The URL can be used to link to this page

Home My WebLink About1146 Route 28 - Drawing PackageGENERAL NOTES 1.1 Fabrication shall be in accordance with U.S.A.'s standard practices in compliance with the applicable sections, relating to design requirements and allowable stresses of the latest edition of the "AUS Structural Welding Code DI.1". U.S.A.'s manufacturing procedures have been certified by: Reference Certification numbers i.A.S. FA -321 MIAMI -RADE COUNTY " 08-1008.01 Houston USS'' " 135 Texas Engineering Firm 0143 Indiana (For Beam and Column) 299512 Indiana (For Rigid Frame) 299513 Indiana (For Straight Column) 2129510 Member MBMA 12 EIR MER Shop primer paint is a rust inhibitive primer which meets the end performance of Federal Specification TT -P-664 and is U.5.4,s Red oxide color. This paint is not intended for long term exposure to the elements. U.SA. is not responsible for any deterioration of the shop primer paint as a result of improper handling and/or storage. USA. shall not be responsible for any field applied paint and/or coatings. (Section 6.5 AiSC Code of Standard Practice, 9th Edition) 13 _GoALVANIZED OR SPECIAL COATINGS: See Contract Documents and.ref. note on the top right hand of this page. 1.4 ALL BOLTS ARE 1/2"0 x 0'-1" A301 EXCEPT: a) Eave strut connection - 1/2"0 x 0'-1 1/4" A301 b) Endwall rafter splice 5/8"0 x 0'-1 3/4" A325 -N c) Endwall column to rafter connection - 1/2110 x 0'-1 1/4" A325 -N d) Main frame connections - SEE CROSS SECTION NOTE: Washers are not supplied unless noted otherwise on drawing 1.5 MATERIALS ASTM DESIGNATION Wide Flange Shapes A512 or A992 Other Rolled Mill Shapes A36 or A512 Structural Steel Plate (Webs/Connections) A1011 or 4512 Structural Steel Plate (Flanges) A52S or A512 Cold Formed Light Osage Shapes A101165 / HSLAS CLASS 1 Cable Bracing A415-18 Rod Bracing A36 Roof and wall Sheeting A192 Machine Bolts A301 High Strength Botts (1&0 to i"0) A325 -N High Strength Botts (1 1/8"0 to 1 1/2"0) A325 -N F cher Bolts (if supplied) A53, GRADE B H.6p9. TUB A500, GRADE C 1.12 ERECTOR NOTE Erect steel with piece marks corresponding to location of piece marks on erection drawings. Erect and plurib baus proeresstveiy to insure overall width and length Is maintained. 1.13 ACCESSORIES Accessories are not wind rated. 1.14 ROOF SYSTEMS The performance of root systems supplied by USA 1s dependent on correct and proper erection and roof sustem installation by qualified roofing installers. USA is not responsible for non-performance due to improper or defective installation. USA does not certify erectors or roofing installers. MINIMUM YIELD ( U. N. ) FY = 50 KSi FY = 36 KSI or 50 KSI FY = 55 KSI FY = 55 KSi FY = 55 KSI Extra High Strength FY = 36 K51 FY = 50, 80 KSi FY = 36 KSI FU = 120 KSI FU = 105 KSi FY = 36 KSI FY = 35 KSI 11 __.-._ ..�„�e-.-•. ,e -FIs••. IIn T- i'•IICTIIMI•D D=GD/'1A{C.IL21{ {•ri C. QUALipICATION OE HOT -DIP GALVANIZING PROCESS 2.t It is the responsibility of the ary permits USE CUSTOMER to obtain appropriate approvals and secure necessary permits .from Gity, County, State, or USED ON PRIMARY AND S1=CONDARY STEEL Federal Agencies as required, and to advise/release U.S.A. to fabricate upon receiving such. zinc coatings produced by the hot -dip galvanizing process 22 United Structures of America's (hereafter referred to as U.S.A.) are.excellent corrosion- rotection When hcoating systems. en te p ystandard spuciftcations apply unless stipulated otherwise in the Contract becomes very thick or dull grey, the coating may not Documents. U.S.A.'s design, fabrication, quality criteria, standards, be applicable for architectural purposes. practice, methods and tolerances shall govern the work with any other Differences in the luster and color of galvanized coatings and 'interpretations to the contrary notwithstanding. It is understood by both the presence or absence of spangle has no affect on the coating Parties that the BUYER/END USE CUSTOMER is responsible for clarification of performance. The well-known spangle effect Found on galvanizing inclusions or exclusions from the architectural plans and/or specifications. is simply a factor of primary crystallization. 23 In case of discrepancies between U.SA.'s structural steel plans and plans for other trades, U.S.A)s plans shall govern. (Section. 