v 2X2 \4 \ 2 + — x x X `9 CT"rP LINO) .9 0 I 3 � W14X22 L2X2 2 i I I N I 12KI • L2X2 I I 2X i �W]6X40 WI6X36 W16X40 W(vX40 TOP OF STEEL EL. W —6'12 " U.N.O. -- - - ALL BEAM TO COL CONN ARE tlOMENT CONN) OF 2ND FLOOR FR41"iING MILES COLUMNS FEw6RE 1 5 LINES TS8x8x'% $ r CTIM CAFE 4 ISLANDS STEEL 2,3,4 LINES TSSXSX% IST6 °: 200 AIRPORT FL ACE owa WT'ANN15, MASS DRAWN BY C1717 S T E C 0 EWzlNEERINC% GOMPANY SCALE CONSULTING ENGINEER& t PLANNERS REVISED DATE 81 RED BROOK ROAD WAQUOIT, MA 0253f6 �801-52