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Home My WebLink AboutB11-1492 021-220-023Drowingyalidity - These drawings, supporting structural calculations and design certification are based on the order documents as of the date of these drawings. These documents describe the material supplied by the manufacturer as of the date of these drawings. Any changes to the order documents after the date on these drawings may void these drawings, supporting structural calculations and design certification. The Bull der/Con tractor is responsible for notifying the building authority of all changes to the order documents which result In changes to the drawings, supporting structural calculations and design certification. Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the manufacturer has correctly interpreted and applied the requirements of the order documents and constitutes Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of standard practice Sept 86 Section 4.2.1)(Mar 05 Section 4.4.1) Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project plans and specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor is responsible for securing all required approvals and permits from the appropriate agency as required. Builder Is responsible for State Federal and OSHA safety compliance - The Builder/Contractor is responsible for applying and observing all pertinent safety rules and regulations and OSHA standards as applicable. Quildina Erection - The Builder/Contractor is responsible for all erection of the steel and associated work In compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, braces, false work or other elements required for erection will be determined, furnished and installed by the erector (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) (CSA/S16-09 Section 29). Discrepancies -Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) Materials by Others - All Interface and compatibility of any materials not furnished by the manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria concerning any interface between materials If furnished as a part of the order documents, the manufacturers assumptions will govern. Correction of Errors - Normal erection operations include the correction of minor misfits by moderate amounts of reaming, chipping, welding or cutting and the drawing of elements into line through the use of drift pins. Errors which cannot be corrected by the foregoing means or which require major changes in the member configuration should be reported immediately to the owner and fabricator by the erector, to enable whoever is responsible either to correct the error or to approve the most efficient and economical method of correction to be used by others. (AISC Code of Standard Practice Sept 86 Section 7.12)(Mor 05 Section 7.14) Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has been designed according to the Building Code and specifications and the loads shown on this drawing. Modification of the building configuration, such as removing wall panels or braces, from that shown on these plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to the bedding configuration shown on these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the building not indicated on these drawings. Safety Commitment The Metal Building Manufacturer has a commitment 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 the building manufacturer. It is strongly recommended that safe working conditions and accident prevention is the top priority of any job site. Local, State and Federal safety and health standards, whether standard statutory or customary, should always be followed to help ensure worker safety. Make certain all employees know the safest and most productive way to erect a building. Emergency procedures should be known to all employees. Daily meetings highlighting 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. For purposes of determining lift requirements, no bundles supplied by the manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual member weights of other structural members. If additional Information is required contact the customer service department. Foundation Deslan The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only location, diameter and projection of the anchor rods required to attach the Metal Building System to the foundation. It Is the responsibility of the end customer to ensure that adequate provisions are made for specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 and A3) Shop Primed Steel All structural members of the Metal Building System not fabricated of corrosion resistant material or protected by a corrosion resistant coating are painted with one coat of shop primer meeting the performance requirements of SSPC Paint Specification No. 15. All surfaces to receive shop primer are cleaned of loose rust, loose mill scale and other foreign matter by using, as a minimum, the hand tool cleaning method SSPC-SP2 (Steel Structures Painting Council) prior to painting. The coat of shop primer is Intended to protect the steel framing for only a short period of exposure to ordinary atmospheric conditions. Shop Primed steel which is stored in the field pending erection should be kept free of the ground and so positioned as to minimize water -holding pockets, dust, mud and other contamination of the primer film. Repairs of damage to primed surfaces and/or removal of foreign material due to improper field storage or site conditions are not the responsibility of the manufacturer. The Manufacturer is not responsible for deterioration of the shop coat of primer or corrosion that may result from exposure to atmospheric and environmental conditions, nor the compatibility of the primer to any field applied coating. Minor abrasions to the shop coat (including galvanizing) caused by handling, loading, shipping unloading and erection after painting or galvanizing are unavoidable. Touch-up of these minor abrasions is the responsibility of the End Customer (MBMA 06 IV 4.2.4) Dissimilar Materials Never allow your roof to come in contact with, or water runoff from, any dissimilar metal including but not limited to: Copper and Arsenic Salts used in treated lumber, Calcium used In concrete, mortar and grout. Debris Removal Any foreign debris such as sawdust, dirt, animal droppings, etc. will cause corrosion of the roof, gutters, trim, etc. if left on building surfaces for a long enough time. The roof should be periodically inspected for such conditions and if found, they should be removed. ii II I II �I,i� II'�Igl' I I i VI III I SII I�qp q i qli ill' III � p i i u cp III II �' II' I� i I��illi'I II'll I I�I!I I'I'I ('ISI 11191I 11`1 '�I!Id!II II' II µ ll ENGINEERING DESIGN CRITERIA metallic building company 7301 FAIRVIEW •HOUSTON, TEXAS • P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 Building Code ... 