3 AISC Code of Additionally, handling techniques for galvanizing may require the Standard Practices) use of chain slings, wire or other holding devices to immerse 2.4 Approval of U.S.A. drawings and calculations indicates that U.S.A. has material into the galvanizing kettle. These handling devices may correctly interpreted and applied the Contract Documents. This approval leave a mark on the galvanized item. constitutes the contractor/owners acceptance of the U.S.A.'s design The galvanizing process is for corrosion protection. inconsistencies concepts, assumptions, and loading. (Section 4 AISC Code and MBMA 333) in finish and handling marks are not cause for rejection of the product. 2.5once the BUYER/ENO USE CUSTOMER has signed U.S.A.'s Approval Package and the project is released for fabrication, changes shall be billed to the BUYER/ END USE CUSTOMER including material, engineering and other costs. An additional ,qLi1MiNUM-ZINC GOAT1NCa Fee may be charged if the project must be moved from the fabrication and The Aluminum-Zlnc coating is subject to variances in spangle shipping schedule. from coil to coil which may result in noticeable shade variation 2.6 'The BUYERJENO USE CUSTOMER is responsible For overall project coordination. All in installed panels. The Aluminum -Zinc coating is also subject interface, compatibility, and design considerations concerning any materials to differential weathering after panel installation. Panels may not furnished by U.S.A. and U.S.A.'s steel system are to be considered and appear to be different shades due to the weathering coordinated by the BUYER/END USE CUSTOMER Specific design criteria concerning characteristic. If a consistent appearance Is required, this interface between materials must be furnished before release for .USA recommends that pre -painted panels be used in 11eu of Aluminum -Zinc. Shade variation in panels manufactured from fabrication or U.SA'e assumptions will govern (Section 4 and Commentary, Aluminum -Zinc coated material do not diminish the structural AISC Code of Standard Practice) Integrity of the product. These shade variations should be 2.1 It is the responsibility of the BUYER/END USE CUSTOMER to insure that U.S.A.'s anticipated and are not a cause for rejection. plans comply with the applicable requirements of any governing building authorities. The supplying of sealed engineering data and drawings For the metal bulldtng system does not imply or constitute an agreement that U.S.A. or its design engineers are acting as the engineer of record or design professional for a construction project. These drawings are sealed only to certify the design of the structural components furnished by U.S.A. 2.8 The eUYER/END USE CUSTOMER is responsible for setting of anchor bolts and erection of steel to accordance with U.S.A.'s "For Construction" drawings UNITED on;y. Temporary supports ouch ae guys, braces, ions allti a deter or S TR-1�v ALJ C TUR) Ei S OF Aother elements required for the erection operation shall be determined and furnished and installed by the erector. No items should be purchased from a preliminary set of drawings, inciuding anchor bolts. Use only final BASIC U1iND PR EcSSURE: 44.51 psi "For CONSTRUCTION DRAWINGS" for this use. (Section i AiSC Code of DRAWING INC C AC:KAGE ii�ITERNAL PRI=SSURE COEFFICIENT: 0.18 Standard Practice.) EDGE STRiP DIMENSION: 4.55 ET 29 United Structures of America is responsible for the design of anchor lvoltb to COMPONENT AND CLADDING- permit the transfer of forces between the base plate and the anchor Ivolt m PRESSURE Cpsf) : SUCTION Cpsf) : shear, bearing and tension, but is not responsible for the transfer of amtU Belt ZONE I 30.31 ZONE I -48.14 forces to the concrete or the adequacy of the anchor Bolt In relatiort tbAt FY = 46 KSI y/� ZONE 2 3031 ZONE 2 -83.'19 Concrete• unless otherwise provided in the Order Dacementa, united Sral , ijP k f9F JOB # 3��2✓" -� ZONE 3 3031 ZONE 3 -123.9® Arerica does not design and is not responsible for the design, matert2l , and constfuction of the foundatlom or foundation Tile 16 �iCsW STMNGTH BOLT ni!aHTENING mmounzMENTS B; F�pB F y � � rJ-� � I � � (� GO ZONE 4 2:�9� Z01�1E 4 -57 �.J1a in T.4`9E CUSTOMER design for slips himself d r6 13d lumn I`e d ilomsir�YiB BUYER C� ZONES 52•D9 ZONE 5 -100 4 to r+l fot3 t tioft design for toads imposed clot , r eeicn>3 i3f th ai73#t1t > i,ftgh otilerigth Bolts are ASTM A325 -N, unless otherwise noted. C r� - other imposed loads, and bearing Capaelty or the 6011 and other ConClltl�Fis 6F tits All high strength bolts must be fully pre-tenatoned unless otherwise specifbe ically noted *: 1 -ti ND USE CUS CUSTOMER R : N�{iCj,��N building site. for particular connection details. J� It is recommended that the anchorage and Foundation ri nc d In the de ORDER 2 designed by a Registered Professional Engineer experienced s the design anUaO The recommended method for pre -tensioning high strength bolts without washers BUYER # N mal structures. (Section I cl MBMA Low Rise Building Systems Mby is the turn -of -the -nut method. 