2010 CBC Occupancy Category ................ Agricultural (Category I) Roof Dead Load 2,43 psf Superimposed P Collateral 0,00 psf Roof Live Load .......... I......... 20,00 psf reduction allowed Wind Basic Wind Speed ,. .. ... 85,00 mph Wind Importance Factor (I) ... 0.87 Wnd Exposure Categgoryy C Internal Pressure Coef (GCp I> 0. 18/-0, 18 Loads for components not provided by building manufacturer Corner Areas (within 4,00of corner) 12.54 psf pressure -16,72 psf suction Other Areas 12,54 psf pressure -13,58 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 ...... D Solt Site Class .... 11 .... 11., D Stiff Solt 0. 533 g Sols . , ... 0, 488 g Ss S1 , . .... ... 0. 211 gg Solt ..... 0,278 g Analysis Procedure ........... Equlvalent Lateral Force Column Line 1-3 SWA & SWC Basic Force Resisting System C4 C4 & B4 Response Modification Coefficient (R) 3.50 3.25 Seismic Response Coefficient <Cs) 0.139 0,150 Desgn Base Shear In kips (V) 1,87 1,60 Basic Structural System (from ASCE 7-05 Table 12,2-1) B4 - Ord nary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame PROJECT NOTES Material properties of steel bar, plate, and sheet used In the fabrication of built-up structural from ng Members conform to ASTM A529, ASTM A572, ASTM A1101 SS, or ASTM A1011 HSLAS with a minimum yleld point of 50 ksl, Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksl. 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 ksl for round HSS and 46 ksl for rectangular HSS. aterlal properties of cold-formed11 ht gage steel members conform to the requirements of ASTM A1011 SS Grade 55, or ASTM A1011 HSLAS Class 1 grade 55, with a minium yleld point of 55 ksl, For Canada, material m properties confirm to CAN/CSA G40,20/G40.21 or equivalent, Bolted ,Joints with A325M-09 Type 1 bolts greater than 1/2' diameter are specified as pretensioned ,joints In accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, June 30, 2004, Pre-Tensloning can be accomplished by using the turn -of -nut method of tightening, cnllbrated wrench, twist off type tension control bolts or dlrect tenslon Indicator as ncceptable to the Inspecting Agency and Bullding Official. Installation Inspection requirements for Pre -Tensioned Joints (Specification for Structural Joints Section 9.2) using turn -of -nut method Is suggested, The connections on this project are not slip critical, X -Bracing Is to be Installed to a taut condition with all slack removed. Do not tighten beyond this state. Thisprotect Is designed using manufacture's standard serviceability standards. Generally this means that all deflections are within typical performance limits for normal occupancy and standard metal bullding products. The manufacturer does not assume any responsibility for the erection nor fleld supervision of the structure and or any special inspections (Including Inspection of high strength bolts or field welds) as required during erection, The coordination and costs associated for setting up any Special Inspections are the responsibility of the Erector, Owner, Architect, or Engineer of Record, Design criteria as noted is as given within order documents and Is app lled in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters, The design criteria Is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. The use of the structure is limited to occupancy category I for structures representing a low hazard to humansi Including agricultural facilities, temporary facilities and/or minor storage facilitles. The resulting reduction In applled loads would explicitly exclude most Industrial or commerclal applications, high human occupancy or post disaster uses, Future use for any category other than occupancy category I will require Investigation of the structure by a qualifled design professional In order to determine any reinforcement that may be required. There are no collateral Loads designated within contract specifications to allow for any type of suspended system ( e, g. tights, ductwork, p i p I ng, ce I l I ngs, etc, . , ) Suspension of any load -inducing system Is prohibited without consultatlon with the manufacturer to determine structural reinforcement, If required, to safely support supplemental loads. Using standard gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal BulldIng Systems Manual, Downspout locations have not been Located on these drawings. The downspouts are to be placed on the building sidewalk at a spacing not to exceed 37 feet with the first downspout from both ends of the gutter run within 0 feet of the end. Downspout spacing that does not exceed the maximum spacing will be In compliance with the bullding code. The gutter and downspout system as provided by the manufacturer p Is designed to accommodate 4 In/hr rainfall Intensity as It corresonds to a 5 year recurrence Interval, Investigation of the existing structure for possible detrimental effects due to the metal building addition Is not within the manufacturer's scope of work, It Is strongly recommended that the orlgInaI designer or other responsible professional be retained to analyze the existing structure, recommending any reinforcement that may be needed. The manufacturer and Its certifying engineer expressly exclude the existing structure for any warranty or certification whether written, verbal or Implied, Drawing Index Page Description F1 I Anchor Rod F2 JAnchor Rod Details & Reaction