1 3 7 2.10 Normal erection operations include the corrections of minor misfits by Procedures for the turn -of -the -nut method, including pre -installation verification, shall be. ;,> cS OBSITE H*`r , MA COUNTY �ARN5�,4SLE 2 5 drawIn,erate amounts s reaming, chipping, welding or cutting, and the per AISC/RCSC Specifications. See AISC 13th Ed., Chapter 162, Sections 1 and 82.1 4 drawing n elements into d y the oreg use of drift pins. Errors whici � cannot be corrected by the Foregoing means or which require Note: The Pre-dnstallaiton verification procedure requires the use of a "tension calibrator", BASIC BUILDING RF 451-ro x 72'-&12/15'-2 x 101-5 458 (21.0040) :12 2 5 major changes in member configuration are to be reported immediately which Is a hydraulic tension indicating device, such as a Skidmore Testing Device. 3 I 4 to U.S.A. by the BUYER/ENO USE CUSTOMER, to enable whoever is responsible All ASTM A325 bolts are provided with lubricated nuts. The erector should employ THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE EOI--OLUINCx /-1S INDICATED: either to correct the error or to approve the most efficient and economic 5 proper job site handling and storage procedures to protect fastener assemblies against COD LOA)]c3 _ 2 2 5 method of correction to it used by others. (Section 1 AISC Code of . 4 3 4 � Standard Practice, 9th Edition) excessive weathering and exposure to dust, dirt, moisture, heat, etc. Depending Code of Latest Issue to be Used 35 PSF on job site handling and the severity of job site conditions, it may be necessary to 1 55 2.11 FI MODIFICATIONS -WARNING Neither the fabricator nor the oP dthgND re -lubricate the nuts. The necessity for reapplying lubricant maybe determined by (Unless Otherwise Noted. / I3 Collateral Load: _ 0 per USE CUSTOMER will cut, drill s, otherwise alter his work or the work In other trades, pre -installation verification as referenced above. For additional information on job site Code EditlOn 11 Snow Load- Pg 35 per Pf 25 paf Ce 9 IS L0 Ct 10 to accommodate other trades, unless such work is clearly specified in the contract Storage and handling, see AISC 13th Ed., Chapter 162, Section 22 ❑ USA Standard (MBMA) IM Wind Load 130 myi`-��h iaJ 1.0 EXpOSure D documents. whenever such work it Information led, the Bo materials, USE CUSTOMER is ❑ SBC ❑ IBC -171"1 y responsible for furnishing complete information as to materials, size, location Internal Pressure �OefflGlE:rit 10.18 Design Wind Pressure 44.6 per and number of alterations prior to preparation of shop drawings. (Section 1 1.1 C;LOSURE STRIPS ARE FURNISHED FOR APPLICATION: ❑ UBC ❑ BOCA Seismic Data 11 0.213 la.08G D AISC Code of Standard Practice, 9th Edition) INSIDE- Under roof panels at save EXPOSURE ❑ B ❑ C ❑ D Occupant Categorc Sds 5d1. Site Glass le 1.0 5s 0.20 SI 0.054 The strength, stability, and safety of this building may be affected by cutting, drilling OUTSIDE - Between endwall panels and rake trim 13 OTHER MASSACHUSETS Under continuous rides vent skirts Seismic Design Category B without removing any components of the: building. such modifications may be made thout the written approval of United Structures s of America, Inc. General Steel System R:= 3 C3 = 0.0-i wi 18 )'RECTION S TEMPORARY SUPPORTS: Collateral loads or other components provided by others may be supported on this 11w erector is responsible to determine, furnish and install all required temporary building in the designated locations if specifically included i Lateral n the design loads. supports and bracing. These temporary supports and bracing shall be sufficient to D�Slgn Base Shear V= __ kips EcluiValent LatlOrCe Procedure Unless the connections for such components have been designed and detailed by secure the building and / or bare structural steel against loads likely to be the customer is responsible to ensure appropriate connection details are utilized. 2 encountered during erection including those due to wind load and erection operations. El Crane Load:' Capacity _ tons Type Class U.S.A.U.S (section 1.103 AISC Code of Standard Practice) (See Cross Sections and/or calculations for loading) in in conjunction with wAINC In case: lead or copper. Both lead should Aluminized Zinc steed panelsd and copperr have harmful used In Future Mezzanine Load DL 15 per LL 125 per CL pef corrosive effects on the Aluminized Zinc alloy coating when they are 1.9 J -RECTION AND UNLOADING NOT BY U.S.A. El Other Loads: in contact with Aluminized Zinc slue[ panels. Even run-off from copper flashing, wiring, or tubing onto Atumtnized Zinc should be avoided. TU S f AMERICA has a commitment 1.10 SHORTAGES Any claims or shortages by buyer must be made to U.S.A. within five (5) working days after delivery, or such claims will be considered to have, been waived by the customer and disallowed. 1.1 CORRECTIONS OF ERRORS AND REPAIRS (MBMA 6.10) Claims For correction of alleged misfits will be disallowed unless U.S.A. shall have received prior notice thereof and allowed reasonable inspection of such misfits. The correction of minor mlefits by the use of drift pins to draw the components into line, moderate amounts of reaming, chipping and cutting, and the replacement of minor shortages of material are a normal part of erection and are not subject to claim. No part of the Building may be returned for alleged misfits without the prior approval of USA. 34 (0/18/01 33 4/11/01 32 S/2/0(o 12/12/05 _31 30 03/18/05 ** NOT1 Customer To Provide Colors Denoted With x*(ir Any) On Returned Dwg's. ALL FLAT FACED PANELS HAVE A TENDENCY TO OIL CAN. USING HEAVIER GUAGES, NARROWER WIDTHS, EMBOSSING OR STIFFENER BEADS (WHEN AVAILABLE) CAN REDUCE OIL CANNINC%. UNDER NO CIRCUMSTANCES IS OIL CANNING CAUSE FOR REJECTION 2.13 SAFEiTY COMMITMENT UNITED STr U RE o to manufacture quality building components that can be safely erected. However, the safety commitment and job site practices of the erector are beyond the control of U.S.A. it is strongly recommended that safe working conditlons and accident prevention practices be the top priority of any job site. Local, State, and Federal safety and health standards should always be followed to help ensure worker safety. Make certain all employees know the safest and most productive way of erecting a building. Emergency procedures should be known to all employees. Daily meetings h[ghlightine safety procedures are also recommended. The use of hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where applicable, are recommended. Contractors/Erectors should be aware of OSHA regulations for Steel Erection. The following OSHA IRseulations (Standards 29 CFR) are applicable to Steel Erection: OSHA Steel Erection Regulations, Part Number 1926, Subpart "RI 2.14 Manufacturer is not responsible For bodily injuries or material damages during unloading, handling, storage, or erection. PS PERMIT 11/1/10 /P1 PERMIT '1/2-1/09 /P6 APPROVAL/PERMIT 5/12/08 Job Number : - 357125-,4 SHEET 1-1 of 2 ILL CD M ❑ 26GA ❑ USA "PBR" ❑ White ❑ ULIBO-Const• Fasteners: ❑ +14 x I" STS Member 4 Stitch ❑ 012 x lb1�" SDS Member Only W/ STS Stitch ALLOWABLE DEFLECTIONS: ❑ 24GA ❑ ❑ 24GA USA "Guardian I" SSR ❑ Aluminum Zinc ❑ Northern Roor ❑ Silicone Poly Unicote 2000 ❑ wide Mastic ❑ 412 x 1411 SDS Member with Laptek Stitch FRAME SIDESWAY = H/ 150 ROOF❑ 24GA USA "Guardian It" SSR ❑Kynar Unicote 3000 Gftpt ❑Fixed ❑ Long Lire Fasteners ❑ Stainless Steel Fasteners FRAME'DEFLECTM = PURLIN DEFLECTION = L/ I� L/15ID p Color BY OTHERS ❑ Low El Floating ❑ Htgh ❑ Articulating Thermal 131ocks: 0 0 USA 0139otteus SPANDREL SEAMS = L/t80 special Requirements ❑ Kynar Unicote 3000 Fasteners: 11014 x 1" 6T5 Member 4 Stitch WIND DEFLECTION BASED ON: 50YEAR MEAN RECURRENCE ❑ 26GA ❑USA "PSA" ❑ ❑' Silicone Poly Unicote 2000 ❑ 012 x IV SDS Member Only W/ STS Stitch WALL ❑ 24GA ❑ USA "PSR" Color ❑ Long Life Fasteners WIND SPEED special Requirements BY OTHERS ❑ stainless Steel Faeteners ❑ 012 x 114" SDS Member with La tek Stitch ❑ Standard W/Gutters 4 Downspout ❑ Simple Eave Trim ❑ Sculptured'Eave Trim ❑ Base Trim ❑ MFOI ❑ 41201 ❑ DPOi Base Closure TRIM Gutter Downspout Eave Rake Corner Jamb 4 Head Base Trim Special Requirements BY OTHERS 13 Silicone Poly Unicote 2000 ❑ Kynar Unicote 3000 �xorye�+c FAS( beA U5A ❑ "PBA" 11"P5R" ❑ Color Trim Color PANEL ❑ 24GA I Requirements ❑ Silicone Poly Unicote 20 ynar Unicote 3000 ass + AIN SOFFIT ❑ 26GA USA ❑ "P8A" " ❑ Color Trim Coto PANEL ❑ 24GA Special Rep utrementa _- {licone Poiy Un[cote 2000 ❑ Kynar Unicote 3000 S r"tu R q F E �• I' �• SACK Trim Color ❑ 26GA USA ❑ "PBA" ❑ "PBR" ❑7:1 PANEL ❑ 24GA Special Requirements ¢ ❑ Silicone PolyUnicote 2000 ❑ K nar Unicote 3000 y �OMAt PARTITION ❑ 26GA USA ❑ °PBA" ❑ °PSR" ❑ Color for ❑ silicone Po to 2000 ❑Kynar Untcote 3000 1rVV PANEL ❑ 24GA Special Re s " ❑ 26 A ❑ "PBA" ❑ "PBR" ❑ Color Trim Color LINER 24GA Special Requirements ❑ Silicone Poiy Unlcote 2000 ❑Kynar Unic 0 2.13 SAFEiTY COMMITMENT UNITED STr U RE o to manufacture quality building components that