Drawings E1 Cover Sheet E2 Primary Steel BLDGA E3 Roof Framing BLDGA E4 Roof Sheeting E5 Sidewall BLDGA WALLSWA E6 Sidewall BLDGA WALLSWC E7 Endwall BLDGA WALLEWB EB Endwall BLDGA WALLEWD E9-Ett Main Frame Cross Sections E12 Connection Detail E13 Iso Trim R1 -R12 I Construction Drawings r 13UTTE COUNTY OCT 2 5 2011 DEVELOPj1IEjy 1, SERVICES U 03 3- C G O 12 V d i • b u O C ,y 2 U_ Q < U ® ❑ • v a } V O D 0 Gd y A G Qa II OZ J El 1:1Z Co N — 9arnrn w r m� D cn in U C LJF)3 �00M 800M ° O Scale: NOT TO SCALE Drawn by. YA 10/06/11 Checked by. RWB 10/07/11 Project Enaineer. RB IJob Number. • 22-B-56589-1 I Sheet Number: E1 of 13 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. California P.E. 25602 _ Oct 07, 2011 ' 25602 Exp. 12/31111 asm 8-1 I I 60'-0 OUVOUT OF STEEL KEY PLAN SWA EWD • - DENOTES: CUP LOCATION SC90 AT 8" PURLINS SC92 AT 10" PURLINS SC94 AT 12" PURLINS swc EWB KEY PLAN EWD SWA Z_SECTION LAP TABLE SYMBOL LAP(LENGTH) YMBOL LAP(LENGTH) S 0'-2" (3J7) T 2 -4"(2'-5j") 1'-4"(1'-5i") V S -0"(S -1j") 4 4 4 ROOF FRAMING PLAN Z2TYP. '' �� Z1 TYP. 8X2.5Z13 �� I -- _BX2.5Z13 _--` aBRACe�—� � BRACf_�—� `�e8pOC I �' �2BpOC i T 0 _ eRACf\�� p �!8o0c p � 800c a A wpgp0 E BRAC ' Z1TYP _ Z2 TYP` 8X2.5Z13 " ra BRACE (TYP•) �0 �,--�`' 8X2.SZ13 0 BRACE RID RIE ROOF FRAMING PLAN 8— 1 SWC EWB KEY PLAN EVVO SWA OF STEEL 4 PANEL TYPE = PBR (GALVALUME PANEL OVERHANG = 2 FROM OUTER STEEL PANEL TYPE = PUR kUALVALUMtJ PANEL OVERHANG = 3" FROM OUTER STEEL ROOF SHEETING PLAN I o) 00 M M M M M M M I M I M I M I M I M I M I M I M I M I M I --- � I 1 M I m o) o) m o) (D 0) m o� CD mo� m 00 I I vi Z N Z 00�I I p O N In Z za a o� — — — m o� m a� M M M M I M I M I M I M I -aV I of cn PANEL TYPE = PUR kUALVALUMtJ PANEL OVERHANG = 3" FROM OUTER STEEL ROOF SHEETING PLAN I EWB F47-1 CIL I U C1A 8X3.5E14 F2901 -1C F46-2CL F46-3CR F46 -11C F2955 -1C F893-1 0 3'-0 O.C. E2 8X SC18 OPEN TO ROOF UNE TO REMAIN OPEN SIDEWALL ELEVATION "SWA" AT GRID LINE "A" SCHEDULE OF ACCESSORIES DD DESCRIPTION USE STANDARD WALL PROCEDURES TO ERECT THE SIDEWALL AND ENDWALL PANELS. N I dD C1A F47-2CR KEY PLAN SWA EWD Y swc EWB KEY PLAN EWD SWA F2901 -1C F2955 -1C E3 8X3.5E14 E4 8X.5.5L14 OPEN TO ROOF UNE TO REMAIN OPEN N N I 28'-10 28'-10 dD d) C1A C1B SIDEWALL ELEVATION "SWC" AT GRID LINE "B" 6 C1A a m� 0 .a y u 0 12 12 4; 2" r 2" p° c ,o F9116 -11C -1X , F2901 F2901'1X F50 -2L F50-1 F50-1 �- F51-2CR F47-1 CL C C (1i Rq1-1 �1) RAI -1 G Q VXl1EY GUTTER (NBM) V o 0 R1A R1A IM ° C dS as a W U ®❑ i = • U ¢ W V � •o � o Ui G n A W Q OPEN TO ROOF LINE a w 0\ .J TO REMAIN OPEN E \ m ;�, c o -N 'K (n Ll U a \ \ X ❑ ❑ \ W Da i J 0,001 5 F- O um=p¢ V) U of N a wW h 0 � U 3 40'-0 J OOT O U M M U O Scale. NOT TO SCALE Drawn by. YA 10/06/11 ob C1A A 1 C1A Checked by. RWB 10/07/11 C11)Project Engineer: RB Job Number. 22—B-56589-1 ENDWALL ELEVATION "EWB" AT GRID LINE "1" Sheet Number. E7 of 13 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer Is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. California P.E. 25602 ,� , � �piS.Hoes�lfi SWC -- _ -- -ail-�`��-_-----_ Q4 aOCt 07, 2011 9 y 25602 M EWB KEY PLAN EWD . C,% a Exp. 12131/11 M q IV►�- TFOF CAI.�F�e` SWA EWB swc KEY PLAN SWA EWD a 12 12 2" [- - 12- F916 -1C 2" F916 -1C F2901_1X F50 -3R F2901 -1X F F50-1 5p_1 F47-2CR (1) RAt-1 ) RAI -1 F51-1CL MR (NBY) 40'-0 At ( C1C1A A.1 C1E ENDWALL ELEVA110N "EWD" AT GRID LINE "3" /PROJECTS\XDS–V155-20110708 FRAME = Eng/22–B-56589/ver01–sgutierrez/Bldg–A/Drftg/x12L Eng/22-8-56589/ver01–sgutierrez/Bldg–A/Drftg/x12R 9/26/11 11:25:13 9/26/11 11:25:13 /PROJECTS\XDS–V155-20110708 FB SET Eng/22-8-56589/ver01-9gutierrez/Bldg–A/DRFTG/x12L Eng/22–B-56589/ver01–sgutierrez/Bldg–A/DRFTG/x12R 12 2-1 °1 –4 2()' — 3 5'-0 1. 5' –0}� C 6-0� 3'-8g rn 6.0 X b x 0 A2.0 TO 1 w tj, 6.0 GENERAL NOTES U FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM m� 12 FINISHED FLOOR REFERENCE ELEVATION. 2" '_4 20'_31J" e u 5'–O}j o 3'-81 Fg4C NS OR FS F84C NS OR FS (:b d) C1B CROSS SECTION AT FRAME LINE "2" BRACKER 1/4" x 6" FLG. 3/ 16" x 8" TO 6" WEB a m 0 O ,moo h S m D: M- C G G 0 m1 V o 0 G1� o C qy N i a ® ❑ v U � O x L, GR E a ,E u w Q` U Z El Elz J z p N " 0rna, J� o tm�¢ U) EzNw o. S: j O 0PO 3t 2 U AMU O Scale: NOT TO SCALE Drown by. YA 10/06/11 Checked by. RWB 10/07/11 Project Engineer. RB Job Number. 22–B-56589-1 Sheet Number: E10 of 13 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. California P.E. 25602 Oct 07, 2011' 25602 Exp. 12/31/11 PLATE SIZE TABLE SPLICE BOLT TABLE CONN. LOW SIDE HIGH SIDE CITY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A 6 X 0.375 X 1'-0J B 3 X 0.375 X V -6{j 6 X 0375 X 1'-54 (4) J X 2 A325 B&N 4 0 C 6 X 0.5 X 1'-11J 6 X 0.5 X 1'-11J (8) J X 2" A325 B&N 8 0 D 16 X 0.375 X 1'-11i 6 X 0.375 X 0'-10 (4) J X 2J" A325 B&N 4 0 BRACKER 1/4" x 6" FLG. 3/ 16" x 8" TO 6" WEB a m 0 O ,moo h S m D: M- C G G 0 m1 V o 0 G1� o C qy N i a ® ❑ v U � O x L, GR E a ,E u w Q` U Z El Elz J z p N " 0rna, J� o tm�¢ U) EzNw o. S: j O 0PO 3t 2 U AMU O Scale: NOT TO SCALE Drown by. YA 10/06/11 Checked by. RWB 10/07/11 Project Engineer. RB Job Number. 22–B-56589-1 Sheet Number: E10 of 13 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. California P.E. 25602 Oct 07, 2011' 25602 Exp. 12/31/11 /PROJECTS\XDS—V155-20110708 FRAME = Eng/22—B-56589/ver01—sgutierrez/Bldg—A/Drftg/x13L Eng/22-8-56589/ver01—sgutierrez/Bldg—A/Drftg/x13R 9/26/11 11:25:21 9/26/11 11:25:21 /PROJECTS\XDS—V155-20110708 FB SET = Eng/22-8-56589/ver01-9gutierrez/13ldg—A/DRFTG/x13L Eng/22-8-56589/ver01—sgutierrez/Bldg—A/DRFTG/x13R FRAME COL x18 BRACKET (8)3 4'Ix2� A325 (W% 3/82F 2TESS\r— /,�: /-1/2' PW[ W/ 4' FulEs 1/4' STIFFEN (N.S. 8 F.S.) PORTAL KNEE CONNECTION DETAIL A m 12 0'-0 l- d x 28'-10" v —El —D C1E PORTAL FRAME CROSS SECTION AT FRAME LINE "Al" GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. M LZ 0 F, CONNECTION 1B, 11 OR 1P CONNECTION 4B, 41 OR 4P CONNECTION CODES TOP AND BOTTOM BOLT PAI CONNECTION 1F CONNECTION 3F CONNECTION 4X CONNECTION 1E CONNECTION 2E td•I.I.1�3TiI.