can be safely erected. However, the safety commitment and job site practices of the erector are beyond the control of U.S.A. it is strongly recommended that safe working conditlons and accident prevention practices be the top priority of any job site. Local, State, and Federal safety and health standards should always be followed to help ensure worker safety. Make certain all employees know the safest and most productive way of erecting a building. Emergency procedures should be known to all employees. Daily meetings h[ghlightine safety procedures are also recommended. The use of hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where applicable, are recommended. Contractors/Erectors should be aware of OSHA regulations for Steel Erection. The following OSHA IRseulations (Standards 29 CFR) are applicable to Steel Erection: OSHA Steel Erection Regulations, Part Number 1926, Subpart "RI 2.14 Manufacturer is not responsible For bodily injuries or material damages during unloading, handling, storage, or erection. PS PERMIT 11/1/10 /P1 PERMIT '1/2-1/09 /P6 APPROVAL/PERMIT 5/12/08 Job Number : - 357125-,4 SHEET 1-1 of 2 ILL CD M x O w LU (D5 - O O — Q in ,n tr C14 cn 0 p 20'-2 19'-8l CANOPY E.N. EL. 10'-8 i E.N. ELEV. 2 14'-2'2 (0/0 PURLIN E ' 72'-8'2 (0/0 STEEL) li'-4 10'-4� 3 14'-0 1'-0 I, l'-0 0 IT -104 CANOPY EA 5 I_ 2 ----------------1---------------- -------------- - I` i ♦ s 1 i 64:12 1 64:12 I E.N. ELEV. Lu � ♦ / 1 1 1 .1 ale I 1 1 1 i I I f I 1 1 1 _ RIDGE__ RIDGE: 1 t- 1 — EL, 20'-33a I - l - 1 EL. 201-31 I 1 1 1 1 1 l 1 i 1 1 0 1 1 N 1 Lu ♦ 0 1 i , I 1 (LU I 1 1 I / ♦ I 1 1 E.N. ELEV. 1 / 5112 I 51:12 ♦ 1 E.N. ELEV. 1 il'-9a i / -•.�2'� ` 6` 0535° 26.05350 I 1 1 i 1 1/ ♦1 1------- 1------------•---_- ---- -----1 - II � 2' 31 10'-4 - l'-0 1'-0 10'-4 2`-3 12'-8 14'-0 12'-8 6 19'-8 34'-84 19-91 20'-2 111-4 111-4b 20'-3 W-2 (0/0 STEEL) l6'-8 (0/0 PURLIN EXTENSION ) ROOF 5LOFE FLAN MAIN 5LIDG, CUSTOMER NOTE: FOR S�TANDARf� S�CT10N8.) 9 r tT m N LU O � U ill 61 r N -`" N Q (D - �7 ROOF FRAMING PLAN Erect steel with piece marks corresponding to location of piece marks on construction drawings. Erect and plum bays progressivety to Insure overall width and length ie maintained. Construction drawings are not intended to specify any particular method or sequence of erection to be followed. Erector Is and shall remain solely responsible for the safety and appropriateness of all techniques, methods and procedures utilized in the erection or the building. Piece marks are randomig selected to identirg individual parts and in no was indicate anj sequence. to erection. ##PANELS#� *fTRIM" #*ACCESSORII=S�� EY OTHERS 13Y OTHERS MK 'QTY. DESCRIPTION MK QTY A 12 1 14'-0 x 14'-0 FRAME OPNG. (FOR OHD) Q GUFOMER NOTE: 1.) USA iS NOT RESPONSIBLE FOR THE EXISTING STRUCTURE OR THE LOAD IMPOSED BY NEW USA BLDG. 2) USA IS NOT RESPONSIBLE FOR 05TAiNING OR VERIFYiNG EXISTING DIMENSIONS. 3.) USA 15 NOT PROVIDING HOLES OR CLiPS FOR FUTURE 140# MEZZANINE CONNECTIONS. 'EN CHAT ROCI zn2 5EGT I ON AT 5NO [no (SELF TAP Q.'D ) ---N------- . .I all PURLIN ENDUJALL RAFTER _IN EXTENSION cusTOMER NOTE: REFERENCE ST DRAIUINCz(5) 'FOR STANDARD SECTIONS. ISSUE REV. DESCRIPTION DATE A/P6 APPY'LJPERMIT 8112 A/Pl PERMIT 112110 P8 PERMIT iWO GTION AT LONG FURLIN EXTEN51ON DESCRIPTION: ROOF FRAMING PLAN CUSTOMER: PRIGGEN STEEL 5UILDING CO. LOCATION: HYANNIS, MA BUYER NO.: HYANNIS MARINE DRAWING $Y DATE CHECK BY DATE MLL 8/31/10 JM • $CALF DRAWINGEI Of C ISSUE PS 35125-A WTe C a 3'-0 t O.G. 12 (0)_1110 x 24" A325 BOLTS BACK 51DEWALL FRAMING PLAN AT COLUMN LINE 11C1' NOTE: U5A HA5 PRDYIpED SPANDREL BEAM5 0 EAVES ONLY. SUPPORT OF 5TUD5 WILL BE BY OTHERS a EXI5TING FLOOR ELEVATION. 5TUD5 SHOULD BE ATTACHED 4 SUPPORTED BY EXISTING FLOOR. j2 12 ` 12 4 5)'x3"6 x 2V 4325 BOLTS 5 (S) 1"6 x 212" A325 BOLTS 511260535 l 26.053E;, 5� CouuECrloN M)61' CONNECTION f{ i � I T581 Sx `tet, � 38TNI ) - ---- Q _ �& y(0��- OPE .a OPEN N X (FOR PWO LYOD/5 X (FOR RAMI rl STUD FRAMING) u u STUD FFRAMING) J 3 Il' -413 (0 1 0$1'- (2) V6 x IV A32E, BOLTS 10'-4b 3'-0 t O.C. TYP) 15'-2 (0/0 BOTTOM FLANGE 2'-0 2'-0 III U AM �$ TYPICAL CONDITION 0 BOTTOM FLANGE of ENDWALL RAFTER GABLE FRAMES V�14(0 2'-0 ON � STAGGERED m V) 11 1 SKEWED RIGHT ENDWAL_ FRAMING PLAN AT COLUMN LINE 115" 2'-0 CNPY C;NYT LEFT ENDWALL FRAMING PLAN AT COLUMN LINE "I11 12 / PURL IN 4 / / r / r / / / 5�T PORTAL RAFTER � m W14x30 oa ' � A M.F. RAFTER 1 o'? SPANDREL BEAM 5 WSx18 PORTAL COLUMN WI2x26 V + + 415C1 (FLD WELDED) + SY'� MF. COLUMN STUD CLIP (LOOSE) M 8x5xo,-6 (s l6" 2. W(3) I" HOLES 1'-l4 ISt'Z 45'-6 (0/0 STEEL) CANOPY 5CTICN ILII A / 12 _fly I 48 STRUT SAVE STRUT m = + - -+ w STUD CLIP 6l u l? 8x5xm'-6 lQ 16" 0. cps W(3) I" HOLES SPANDREL BEAM BUILT-UP 6 Faces ole 2'-a4 5" 3 PORTAL R WI4x30 PORTAL COLUMN WI2x26 MR RAFTER 2'-114 1 45'-6 (0/0 STEEL) CANOPY 5EG I ION I1F3 � ISSUE REV. DESCRIPTION DATE �Q DESCRIPTION: ERECTION PLAN NS. A/P6 APPv'L./P3=RMIT ane CUSTOMER: PRIGGEN STEEL BUILDING CO. �J A11=1 PERMIT ,nilma P8 PERMIT t1/tnm ® ® ® Iillil LOCATION: HYANNIS, MA 13UYERNO, PYANNIS MARINE U-41TED STRUCTURES OF APcR;cA, INC. DRAWINMDATE S/31/1>a CHECK BY DATE tap LL `a*1 ,moim5 JOB' 35125-A SCALE DR lwJ; of 155UE PS N.T.S. '=-s> Ib a Ir r---------------------- - - 1 I I 1 I I CUPOLA i I � I I /.PI � I I , I ?2 12 1 0 \•0 utas TRI AL 12 4$ 212040 Z -0 \ • 1 2:0 21.0040 4% .20'. 1 T.O. RIDG � � I J I R RIOCE \ W.P. EL. '-31 {w� 5EA> r pn � r.o, $EAM EL. r-34 J CUPO A 511PP0 T 1 �' XX EAI� - W8x24 6 —7 \,. T-4% T -10i 15'-3 I 22'-1 i_ LINE(3)I I - -rO Ck/p6CP "JIJ, PPORT E3EAM Ire" CUA7-IMCQ. Rs" . C 12 �, /=p 2t 12 4 21210040- Z - e 219040.14% L1N5 TRI AL -0 Z le , e EL. 20'-31 T.O. RIDGE 21 -0 21 -jo 21 1.0 2: •? /' (8)10 x 24 A325 BOLTSW WSHRS \\ / ) 6" CONNEC ION fP) (� \ 2(z\ 0 8) x 24 A325 BOLTSW WSHR ' (8) Vp x 24 A325 BOLTSW WSHR �� i -� �T� 5�� R 18 CONNECTION II?) _ I a ---r-- Ig" GQ, - 3 2 I (" CONNECTION iE'.) Is° WSxle (N5) 6 WI430 (NS) WI430 (NS)(o NOTE: FLANGE BRACES ARE LOCATED ON ONE ` SIDE OF FRAME ONLY. (UNLESS NOTED) I a e U NOTE: USE I/2110 x 11/4 A325 BOLTS t m AT EACH END OF FLANGE BRACE lla WITH WASHER 114 U m li4 114 ((o) V'0 x 24 A325 BOLTSW WSHR (W x 24 A325 BOLTSW WSHR cO a CONNECTION It) CONNECTION i5) "' x w 41 w cfl 1'-18 42'-21 +- CLEAR 22'-1 2`-114 45'-6 0/0 STEEL CANOPY CANOPY A C CR055 5EGT f CN AT COLUMN LINE 1 { ISSUE REY. DESCRIPTION DATE �Q�' s DESCRIPTION: ERECTION PLAN A ¢ AiP6 APPY'LJPEta-fIT CUSTOMER: PRIGGEN STEEL BUILDING CO. F c A/PI PERMIT 1/21/05 o rwa PS PEIZ11T nnn0 ®IlEgy1livalfivo VIII LOCATION: HYANNIS, MA BUYER NO: HYANNIS MARINE UNITED STRUCMRES P A'^RICA, INC. DRAWNG BY DATE C14ECK BY DATE wn sixwowl MLL 8/3/10 usua..rTr" JOB ` SCALE DRAWING • SSUE ae ua-sn 35125-A I NTA E4 P8 GRO55 5ECTION AT COLUMN LINE 5 5 •@ 3�' 1 216.0535° 2 4 •� i a�� TSaxSxk (2) VO x IV A325• 14'-i -' (3J"0 x 2" A325 ICLE, N� BOLTS W WASHER (P ( KNIFE fit) 1 MAIN FRAME (2) VOx 11" A32r;,j RAFTER I'll -AL 3 SYM. ABOUT n/n1 n3 rn of (6) n"° x 214" A325 BOLTS W W5HR (Y" CONNECTION fit) Il' 1� CSA=312 - 2' 0 ON � 5TAGGERED RIDGE BEAM BRACKET/ B 1U16x26 4 -6 12 V f'-2� ,, r6 16.8035 3a � 2g 1 5� 31. 20'-3s T.O. RIDGE 2_ 31'�'r� 13;4 5� 7 rs 2. � 2 5 3.�5 aE BEAM u 2,,5 3'.o (3) 3411* x IV A325 „ N 1, KNIWSHR FE f ) L FLANGE BRACES 'a VALLEY -FB20 FIELD CUT ONE END TO FIT. SEE CLIP ON RAFTER FOR SIDE OF F.B. (3) 34i1* x 14" A3 BOLTS W LUSHf (3A" KNIFE 1P-) - M. fi VALLEY LINE ''A' EVA Lu 1 AMAIN FRAME e — 3 Vo 12 .� 2 64 213985° �•@ 2 ��• V0 a i TSaxBx'a — — — a — � �� aw i --- -- ^@ (2) VO x 14" A325MAD x (CLEAR) `n (3) 4" m x 2" A 3 2 5 m BOLTS W WASHER (• " KNIFE fit) `--,--bALFRAME l2)"m x 1-1" A325 RAFTER 111-4h 34'-8k I 77 20'-38 T.O. RIDGE / RIDGE tH OF N.GSs. O�� G a� AIN s V .Z ST URA 0 474... a e 9 i5 c SS�Oyc'� l 1 (3) 34"* x 1411 A325 BOLTS W LUSHR (3811 KNIFE: f-) I 2'. (6) VO x 24" A325 BOLTS W WSHR (Y" CONNECTION fit) 1�>GA=312 21-0 ON � 5TAGGERED 111-4b CR066 5ECTICNAT LINE lic 11 2' 'LANGrz BRACES e VALLEY -F520 =1ELD CUT ONE END TO FIT. 5EE CLIP ON RAFTER FOR SIDE OF RE 29' R 1'. 12 17.1445° 1 31� CfRO55 'u ON AT VALLEY BRACKET/� W164(o 2'-0� Ca 3'.17 C)4 5� 3) 4"* x R" A 5OLT5 W 115I - (3a" KNIFE M) m u! M BRACKET ,MA INF RAME lUl6x26 DESCRIPTION: ERECTION PLAN CUSTOMER: PRIGGEN STEEL BUILDING CO. LOCATION: HYANNI5, MA III BUYER No. HYANNI5 MARINE UNITED STRUCTURES OF AMERICA, INC. DRAWM BY DATE CHECK BY DATE w eMcHoz MLL 9/2110 NoVz TM=Tme JOB 0 35125-A SCALE DRAWING: ISSUE HSS. I E6 of 6 PS 0 M BRACKET/� W164(o 2'-0� Ca 3'.17 C)4 5� 3) 4"* x R" A 5OLT5 W 115I - (3a" KNIFE M) m u! M BRACKET ,MA INF RAME lUl6x26 DESCRIPTION: ERECTION PLAN CUSTOMER: PRIGGEN STEEL BUILDING CO. LOCATION: HYANNI5, MA III BUYER No. HYANNI5 MARINE UNITED STRUCTURES OF AMERICA, INC. DRAWM BY DATE CHECK BY DATE w eMcHoz MLL 9/2110 NoVz TM=Tme JOB 0 35125-A SCALE DRAWING: ISSUE HSS. I E6 of 6 PS 0 'A' EQUAL —�. T'I'P. d '"' OVER 25' -ID EQUAL 5' -ID EQUAL TO 3ID'-ID iNTEF,[OfR BAS' Purlin Bra Ce Ane I e Erection See uerae (1) Attach Eave Purlin Brace Connection Anci les To Each Eave Strut Before Erecting Ea\7e Struts. (See Erection Drawing "Roof Framing Plan" For Spacing. (2) Attach Peak Purlin Braces To Peak Purl ins