�� CONNECTION 4F CONNECTION 4E 4E EH Z CONNECTION DESIGNATION BLANK = STANDARD CONNECTION H = HEAVY CONNECTION BOTTOM CONNECTION CODE BOTTOM QUANTITY OF BOLT ROWS CONNECTION DESIGNATION BLANK = STANDARD CONNECTION H = HEAVY CONNECTION TOP CONNECTION CODE TOP QUANTITY OF BOLT ROWS CONNECTION CODE FORMAT CONNECTION CODE DESCRIPTION B = THIS DESCRIPTION CODE IS USED TO DEFINE SHEAR CONNECTIONS. BOLTS ARE LOCATED INSIDE THE OUTER FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE OUTER FLANGE. I = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE THE OUTER FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE OUTER FLANGE. P = THIS DESCRIPTION CODE IS THE SAME AS B CODE, BUTT PLATE LENGTH MUST BE A MINIMUM OF 1/2" THE RAFTER DEPTH AND SHALL NOT EXCEED RAFTER TOTAL DEPTH. F = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE THE OUTER FLANGE AND CONNECTION PLATE PROJECTS 1/2" ABOVE THE OUTER FLANGE. E = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WITH ONE SET OUTSIDE THE OUTER FLANGE AND REMAINDER SETS LOCATED INSIDE THE OUTER FLANGE. 4X = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WITH TWO SETS EITHER SIDE THE OUTER FLANGE WITH A GUSSET PLATE OUTSIDE THE OUTER FLANGE OR COLUMN CAP PLATE. D (BOLT DIAMETER) HD (HOLE DIAMETER) Top Connection Code Splice Bolts (See BSMAX In Table) Bottom Connection Code C EED(S) BFCD TT YT BFCD A325 CONNECTION BOLT DIMENSIONS NAME DESCRIPTION FOR A325 BOLT DIMENSIONS 1/2 D DIAMETER OF THE BOLT 1" HD BOLT HOLE DIAMETER 9/16- G BOLT GAUGE MAX. WEB THICKNESS Max. " Fillet Weld WITHOUT WASHEI MAX. WEB THICKNESS Max. " Fillet Weld WITH WASHER Q HG HEAVY CONN. BOLT GAUGE I-- S NORMAL BOLT SPACING Q BSMIN MINIMUM SPACING BETWEEN TOP do BOTTOM SETS OF BOLTS J 0 co BSMAX MAXIMUM BOLT SPACING BETWEEN TOP AND BOTTOM SETS OF BOLTS ON CONNECTION PLATES LESS THAN OR EQUAL TO 3/4" THICK z O BFCD STANDARD BOLT -TO -FLANGE CLEARANCE DIMENSION (LARGER ON SLOPES 2:12 AND GREATER) F TT THICKNESS TOP FLANGE U W TB THICKNESS BOTTOM FLANGE z YT BOLT SPACING TOP (MIN = S) Z YB BOLT SPACING BOTTOM (MIN = S) O U EED(S) MINIMUM SHEARED END EDGE DIMENSION 4 1/2-- EED(R) MINIMUM ROLLED END EDGE DIMENSION 2 5/8" EEDK END EDGE DIMENSION AT KNEE CONNECTION 4- BCWM MIN. BOLT CLEARANCE FROM A FLANGE OR WEB WELD WITHOUT WASHER IWITH HARDENED WASHER 2'-0' WCSM MIN. WIDTH OF CONN. PL. (Standard Connection) 1/2 BSMAX (tJ") WHEN BSMAX = 2' -OA" TO 4'-0 1/3 BSMAX (tA") WHEN BSMAX = 4'-0a" TO 6'-0 1/4 BSMAX (A.) WHEN BSMAX = 6' -OA TO 8'-0 WCHM MIN. WIDTH OF CONN. PL. (Heavy Connection) 1 1/4" TCMIN MINIMUM THICKNESS OF D (BOLT DIAMETER) HD (HOLE DIAMETER) Top Connection Code Splice Bolts (See BSMAX In Table) Bottom Connection Code C EED(S) BFCD TT YT BFCD A325 CONNECTION BOLT DIMENSIONS Part Mark Material 1/2 3/4" 7/8" 1" 1 1/4" 1 1/2- 9/16- 13/16" 15/16" 1 1/16" 1 5/16" 1 9/16- 2 1/2" 3" 4" 3 1/2" 4" 5 1/2- /2"1" i . 1 1/8- 1 7/8" 1 1/4- 1 3/8" 2 1/8- 8"3/4" 3/4- 7/8" 1 5/8" 7/8" 7/8" 1 7/8 - 8"N/A N/A 2 1/4" 2 5/8" 3" 3 3/4" 4- 2 1/2" 3" 3 1/4" 3 1/2' 4' 4 1/2-- 1 1/2" 2 1/4" 2 5/8" 3" 3 3/4" 4- 2'-0' 2'-0" 2'-0' 2'-0" 2'-0' 2'-0" SPLICE BOLT SPACING (NOT TO EXCEED 2NG 1/2 BSMAX (tJ") WHEN BSMAX = 2' -OA" TO 4'-0 1/3 BSMAX (tA") WHEN BSMAX = 4'-0a" TO 6'-0 1/4 BSMAX (A.) WHEN BSMAX = 6' -OA TO 8'-0 7/8" 1/8" Fl 1 1/4" 1 3/8" 1 5/8" 1 7/8" 0 D REFER TO FRAME PROFILE FOR LARGEST FLANGE THICKNESS EITHER SIDE OF SPLICE 1 3/4" + TT 2 1/4" + TT 2 1/2' + TT 2 3/4" + TT 3 1/4" + TT 3 3/4" + TT or TB Sloped or TB Sloped or TB Sloped or TB Sloped or TB Sloped or TB Sloped 1 1/4" 1 1/4" 1 1/2" 1 3/4" 2 1/4" 2 5/8- 3/4- 1" 1 1/8" 1 1/4" 1 5/8" 2 1/4- 1 3/8" 1 3/8" 1 5/8" 1 7/8" 2 3/8" 2 3/4- 16" 5 8" 3/4- 13/16" 1" 1 3/8- -7/16- 9/16- 3/4" 7/8" 1" 1 1/4- 1 1/2- /2"5" 5- 6" 8" 8" 10" 12" N/A 10" 12' 12" 16" 18" 1/4" 3/8" 7/16" 1/2' 5/8' 1" D (BOLT DIAMETER) HD (HOLE DIAMETER) Top Connection Code S S Splice Bolt Spacing See BSMAX BSMIN and Splice Bolts BSMAX (See BSMAX in Table; BFCD TB YB BFCD Bottom Connection Coi EED(S) or EEDK STANDARD CONNECTION DESIGNATION ( CODE 4E/2E SHOWN ) GRIP PLATE THICKNESS WASHER (IF REQUIRED) UJ w o LW OW 2 W A325 BOLT EDGE DISTANCE BFCD + TOP FLANGE PLATE THICKNESS -j" 1 0 _y U COLUMN m CAP PLATE - Frame Documentation Connection Bolt Details (A325) 4E/?EH Connection Code (See "Connection Code Format" on this drawing) Connection Location CROSS SECTION CONNECTION CODE KEY ( AS SHOWN AT CONNECTIONS ON FRAME CROSS SECTION DRAWINGS ) Flange Brace Material Schedule Part Mark Material 4 F64_ L 2" x 2" x 14 Ga. F85- L 2" x 2" x 14 Ga. FB6_ L2"x2"xA" 6" FB7_ L 2J" x 21" x J" Gusset Plate (At Rafter Outer Flange shown) ED(R) G ED(R D (BOLT DIAMETER) HD (HOLE DIAMETER) EED(S) S BFCD Top Connection Code TT YT EED(S) BFCD BFCD S TT YT — BFCD Splice Bolt Spacing See BSMAX S BSMIN Splice Bolts and S See BSMAX In Table) BSMAX Splice Bolt Spacing See BSMAX — BSMIN _ S and BFCD BSMAX Bottom Connection Code TB YB BFCD BFCD S TB YB — BFCD EED(S) or EEDK HEAVY CONNECTION DESIGNATION BFCD + TOP FLANGE PLATE THICKNESS (MIN. 1j") - A" RAF' FLAP NOT LESS NOT LESS THAN BFCD THAN BFCD CONNECTION P CONNECTION P LOW SIDE CONNECTION HIGH SIDE CONNECTION LEAN—TO CONNECTIONS EED(S) or EEDK Gusset Plate (At Rafter Inner Flange shown) 4X CONNECTION DESIGNATION ( CODE 4X/4X SHOWN ) LEAN-TO BUTT PLATE LENGTH* CHART ----_BOLT OTY BOLT DIA 2 4 6 8 ' "O BOLT 6" 6" 7J" 10" i" 0 BOLT 6" 6" 9" 1'-0 J" 0 BOLT 6" 6j" 9J" 1'-1 1"0 BOLT 1 _67' 7" 1 104" V-2 * NOTE; BUTT PLATE LENGTH MUST BE A MINIMUM OF 1/2 THE RAFTER WEB DEPTH AND SHALL NOT EXCEED RAFTER TOTAL DEPTH. 6 Al u D a) } C G E OS� V o 0 ■ • G1 o C J E< •? a 2 L v ® ❑ A r R &0 E P `o .G E e w m a` ,�, J 0 D - oam V' J Lo 5�_:- O Cm=)Q in oW L0 a W y 0 CO U c 3 U MU M O Scale: NOT TO SCALE Drawn by. YA 10/06/11 Checked by. RWB 10/07/11 Pro,(ect Engineer. RB Job Number: 22-B-56589-1 Sheet Number: E12 of 13 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification Is limited to the products designed and manufactured by manufacturer only.The undersigned engineer Is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Oct 07, 2011 25602 Exp. 12/31/11 F47-1 CL �— F323-1 F323-1 F313-1 F797-1 i'797-1 F321-1 DOWNSPOUT LAYOUT [3 REQ'D] FLASHING LAYOUT u O O } C G E o V a o a 0 G1 ' J F51 -1L C � .b z� v U G V E o ,E a m W a Ell ❑ OV J ZM--co j _ a o, 9F- Lm7)a U) U th m 0Co nO O �Oo2 V AMU O Scale: NOT TO SCALE Drawn by. YA 10/06/11 Checked by. RWB 10/07/11 Project Engineer: RB Job Number. 