As Shown In Section (3) Install Purlin Brace Anc{ le Closest To Endframe And Between The Peak Puffin And The First Purlin Downhill. (Ref. "Brace #1") Do Not Bend Tabs Over! Install Next Purlin Brace Angle 5'-0 Into Building, And Between The Peak Purlin And The First Purlin Downhill. (Ref. "Brace T211) Now Brace #1 Maq Be Secured By Bending The Tabs Over. (See Section "[7) Note! Bending Tabs On Brace #1 Before Insta llino Brace # p 2 Could Hamer Installation Of Brace -'2- U O J NT I RO CLIP ao,_o MAX IlE 11 ,IF 11 PMAI (FIELD CUT IF Ri=QUIRED) EAVE BRAC ANGLE (EPB _ 5ERIE5) PURLIN BRAC:E— ANGLE I I (4) (in -stall Brace 03 $ 414 if Required) Using The Same Sequence As Braces #1 4 #2. (5) Install Brace �5, Oro, etc. In The Same Sequence All The Way To The Eave Purlin Space ((,o) Install Eave Pur I in Braces Into Pur 1 in Slots And Bend Over. (Attachment Of Purlin Braces To Eave Strut May Be Delayed Until Sidewall Sheetincci Is Attached, If Desired, Or May Be pone At This Time.) Straighten And Alicci�n Eave Strut And Attach Purlin Brace Angle L/(2) t-Tember Screws. (MK-CL67 R/L) SECTION ILII_ I1CH ERECTOR NOTE: FOR 15'-0 BAYS OR LESS SEE ERECTION DRAWINGS. I Uf-," IN BRACE ANGLE pU 'LIN SPACING M LANTI ROLL CLIP -PURLIN BRACE FRAME ANGLE (PBA._ SERIES) SECTION IIAII-II II 'URLIN WEB ¢" X 138" SLOTS /-(1) MEMBER SCREW EACH END - — SAVE BRACE ANGLE - ATTACHED TO PLAIN MATERIAL. ANGLE. WITH (1) MEMBER SCREW BEND PURLIN BRACE ANGLE LEG OVER AND ATTACK W ONE MEMBER SCREW 5- ECoTION IID 1I NS SECTIO! CL36> ANTI ROLL CLIP FRAME ANTI ROLL BLOCK 5E a ION 11511-11511 I— EAVE STRUT PLAIN MATERIAL ANGLE - ATTACHED TO EAVE STRUT WITH (2) MEMBER SCREWS 6EC BURL IN BRACE ANGLE AT NEAR SIDE '4" X 18" SLOTS 'URLIN BRACE ANGLE FROM FAR SIDE �� OBER �SCREW TION "Ell-''Ell SECTION ION III III - IV III SECTION ION IIiIc ILII Pt TI ROLL CLIP F (AT ANTI -ROLL BLOCK) �i, I�vLL DL VC.i� &ECTION a ANTI ROLL BLOC< CONNECTION :oLL TO 10" OR 12 " FURL IN FRAME FIELD BLOCK RAKE ZEE RAKE ZEE IN LINE ANGLE CL45 KE ANGLE SCBE BER 4" EAVE STRUT NOTE: TOP OF EAVE STRUT I" ABOVE PURL IN LINE 5PCTION IIJII_ 111 EAVE I$ RA<E JUNCTION (FOR 'A' ISSUE REV. DESCRIPTION A/P6 APPV'L./PERMIT 'J' OVER 25' -ID �✓'-ID 5'-ID151-0 CUSTOMER: 5' -ID A/Pl APPV'L./PERMIT END RAFTER TO 30 1-0 �rl PS PERMIT IIAA0 VIII OVER 2ID'-ID 5' -ID 5' -ID 5' -ID BUYER NO.: HYANNI5 MARINE TO 25' -ID UNITED STRUCTURES OF AMERICA, INC. DRAWING: BY OVER 15' -ID TO 2ID'-ID 5' -ID 5' -ID GIG (REF. END BAS PLAN) (4) (in -stall Brace 03 $ 414 if Required) Using The Same Sequence As Braces #1 4 #2. (5) Install Brace �5, Oro, etc. In The Same Sequence All The Way To The Eave Purlin Space ((,o) Install Eave Pur I in Braces Into Pur 1 in Slots And Bend Over. (Attachment Of Purlin Braces To Eave Strut May Be Delayed Until Sidewall Sheetincci Is Attached, If Desired, Or May Be pone At This Time.) Straighten And Alicci�n Eave Strut And Attach Purlin Brace Angle L/(2) t-Tember Screws. (MK-CL67 R/L) SECTION ILII_ I1CH ERECTOR NOTE: FOR 15'-0 BAYS OR LESS SEE ERECTION DRAWINGS. I Uf-," IN BRACE ANGLE pU 'LIN SPACING M LANTI ROLL CLIP -PURLIN BRACE FRAME ANGLE (PBA._ SERIES) SECTION IIAII-II II 'URLIN WEB ¢" X 138" SLOTS /-(1) MEMBER SCREW EACH END - — SAVE BRACE ANGLE - ATTACHED TO PLAIN MATERIAL. ANGLE. WITH (1) MEMBER SCREW BEND PURLIN BRACE ANGLE LEG OVER AND ATTACK W ONE MEMBER SCREW 5- ECoTION IID 1I NS SECTIO! CL36> ANTI ROLL CLIP FRAME ANTI ROLL BLOCK 5E a ION 11511-11511 I— EAVE STRUT PLAIN MATERIAL ANGLE - ATTACHED TO EAVE STRUT WITH (2) MEMBER SCREWS 6EC BURL IN BRACE ANGLE AT NEAR SIDE '4" X 18" SLOTS 'URLIN BRACE ANGLE FROM FAR SIDE �� OBER �SCREW TION "Ell-''Ell SECTION ION III III - IV III SECTION ION IIiIc ILII Pt TI ROLL CLIP F (AT ANTI -ROLL BLOCK) �i, I�vLL DL VC.i� &ECTION a ANTI ROLL BLOC< CONNECTION :oLL TO 10" OR 12 " FURL IN FRAME FIELD BLOCK RAKE ZEE RAKE ZEE IN LINE ANGLE CL45 KE ANGLE SCBE BER 4" EAVE STRUT NOTE: TOP OF EAVE STRUT I" ABOVE PURL IN LINE 5PCTION IIJII_ 111 EAVE I$ RA<E JUNCTION (FOR HIGH FLOAT OR NIGH FIXED ROOF ONLY) ISSUE REV. DESCRIPTION A/P6 APPV'L./PERMIT DATE ��g� 5/12 �� m DESCRIPTION: ERECTION PLAN CUSTOMER: PRfGGEN STEEL BUILDING CO. A/Pl APPV'L./PERMIT mio Uogo& �rl PS PERMIT IIAA0 VIII LOCATION: HYANNIS, MA BUYER NO.: HYANNI5 MARINE UNITED STRUCTURES OF AMERICA, INC. DRAWING: BY DATE CHECK BY DATE 1912 BUSCHONG GIG S/12/IDS HOUSTON. TEXAS 77039 281-442-8247 JOB " 35-!25 SCALE DRAWINGS0 ISSUE N.T.S. 5TI of 2 Pa `)12" O.C;. --1w SECTION TH RU VALLEY 0 PURLIN STEEL LINE MEMBER SCREW 30 VALLEY PLATE (DO NOT LAP) �4 PURLIN �5 LOOSE CLIP 60 PURLIN CLIP �7 VALLEY RAFTER 16Ga X 36"(MIN.WIDTH) 8 I2"0MACHINE BOLT CONNECTION @ '',ALLEY PLATES ISSUE I REV. DESCRIPTION jEfE PS IPEiRMIT tvvlm lit 0: NASSA�H D fNR RA ST U UR 74 ) SS�O4A yG UNITED STRUCTURES OF AMERICA, 1317 MIS s HOUOTCR TEXAS 11039 701-447-8241 DESCRIPTION: VALLEY DETAIL CUSTOMER: PRIGGEN STEEL BUILDING CO. LOCATION: BUYER NO.: JOB " 35125 HYANNIS, MA. C}-IEOG BY 'BA3/Im ' " ISSUE P8 ST2 OF 2 a EASE f? - fp 1 2XIO X ?