22—B-56589-1 Sheet Number: E13 of 13 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. California P.E. 25602 Oct 07, 2011 25602 Ftp. 12/31/11 Anchor Rod Drawings 1) This drawing is for anchor rod placement only and is not foundation design. 2) Foundation must be square and level with all anchor rods true in size, location, and projection. 3 Projection shown must be held to keep threads clear of finished concrete. 4 This structural design data includes magnitude and location of design loads and suppose conditions, material properties, and type and size of major structural members necessary to show compliance with the Order Documents at the time of this Issue. Any change to building loads or dimensions may change structural member sizes and locations shown. This structural design data will be superseded and voided by any future mailing. 5) 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, and are not provided by the manufacturer. 6) Anchor rods are ASTM F1554 Gr. 36 material unless noted otherwise. ANCHOR BOLTS TO BE DESIGNED BY FOUNDATION ENGINEER USING DIAMETERS SHOWN IN THIS TABLE. ANCHOR ROD DESCRIPTION IQUANTITY '0 DIAMETER X 1 28 SWC EWB KEY PLAN EWD SWA a - F V C F C F C c c I 4 `oma I I I 60'-0 OUVOUT OF STEEL MW ACCESSORY SCHEDULE MARK DESCRIPTION DETAIL JOULNJ 56'-1 ANCHOR ROD SETTING PLAN FINISH FLOOR AT ELEVATION 100'-0 MH F IN I •ID I I X BRACE -• - •1D �• I I O'-11 I I I J W I I I N W O H O tv I I I N O V) O 1I O o) to I I I I I I o d I I I MW ACCESSORY SCHEDULE MARK DESCRIPTION DETAIL JOULNJ 56'-1 ANCHOR ROD SETTING PLAN FINISH FLOOR AT ELEVATION 100'-0 MH F IN 3" . 4" TYPICAL SECTION O J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 3- I TYPICAL SECTION J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 a 4a/1/11se3 20./es AT DTE9/2.51 PAGE a. sa/1/3ao4x20./eS/O sa+Dr*v DATE9/26/ 1 PAC 1: Metallic Binding 9etrm9 11-2 Metallic Bidding Syetrr oe NNL56MM F9E 2h fIPPORr REACTIONS FOR EACH LOW R roe NP AMpNlPPOIWT EACOS FOR EACH lDAO OlOp UrSFAP 7� 1DCJn Orldtner 2 leE:11:2&13 TF".i:(1) Al a se In lope and MP -ti 111E 11:25:09 N01ESc(1 Al nocflana an In kips and klp-R- (2) 16M�ic oars bl i factor (0m.9a . not endued In 1M 'lEQ' Imd trwP maUma (2 1M k ew�?!JpMi faeear (Omwa le not k an 1+ Me 1E0" tnod at 000Mma -0NL oanmek'satlen Include an owwrngm factor of 2.000 SeYm��A�T tonbewtNn sea a ►ndude m o1waV+ngfh foafor oG 2000 MOr HR vR ML v°DA HLA HL IWL I VL w B A 0. B LOAD an" REJ1C110N TABLE 1 3 LL Roof LM toad COLUIN Lateral Seirnlc Load [parallel to plane of frame] e -B Upward Acting Rod Brace Load from Lan9lt Seismic WL1 e -A WL2 BASE PLATE 6.0X125%0.375 6.OX125XO.375 AMC RODS 141-3/4 LWL1 Longitudinal Primary Wed Loud (4)-3/4 Upward Acting Rod Bruce Land hon Langitud. Wind 1.1112 LOAD 9ROLp HL VL LNL HR I VR LNR OL 0.3 1.2 0.0 -0.31 1.2 0.0 LL 1.2 17 0.0 -1.2 17 0.0 EO -0.4 -0.3 0.0 -0.4 0.3 0.0 RBUPEQ 0.0 -0.4 -O.a 0.0 0.0 0.0 WL1 -2.0 -19 0.0 -0.3 -23 0.0 1111.2 -21 -26 0.0 -0.3 -1.0 0.0 W.3 0.3 -23 0.0 20 -19 0.0 *11.4 0.3 -1.0 0.0 21 -2.6 0.0 LWU -0.1 -1e 0.0 0.2 -3.2 0.0 RBUPLW 0.0 -0.9 -1.6 a, 0.0 0.0 LYL2 -0.2 -12 0.0 0.1 -16 0.0 LWiJ 0.2 -22 0.0 -0.2 -20 0.0 LWL4 0.2 -20 0.0 -0.2 -2.2 0.0 RBDWLW 0.0 0.9 0.0 0.0 aro 1 RBDWEO 0.01 0.4 1 0.0 0.0 -0.1 as 1 NI1 aepLr ftE'fi`AlRdl SE Roof Dead Load LL Roof LM toad EO Lateral Seirnlc Load [parallel to plane of frame] RBl1PEO : Upward Acting Rod Brace Load from Lan9lt Seismic WL1 L.aterd Primary Wine Load WL2 Laud Primary Ind Ladd 1" Lateral Primary Wind Load 11.4 Latrd Primary Wind Load LWL1 Longitudinal Primary Wed Loud RBuPLW Upward Acting Rod Bruce Land hon Langitud. Wind 1.1112 Langhaidind Primary Wind Load LIM3 Longitudinal Primary Wed Load L11-4 Longltadind Primary Wed Load RBDV&W Daem and Acting Rod grace Load from Longit. Wind RBDIEO Doernard Acting Rod Brace Load horn Lang. Selemic COLUMN Ir`i5rlldl Roof Dead Load -9. _- Roof U w Load EO e -A RBUPEQ PLATE 0.0%1154.375 Lateral Primary Wind Load a0X1e01ia625 Laterd Primary Wind Load AMC RODS Lateral Primary Wind Load (41-3/4 Lateral Primary Wind Load LIMA (41-3/4 RBLiPLW Qtalp HL VL I LNL I ML HR VR I LNR R OL 0.1 13 aro ao -a1 11 aro -a9 LL 0.3 ace CLO 0.0 -a3 6.7 as -17 EO 0.0 ao as 0.0 -0.6 0 0 1.3 RBl1PEq 0.O -0.4 -4.e &0 0.6 0. aro 0.0 WLt -1.1 -7.4 0.0 0.0 -0.9 -n aro 41 NL2 -22 -41 0.0 0.0 -1.9MO-019WL3 in 0 00 3 1.5 -&a o.0. aro 1.9 Checked by. RWB 10/07/11 Project Engineer. RB ace111-4 0.4 -27 0.0 0.0 0.90.6 -0.9PLwaro - aro 0.0LWL2 1.9 -0.2 0.0 0.0 1.6 20LWA3 t.9 -ace aro aro 1 xLYL4 10. -0.1 as aro .e 3RBDWLW aro 0.9 " 0.0 as 0.q aRBDWEO0.0 aro aro aro a 1AY1 aaLr DL Ir`i5rlldl Roof Dead Load LL Roof U w Load EO Lateral Selernic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longlt Seismic WLI Lateral Primary Wind Load WL2 Laterd Primary Wind Load Wi3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LIMA Longitudinal Primary Wind Load RBLiPLW Upward Acting Rod Brace Load icon Longitud. Wind LVA -2 Langft dine Primary Wind Land LWU Longitudinal Primary Wind Load 1.11-4 Longitudinal Primary Wind Load RWWLW Downward Acting Rad trace Load from L.ongit Wind RBDWEQ Downward Acting Rod Brad Load from Long. Seismic JetafOa Building Syelerm FRAME D //II3 USER N/JEsspputi- DAZE: 9/2.5/11 PAW-' 13-; 0 2ae33/1a maxi bu9dliq a JOB NAML 56569A FeL a�t-wa.ha NPPORT REACTKM FTX! EACH LOAD 911011P ACATION:baye 1-(0r., A TYE: 11: 2&21 E N 40Tnattier on in k • and kp-1L REAP. HL LOAD QMV REACTION TABLE :t UK IAL rRAML COLUMN LEFT COLUMN RIGHT COLUMN acalle 1OIJ _ Roof Dead Load BASE PLATE 6.OX115XO.375 EO 6.OX15.5MJ75 Wit AMC. RODS14'1-3/4 WI -2 i Lateral Primary Wind Load WL3 Lateral Primary Wind Land 411-3/4 Lateral Primary Wind Loud LOAD WOUP HL VL U6. HR • O Oa 1.9 0.0 -0.5 _C 0.0LL 20 14 0.0 -20 0.0 EO -0.7 -0.4 0.0 -0.7 MVWRLNRDL 0.0 NL1 -22 -27 aro as i./ 0.0Was 0.2 -0.7 0.o 1.6 0.0 wu -t6 -2.7 0.0 1.e 0 F 0.0WL4 -0.9 -1.5QO 00 0.9 0.0 0.000 0.0 0.0 0.0 1 0.0 0.0 0.0 LAAO r DL acalle 1OIJ _ Roof Dead Load U. Roof LM Load EO Lateral Seismic Load [parallel to plane of bane] Wit Lateral Primary Wind Land WI -2 i Lateral Primary Wind Load WL3 Lateral Primary Wind Land WL4 Lateral Primary Wind Loud 0.000 User Entered Load 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 Dr. 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, 4 (3)FOR CANADA BUILDING CODE N THE SIDEWALL OR ENDWALL,N INDIVIDUAL LONGITUDINAL LONGITUDINAL SEISMIBC). WHEN X -BRACING IS C LOADS (RBUPEQ & RBDWEQ) ARE MULTIPLIED BY FORCE REDUCTION FACTOR, Rd, WHEN SPECIFIED SHORT -PERIOD SPECTRAL ACCELERATION RATIO ILF"O.2) IS GREATER THAN 0.45. 3) REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER WALL 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. els h . i - --- a U I� } C G evG 0. gN o V p � b • O d _C N D } Ga q i./ E O ,c W a zJ 0 F 00 0Q ONi J in a) j w L M In U E � N in 0 00 3 U 2MU O Scale: NOT TO SCALE Drown by. YA 10/06/11 Checked by. RWB 10/07/11 Project Engineer. RB Job Number. 22-8-56589-1 Sheet Number: F2 of 2 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. (Robert S. Hoekstra, P.E. I California P.E. 25602 mss. M Oct 07, 2011 25602 Exp. 12/3101 CUSTOMER SERVICE PROCEDURES N DIM TO GINE YOU PROMPT SFRNCES AND KEEP PROBLEMS TO A MIN IUM, PLEASE HANDLE ANY SHORTAGES OR BACK CHARGES N THE MOM MANNER: CAREFLUY CHECK YOUR PACKING LSF WHILE UNLOADING. MARK ANY ITEMS, WHICH APPEAR TO BE MISSING AND NOTIFY THE 000 SERVICE DFPARTENF AT THE RATHER NO N THE i1TLEBI LOCK AS SOON AS POSSIBIE CAVING M OE ELSE COULD DELAY THE PROPER RESPONSE. L SM wTERWS - IMMEDIATELY UPON DELIVERY OF MATERIA, OUAKM ARE TO BE VERIFIED BY THE CUSIOMR K467 OMWTTIES THAT ARE BILLED ON THE SHIPPING DOCU" NEITHER THE MQKFACNRIER NOR THE CARRIER S RESPONSIBLE FOR THE NAM SHORTAGES KAU THE (NANM BILLED ON SHIPPING DOCUMENT F SUCH SHORTAGES ARE NOT NOTED ON SHIPPING DOCUMENTS MANN THE MATERIAL S DENTED, AND THEN KKNOWLED0 IN THE CAAREN'S AGENT. F THE CARREL S THE MWFACB1RkR, CIAMIS FOR SHORTAGES ARE TO BE MADE BY THE CUSTOM TO THE COMMON CANNER F THE MATERIAL. OlYVf111TES RECEIVED ARE CORRECT ACCORDING TO THE MIRES THAT ARE BILLED ON THE WK DOWE)n EUT ARE LEIS THAN THE OUANM ORATED OR THE OWNF11E5 THAT ARE NECESSARY TO MOM THE METAL BUMMING ACCORDING TO THE ORDER DOCUMENTS, GAM S TOO BE MADE OF THE MWJFACHAREIL L IMAGED 01 DEFECTIVE w1ERAL - DAMAGED OR DEFECTIVE MATERW., REGARDLESS OF THE DEGREE OF DAAGf MSF BE NOTED ON THE SHIPPING MMNTS W THE CUSTOMER AND ACJONLEDGED N HINTING BY THE CARRMR'S MEANT. THE MAMFACTIFMR S NOT RESPONSIBLE FOR MATERIAL DAMAGED N UM.OADiIG OF PACKAGED OR NESTED 1AU S, NCLUDIAG, BUT NOT LAMED TO: FASTENERS, SKEET METH„ 'C' d 7 SECTIONS HA COVERING PANELS THAT BECOME WE' AND/OR DAMAGED BY WATER WHILE N THE POSSESSION OF OTHERS. PACKAGED OR NESTED MATERIAL NAT BECOMES WET N TRANSIT MST BE UNPACKED, UNSTACKED AND DRIED Bf THE MOO. F THE CARRIER S THE MANUFACTURR, THE CUSTOMER MSF WAKE GNY FOR MACE DIRECTLY TO THE MANUFACTURER. F THE CAM S A COMMON CAiRRIER, THE CUSTOMER MSF MINE THE CLAY FOR BAI" TO THE COMLION CARRIER. THE MANUFACTURER S NOT LIABLE FOR ANY CLAIM WUAT50EVER NMDNG, BUT NOT LIMITED TO LABOR CHARGES OF COFSEUIENFML DAMAGES RESILING FROM THE CI1Sf0YER'S 115E OF NAM OF DEFECTIVE MATERIALS THAT CAR BE DETECTED BY N9AL INSPECTION. OIL CAS 5 NOT 01% FOR UITI N - SFE 19ALIATO MANUS I EXCESSINELMI®ML - THE MANUFACTURER RESERVES THE RIGHT TO REMO ANY MATERIAL DELIVERED ERED N EXCESS OR THOSE REQUIRE BY THE ORDER DOGAOOS N. INITIAL. GAY - N THE EVENT OF ERROR, THE CUSTOMER MSF PROMPTLY MAKE A WRITTEN OR VERBAL INK CAW' TO THE MANUFACTURER FOR THE CORRECTION OF DESIGN, DRAFTING, BIL OF MATERIALS OF FABIDTION ERROR. THE 'INIAL CLW' IN110E5: 1. DESCiIPIION OF THE NATURE AND EXERT OF THE ERRORS, NCLIANG OU ANTM 2. DESCRIPTION OF THE NAiR AND EXTENT OF PROPOSED CORRECTIVE WORK INCLUDING ESTIMATED MAN-HOURS. 3. MATERIAL TO BE PIURCWSED FROM OTHER THAI THE MANUFACTURER. 1KIIDING ESTIMI WM AND COST. 4. MANN TOTAL COST OF PROPOSED COQIRECTIVE WORK AND LATERAL TO BE PURGIASED FROM OTHER R TIM TIE MNUFACTURFR ES01 PROCEDIMIENTOS DE SERVICIO AL CLIENTE EN ORDEN DE BNLE ON MJOR SFRMCO Y 00 LDS PROBf1MAS AL MND, POR FAVOR DIRIOA CLAIM FALDH 0 EXCESO OF MATERIAL BE u SKUI NIE MII GEXIE GIDADOSAOIE SIS PAOIEIES YkTORAS SON DESTNRGADOS. WROTE CUAOUIER SM QE PAREZCA NO ENCOMWJSE, 9 AS ES, RAE Y NO1Fl0UE AL DEPARTALATO DE SE 0 AL COTE AL NUMERD QUE SE ENCION IN U PARTE DFAEOA DE 9) PUID TAN PROM CORDO LE SEA POSSE LUIWDO POOWA ADiMARSE iM AL ENCONFAR UN RESPON5ABE DE u FALTA DE MAONVV. L FAUNA OE wTEIIAL - NEDIATAIOOE DESPUS DE U ENREGA DEI. MATERIA EL CIENTE DEBE VERFiGAR a SIS CANTIOADES SEAN LLS MSMAS OIE MAREGN FACRUt W EN U ODEA U COYPRA N EL FABICAE , N EL 1RASPORRSTA SIN BESPONSI DEL MATERIAL FAIANTE OE APARFOE FACNRADO EI EL RE UBO, 9 U FALTA ES NONf1CADA EN E. DOIANEW GADO EL MATERIAL. ES ENTEW Y ES ADWIDO POR EL TRNRSPORIbTA 9 EL TRASPOITUA, ES EL FAEEICITE, UIS VA FOR FALTA DE MATERIAL SERAI HECWAS POR EL GENES A E. iRANSPORIMA. 9 IAS CAITM BE MIERINES RECBDOS SON MIRECIOS BE XUEDO A LAS CNTENOES FACRIRADAS EN U REC60 , PER) EL MATERIAL OROEMADO ES MENDS DEL BUIER O PARA COWEETR LA CONSTRUCO0N DE ACIADO A LA ORDEN DE COMPiWV FAS VAS SERIN NEON AL FMIGNTE. L MATERIAL DARN 0 DEPEI nloso - MATOK DANADO 0 DFFECIl10S , DE ACUERDO A IHRADO DETECNDSDAD EN CNE SE ENOOTRE; DEBE SIR WFiCAM IN EL RECE PDR EL GFNTE Y AMU POR ESCRTO POR E. TRA SPURDSDA EL FABICI TE ND SE MACE RESPOISAHE POR EL MINERAL NO EN U DESCARGA DE EDS PAOUETES O IIENRAS ESTOS SON FYPACDOS, NLITfEDO, PEND NO MAUD SILO A ESO, FASIEIERS, LAMINAS, SECGONS DE r Y 7 Y MEN OE SE MUM 0 WM POR EL AQUA MENTIN SE ENGOIIRNR EN POSE90N BE ORDS. MAiEAA. EPMAW QE SE MOE MENTRAS SE RAM DEBERA SIR DESE PACADO, SEPARADO Y SECADO POR EL WE 9 E. FARMJWTE ES EL iRASPOBESfA ELam DEBET WACER U WA POR DBECRIOSIDAD DRECTAAOOE AL FABITAOE. 