-fp'2X10X I'- M 112 [1'2 01-10 _SIDEUJALL STEEL LINE On (ro) 34110 x 212 4325 5OLTS W WASHER A5 T'�"rf I1A II It V (kips) WE C C(0) o x 2'2 A325 BOLTS W WASHER EASE T�FE 11511 l (ro) 3411" x 3 4325 5OLTS W WASHER E345 T�f Ii��ll (6) 34 11 (a x 212 4325 5OLT5 W UJASHER - E3A5 T�� 11 II W WASHER H (kips) M (kip -ft) SiGN CONVENTION The Anchor Bolt Details shown on this drawing locate the Anchor Bolts In reference to both the Building i Steel Line and the outside of U.SA.'s -N-46E5TED panel recess of 1-1/iY". United Structures of America is responsible for the design of the anchor bolt to permit the transfer of forces between the base plate and the anchor bolt In shear, bearing, and tenslon, but is not responsible for the transfer of anchor bolt forces to the concrete or the adequacy of the anchor bolt In relation to the concrete. Unless otherwise provided In the Order Documents, United Structures of America does not design and Is not responsible for the design, material, and construction of the foundation or foundation embedment&. The End Use Customer should assure himself that adequateprovisions are made In the foundation design for loads imposed by column reactions or the building, other imposed loads, and bearing capacity of the soil and other conditions of the building site. It is recommended that the anchorage and foundation of the building be designed by a Registered Professional Engineer experienced in the design of such structures. Bottom of all Base Plates are at the same elevation. (UNLESS NOTED) NOTE: SHEAR ANGLES AND/OR ANCHOR TIES ARE I[= FURNISHED BY U.S.A. TDP OF EXISTINCz STRUCTURE EX15TI BUILD C.'t'C 1=1 I i N I)= -12 O' -1O 112 112 C�) � x 3 4325 BOLTS W W45HER EASE T�PE II[DI ATTACHMENT TO EXIST STRUCTURE AS REQUIRED BASE TYf= II:F Ii 50TTOM OF COLUMN EASE P &ECTION 111D11 3 REACTION FOR SET - i AT COLUMN LINES 2-4 NO. LOAD CASE / CONDITION Vi Hi V5 H5 1 DL I (o 13 6 -2 2 LL 23 Il 23 -10 3 LWP -20 -15 -15 -2 4 RWP -15 3 -20 16 5 LEP -25 -4 -24 5 6 REF -24 -5 -25 5 1 SUL 11 1 10 -6 S SUR 10 l 16 I -6 9 ML (FUTURE MEZZ) 81 5 81 -4 10 EQL -1 -3 12 -3 it EQR 12 4 -1 4 1 4 UJIND K SE ISi" iiC K (V) 3K U11ND K 3 4K 2 5 3K 4K SEISMIC (V) 4K 4K 155UE I REV. DESCRIPTION DATf AIP6 APPV'LJPERMiT 842 4o A/P1 PEF PIIT 1!11/0 0 PERMIT/CONSTRUCTION PAW PORTAL FRAME REACTION LINES A 8 C �k °b'Initi 3 REACTION FOR SET - 2 AT COLUMN LINES 1 5 NO. LOAD CASE / CONDITION VI Hl I V5 I H5 I DL 3 2 13 -1 2 LL 10 5 110 -4 3 LWP -11 -S 1 -8 0 4 RWP -8 1 -11 S 5 LEP -10 -1 -S 2 6 REF -9 -i -10 2 1 SUL 1 3 4 -2 8 SUR 5 3 1 -2 9 ML (FUTURE MEZZ.) 33 2 33 -1 10 EQL 0 -1 1 -1 Il EQR 1 2 0 2 DL + LL t V= 8.0 K DL + WL ' V= 8.0 K MAX. E.W. COLUMN REACTION AT BEAKING FRAME (AT LINE "A/319 DESCRIPTION: ANCHOR BOLT REACTIONS B BASE PLATE CUSTOMER: PRIGGEN STEEL 6UILDING CO. LOCATION= HYANNIS, MA BUYER: _ HA7NNI5 MARINE DRAWING BY DATECHECK BY pA7 MILL8/30/10 JOS " 35725-A SCALE DRAWING "F 2 of 2 ISSUE 0 N.T.S. fS� 12'-b� 0/0 STEEL 20'-2 34'-84 b 19'-8 10'-4b 14'-0 10'-4� 11'-44 6 1'z 14 141k 1414 (BRACED BAY) (BRACED BAY) O r C C �+ ++ — — ++++ + + ++- + + cil `<r GAJc c E, 1 I I 1 1 1 I m 1 NOTE: USA 15 NOT RESPONSIBLE USA STRUCTURE TO SIT ON o FOR OBTAINING OR VERIFYING I o Q EXISTING 21'-8 FLAT STRUCTUFZE 1 I m EX15TING DIMEN51ON5 —4 w to v Lu lu � n NOTE: USA 16 NOT RESPONSIBLE a `" O I I v FOR EXISTING STRUCTURE or THE O U LOAD IMPOSED BY NEW USA BLDG. U 1 r � NOTE: BOTTOM OF ALL BASE i£'S -a i I TO BEAR ON TOP OF EXISTING CONVENTIONAL 1 CONSTRUCTION. BOTTOM OF ALL BASE fE , TO BE AT SAME ELEVATION UNLESS NOTED 1 1 1 I I I \Nit 1 + + + + , w + + 86.9074 ° A (BRACED BAY) % (BRACED BAY) 1 4 I 14 1 14 l? /- • 2� 4- 24 1 14'-0 10'-4 19'-9 6 20'-2 34'-84 15'-2 (0/0 STEEL) ANCHOR BOLT SETT ING PLAN- %N OF 04 LANiNO.w+syes ISSUE REV. DESCRIPTION DATE �Q DESCRIPTION: ANCHOR BOLT SETTING PLAN .a AIN AIP(o APPV'LJFERMIT BAA CUSTOMER: PRIGGEN.STEEL BUILDING CO. T U v A/P1 PERMIT 721/09 9 41 ,, �e II',I' �� 0 PERMIT/CON5TRUCTION 11M)ullio;gie ® IIIII LOCATION: NYANNIS, MA s ok �� BUYER NO.. HYANN16 MARINE %ITED 5Ti;WCV;E5 OF AMRICA, INC. DRAWING BY DATE CHECK BY pAT PZ BMW" MILL X28, 45 l JOB " 35125-A SCALE DRAWING 0 ISSUE 0 N.TS. EloF 2