9 EL 1RANSPORISTA ES EL AGUNE TRASPOWA 0 E. ENCR" DE. TRANS ADI) DEL MATERIAL, EL COTE DFIERA HAS U VA Al. NOES MNCKLMDO. EL FABWOWTE NO ES RLSPONSABE DE WGUN TPO DE OEM NO SE LW A LOS DIADS CONSEC ENTS FESUTAOO DEL USO DE MATERIAL DANADO 0 OEEECRIOSO POR EL COTE ,SI ESTOS DVDS SON DEiECWOS POR IASPECOCAI VISUAL AGE EH UTA NO IS CAUSE DE 00 - VER WK DE INSTALACION L LATERAL EM p= - E %rim* se resenm d dereft de recof o nohrar aml:i Her mderid QUE FUE ENTUADO EI EXCESO DE AAIEIDO AL REOIEMO EN LA ORDEN DE COPRA N. allEyM MNHCIAL - AL PERCAIA SE DEL ERROR, EL Clf]OE RAPID4OOE DEERE MACER, YA SFA POR ESGIEO 0 VERBAL UNA, OEEJA NICIAL AL FABICAOE PAA U GIIRECION DEL OSENO, WK FACIURACION DEL OR 0 ERROR DE FAHIGACIOL LA QUEJA NIDAL ROME - 1. LA OkSGIPODN DE LA M RAEZA Y GRADO DE ERROR, NGIUYEDO MONIES, 2. DESQRIPCIOI IE LA M RALM Y E. GRADO M GFIECON DEL iRABAM PROPL610, INIOD4END0 ESTYAGON H O BE-HIORA 3. MATERIAL, a SERA MEW A OTRD OE NO SFA E. FABRICNiE, NCLUi'ENDO MOM ESTIADAS Y CEM 4. COSTO TOTAL MAXIIO PROPLEM DE U CORRECCN DEL TRADED Y MATERIAL QE SERA COMIP W A OTRO QUE NO SEA EL FAIEOGANIE ES01 F THE ERROR IS THE FAULT OF THE MNUFACRIRFR AN `AUTHORIZATION FOR CORRECTIVE WORN' MST BE ISSUED N WRONG Br THE MAUFACTRER TO AUTHORIZE THE C,OMTNE WORK AT A COST NOT 10 EXCEED THE WIIW TOTAL COST SET TOOK ALTERNATIVE CORRECTIVE WORK OTHER THAI THAT PROPOSED N THE WK CAW' MAY BE DIRECTED BY THE MNAFACURFR N THE AUTHORIZATION OF CORRECINE WORK' ONLY THE GUSIOMR SERVICE DEPARTMENT MAY AUTHORIZE Comm M. V. FINAL Cull - THE IINAL GAY' N WRiNG MUST BE FORWARDED BY TIE =DID TO THE MANUFACTURER WOMAN TER (10) DAYS OF GIYPLERON OF THE COMIECX WORK AUTHORIZED BY THE MAEAFACTURER. THE 'FINAL CLAI' MIST INCLUDE. 1. ACTUAL NINE OF MAN-HOURS BY DATE OF DIRECT TABOR USE ON CORRECTIVE WORK AND ACTUAL HMIRLY RATES OF PA 2. TAXES AND INSURANCE ON TOTAL ACTML DIRECT LABOR I OTHER DIRECT COSTS ON ACRAL DIRECT LABOR. C COST OF MATERIAL (NDE MNOR SIPPIES) ARFIORQED BY THE WWACRIRER TO BE PURCHASED FROM OTHER THAN THE MANEFACRRER, MUM COPES OF PAD INVOICES. 5. TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK (SAI OF 1, 2, 3 14). THE 'FINAL CLAIM' MUST BE SIGNED AND CERTIFIED TRUE AND CORRECT Bf THE CUSTOMER. 'FINIAL GAYS' ARE CREDHED TO THE ClSfOYER BY THE MANUFACTURER N AN AMOUNT NOT TO EXCEED THE LESSER OF THE MARMW TOTAL COST SET FORTH N WRITING N THE 'INTIMATION FOR CORRE M WORK' OR TOTAL ACTUAL DIM COST OF CORPEE E WORK. 6. COST OF ENIPMNT (RENTAL OR DEFMCIATION), SAL TOOLS SIPERVI510N, OffRHFAD AND PROFIT ARE NOT SUB,ECIED TO CLAYS. A ST ILRAL FRAMING SHOP PRIMER THE PRIMERS SUPPLIED BY MANUFACEUER ARE NOT NTMED TO PRONDE THE MOM OF APPIEARNJCE OF A FINISH COAT NOR TO PROfDE EXTENDED PROTECTION F SUBECiED TO PROIDN ED EXPOSURE. F IMMEDIATE ERECTOR OF STEEL S NOT POSSIBLE, T IRISH U PROTECTED FROM EXPOSURE TO ATMOSPHERIC AID/OR BfdROMFMAL MOM THAT MAY BE DETRIMMAL TO PAINT PERFORMANCE THESE MOM WOAD INCLUDE, BUT NOT BE LAMED 10, MOO EXPOSURE TO ULTRA -VIOLET LIGHT DUE TO POSSIBLE FADING AND OR SPOTTING OR SFANDNG WATER RESULTING N SPOTTING, PEELING OR LOCNM SLI FACE OXIDATION. THE MBMA COMMENTARY STATES NAT: '.THE MAAIFACRUG 6 NOT RESPOLSELE FOR THE DETERIORATION OF THE SHOP COAT OF PRO OR CORROSION THAT MAY RESIFT FROM EXPOSURE TO ATMOSPHERIC ALIS EMROIMNTAL CODITIONS, NOR THE COMPATIBILITY OF THE PRIER TO ANY FEUD APPLIED COATING_ THE ASC, CODE OF STANDARD PRACTICE FURTHER STATES THAT: .THE SHOP GAT OF PANT 6 THE PRIME J)OAT OF THE PROTECTIVE SYSTEM. T PROTECTS iRE SEEEL FOR ONLY A SHORT PERIOD OF EXPOSURE.. PRYER TOUCH -LP DUE TO TRANSIT A6RASIONS AND/OR SCRATCHING UK LOADING AND ULDADIIG 6 TO BE EXPECTE. PRIER TOUCH-UP S NOT THE AESPONSIBIM OF NCL ADDITIONAL GLBE FOR THE HANDLING AND STORAGE OF STEL COMPONENTS CAR BE FOND N BOTH THE MBMA COMMENiARY AND EHE AMSC CODE OF STANDARD PRACTICE. VI. SHIP IT AiMIVAL 11E - DO EFFORT WILL BE LADE TO SEE THAT THE CARRIER ARRIVES AT THE MT ON THE RUUD DAY AND AT THE REWESTED HOUR. MANUFACTURER MAIMS NO WAIMM AND ACCEPTS NO RESPONSIBILITY FOR COSTS ASSOCIATED WITH A SHIPMENT NOT ARRIVING AT A RE UES D TIME UNLESS A SEPARATE AOREFIORF WAS BEEN MADE N WRING FOR A GUARANTEED ARRIVAL TIME ES02 AUTORUACION PARA CORSECCIN DE- 9 EL ERROR ES COPA DEL FABICAN'IE, UNA AJBORQACIOI PARA C OI RECION DE TRADED, DEBERA SER EIOTDA IN 6GIID POR EL FAB KATE , PNU AUTORIZM U CONCION SiEYPRE Y CUM NO EXCEDI EL MR TOTAL MADBIo ESTABLEODO. EL FABRIGNOE EN LA ATOFIIACDN BE CORRECION BE TRAM, PUEDE CORREGR EL TWO DE ACUERDO Y SOAMENTE IN 10 ESTABFGDO EN LA QU NKWIt, EL DEPARTMNDD DE SE140 AL CLIENTE ES EL LNICO QUE PUEDE NAM LA CORRECKN DE UN TRAM. V. aUEJA FRAIL - U OEJA FINAL ESCRENA DEBE SFR E)" POR EL CLIENTE AL FABICANEE CON 10 DAS DE ANTICPACIOI ANTES DE COM1 N U CORRECT N DEL TRABAD. U UA FINAL NCIX 1. NIAERO REAL BE HOIBE-HORAS POR FECWA Of TRABAD DNCTO USADAS EN CORREGR EL TRAM Y PAGO REAL DE PORCENIAIE BE HOWLS. 2.111PUESTOS Y ASEGURNQA RFA. Y TOTAL DEL TRAM 3. OROS COSMOS D11MOS, DE TRABAD REAL DIRECTO 4. COSTO DEL MATERIAL (NO SUPlflIB005 IENONES) ATORIZA(70N DEL FABICMTE PARA COPNAR A OTRO CUE NO SFA EL MSYO. NCLUYET00 COPES DE FACEUiAS. 5. COSTO RFA. DIRECTO TOTAL DE TRABAJO CORREGIDO (NCSOS 12,7,4,5). u OUEJA FINAL OEBERA SIR FRII Y CERENCADA VEROADERI Y CORRECT 1M POR EL CUENTE UTAS FNAB SON ACfEMADAS Al. GENiE POR EL FABRICANIE EN UNA CATLYO QUE NO EXCEDA EL WIND DE COSTO TOTAL MAXIMO ESTABfODO Y NSCRTO EN u AUTOROACION BE COIEGON DE TRAM 0 COSTO TOTAL REAL DYECTO DE TRAM OOIFEGIDO. & COSTO BEL EO1PO (AOU10 0 DB'RESACION) HERRAMNTAS PEWENAS, SUPERVISION. PEWENOS SOBREGIROS Y 11ENBm NO Sim A ULE. M wam TSTROCNRAL (SHOP Ma - LOS PRIMERS QUE FWANTE ME NO NTNAN PROPORCIOWAR UA APARMMIA TNFORIE COMO LO HIM IAA CEPA FINAL DE PINTAIL N 1AMP000 PRETNIDE LIMA PROEM EXCESNA ESPECKMENTE 9 EL MATERIAL SE EXPOS PROLONGADNEIOE Al. MiLD MOM 9 U ffECION BEL ACERO NO ES P09BE INMIXATAENiE, DERE PROTEGERSE A U EXPOOISION DE LAS CONDICIONES ATOYOSFFRICAS Y/0 AMBI AES WE PODIIAN PERJIDICR EL FUNCIONN8100 DE U RMW ESTAS CONDICIONES INCOM, PERO NO SE LIMTARAN SOLO A TAS CONOCIONES ANTES MN(7IIIIAD S U EXP09GON1 PROL.ONGADA A U LUZ ULTRAWA PUEDE PRODIUCR DESTfNIMISI O 0 MAKJUS Y U KUWUTAGON BE AGS MAIKK CALK DE U PNRRA Y OMACON EN Cum SUPERFX2F3. LA MINA DEGARk '..IR. FABICNIE NO ES RESPONSABE DFL DEiERIORO DE u CAPA DE PRYER 0 LA CORROSION QUE RESIILTE DE LA EXP051CION A LA ATMOSFERA Y A TAS CODICIONIS AMBETALES, H TAIPOCO A U FALTA DE COMPAiBLIDAD DE. PRIER CON C AAUER OTRA CPA DE PNTEU APUFADA EN OBRA.' LA ASC. COD OO DE IAS PRACTICES STANDAR BCE '..1A CAPA DE PNEUIRA PRO ES LA PRYERA CAPA DEL M10IA DE PROiECCDON. ESTA PROTEGE EL ACRO POR LN CORTO PERI000 A u EXPOCI90N._' DERE BPERARSE OLE ENO DE WPM SEAN NECESABOS DEBDO A U ABRASION Y/0 RAUADURAS OLE SE PRODUZCA D RANTS EL PROC60 DE CWR6A Y DESCARGA E50 RE10QAJES NO SON RESPONSABLIN DE N7. GEARS ADICIONALPS DEI. MWA Y ALMLACEi AI IRO DE TOS CONPOIf10ES DE AERO PIEDEN SER BICONRADAS EN COMNTAIM BE MBMA ASI COMO EN EL ASC COOM DE PRACTICAS STANDAR. % HOBA DE LIEGAOA TEL BNAMU - SE NAA UN ESFURZO POR LO;RAR W EL TRANSPORTUA ILEGUE AL LIM BE TRAM EL DIA Y A LA W SOUGTADA EL FABRIOANTE NO C,MANTRA Y NO ACEPfA NIG" RESPONSABILM POR EL CWTO ASOCAM CON EL FIBARQUE OUE NO URGE A U HORA SOLODADA EXCEPTO, OLE LN ARMIAO SE HADA HECHO POR SEPARADO, GWNEQANDO LA HORA BE WAR ES02 UNLOADING, HANDLING, AND STORING MATERIALS SIliIODKBAI - A "AT AWNS OF TIME AND TROUBLE CAR BE SAVED F THE BUILDING PROS ARE UNLOADED AT THE BUILDING SITE ACCORDING TO A PRE-WMGED PUN. PROPER LOCATION AND HANDLING OF COMPONENTS WILL BLYNATE UNOECESSiM' HANDLING. LNG. NOTE: PIECE MARE ARE SIENCIID ON PMYARY S MUM MEMIIW AT LOWER MIO, 1'-0' FRW END. WELT ALL SHPYDOS PRIOR TO REM THE X -GOWNS FOR WADS THAT MAY NAVE SHIFTED DJM TRANSIII BLOCKING UNDER THE COLUMNS AND RAFiERS PROTECTS THE SPLICE PLATES AND THE SLAB FROM DAMAGE DURING THE UNLOADING PROCESS. T ALSO FACILITATES THE PLACING OF SINGS OR CABLES AROUND THE ILEUM FOR LATER LIFTING AND ALLOWS MEMBERS TO BE BDLTED TOMB NN SUR-ASSBIBLES WHILE ON THE G2000. EXTRA CNE SHOULD ALWAYS BE EXERCISED N THE UNAADNG OPERATION TO PREVENT INJURES FROM HANDLING THE STEL AND TO PREVENT DAMAGE TO MATERIALS AND THE CONCRETE SUB. DRAINAGE ELEVATE TAP—� AR MML90 F WATER IS ALLOWED TO REMAIN FOR EXTENDED PERIODS IN BUNDLES OF PRIED PARTS SUCH AS GIRLS, PURLINS, ETC., THE PIGMENT WILL FADE AND THE PANT WILL GRADUALLY SOFTEN REDUCING iTS BOND TO THE STEEL. R ER) E, UPON RECEIPT OF A JOB, ALL BIRDIES OF PINED PMTS SHOULD BE STDRED AT AN ANGLE TO ALLOW ANY TRAPPED WATER TO ON AWAY AND PERMS AR CIRCULATION FOR DRYING. RIDDLES OF WATER SHOULD NOT BE AU.OWED TO COLLECT AND REMAIN ON COLUMNS OR RAFEERS FOR THE SAME REASON. Nf COAT OF SHOP PRIG 6 INTENDED TO PROTECT THE STEEL FRANC FOR ONLY A SHORE PERIOD OF EXPOSURE TO OIDWARf ATMOSPHERIC CONDHIONS. THE CONT OF SHO' PRYER DOES NOT PROADE THE UiFORM1Y OF APPEARANCE, OR THE DIRABLRY AND CORROSION RESISTANCE OF A FOD APPLIED FINISH COAT OF PANT OVER A SHOP PRIMER. THE MANUFACTURER S NOT RESPONSIBLE FOR DETERIORATION O THE SDP COAT OF PRIMER OR OORROSXM THAT MAY RESULT FROM EXPOSURE TO ATYOSPFEW AND ENVIRONMENTAL CONDITIONS, NOR THE COMPATIBILITY OF THE PW TO NAY FELD APPLE) COATING. MINOR ABRASIONS TO THE SHOP COAT CAUSED Bf HADLNG, LOADING, WK UNLODIIG AND ERECTION AFTER PANTING ARE UNAVOIDABLE ES03 DESCARGA, MANEJO Y ALMACENAMIENTO DE MATERIAL 1 - UA GUN CANIN BE MR Y PROOIIYIS PUEDBN A ORMARSE 9 LAS PEAS SON DFSGVtGADAS EN EL LUGAR BE LA CONSiRIICgON DE KHOO A UN PLAN PRE- ARREGLADO. LUGAR Y MANEJO APROPIADO DE LOS GAWONETES ELMNIAUN WOOS 0 MNONMETOS NECESARIOS. N OTk US PEN DEEM MSIR MWMYDT6 EN IDS EIR M6 PRU>PALS U U ESH MAB U PINE NUD DE IIS WK A 1'4 R FOL ISPEGXONE PRYEIAYEOE TOXS LOS EIBAROES MEET DE DESCARGAR Y DESATAR LOS EIEMI NTM YA QUE PIUDIERCN HABERSE MM DINANEE EL RECORRDO. VPFiT1602E Sf6GPNUAD is Vi%AEM17/ EAS SEPAWigONES 0 CALM DE MADERA ONE SE COIACN DUO LAS MAW Y RATERS EVTAN UN OANO IN LAS PUNCHAS DE OOEECGON AL OESCARGAR LLS MANRIAEES. ESiO TAYBIN FACUITA LA LOCAIRACION DE SINGS 0 CABINS AREDM DE LOS MEIBROS PARA DfSPUES LEVATAt Y PERM A LOS MEMBROS SFR ATMA LIDOS JIM DOM DE SUB-YONTAJES, MNNiRAS ESTAN EN TERRA EXTRA- CUIOADO DEBERA SER SUM APLICADO EN u OPERATION BE DESCARGA PARA PREVENR DADS POR EL MAU DEL ACERO ASI COMO PARA PREVEUR DANAR LOS MATEAIAES Y EL OXNMEiO. CIRCUMN DE ARE 9 EL AQUA PUEDE PERMA ECER POR PEIODOS CON9DERABFS EN NERVADURAS 0 HENDIDURAS DE IAS PARIES PRINyPAES COMO GiRTS, PORUS, ETC. EL PIGMENM FALLNU Y U PMATNA SE SUAWAU MUkMIOE RMU IE DO LA UNION CON EL A EfRO, POR LO TANTO RECBDO EL LATERAL TODAS LAS HENDDIRAS DE ESTAS PEZAS DEBERM SFR ALM ACENABAS EN UN MOULD OUE PERMTA WE C ALQOER AGUE PUEDA DRENARSE Y PER" u CRCILACMNN DE HIRE PARA SECAiSE. NO DEBERA PERIYlY6E QUE EL AGUA SE COLOCIE Y ESTANOUE EN LAS MOM Y KIM POR U MSMA RAZON . U CAPA DE SDP PRIMER META PROTEGIR AL MARCO DE AERO POR UN MIERMNADO NELPO DE EP061GON A CONDICIONES ATYDSFIIN'A5 OFDNARIAS. u CAPA DE SHOP PRIMER NO PROPORGONA UNFOAYDAU DE APARFNGJA DURABILIDAD Y RE ITENCA A U CORROSION ON UNA CAPA FINAL DE PNNRA HEIN EN EL CAMPO SOBS EL SHOP Pan. EL FARCANTE NO SE RLSPONSABRIIA DEL DETEIRMRO DE U CAPA DE DE PRYER 0 DE U WK" OLE PUEDA RESUTAR DE u EPOSK70N A LAS CONINCIONFS ATYOSFERICAS Y AL MUM A BMME, M U COPATFl1DAD DEL PRIMER A CIMLNUER CAPA U PIKW APLICiAM EN u OBRA MNORES JBRASMNIFS DE u ULTRA CPA CUMUSW POR MANN. CARGA, EBARQUE, DESCARGA Y EREOCJON DEL MATERIAL DESPOT DE U MM SON HEVITABFS. 0OO1E5 DE ESTAS ABRA40NES MNORES SON RESPONSABLDAD DE. CONTE FINAL. EL ACER) PRYARO EL GAL. ES ALYACENADO EN U DEKA DU W E U ERECCION DEL RU, OHM YAJIBfRSE IEEE DE TUB ASI COMM EN UN ES03 TOUCH-UP OF THESE MINOR ABRASIONS S THE RESPONSIBILITY OF THE EN) CUSTOMER. SHOP PRIED STEEL WHICH 6 SPORED N THE FEUD PENDING ERECTION SHOULD BE KEPT FREE OF THE GROUND, AND SO POSITIONED AS TO MIZE WATER -HOLDING POCKETS, DUST, MUD, AND OVER CONTAMINATION OF THE PRIMER FIL REPAIRS OF DAMAGE TO PINED SURFACES AO/OR RE1WAL OF FOREIGN MATERIAL DUE TO IMPROPER FED STORAGE OR SITE MUM ARE NOT THE RkSPONSBUIY OF THE MANUFACTURER. ALL PRYER SHOULD BE TOUCHED UP AS REOIURfD WK ERECTION! ROOF AND WALL PANELS MANUFACTURERS WALL AND ROOF PANELS NUN COLOR COATED, GALVALUME I GALVAIED, PROVIDE EXCEIIENT SERVICE UNDER WIDELY VARIED CONDTMNS. ALL UNLOADING d ERECTION PERSONNEL SHOULD RW UNDERSTAND THAT AETf MMES AT tiTJ4U!}' VDAM LACY/ VM 6 GU/Az6' Off MV /NN2fAfx HOER NO MINSTANCES SIM PANELS IE HANDIAGES OF SHEETS SHOULD N LIFTED OFF THE TRUCK WITH EXTREME CNE THEN TO RISK THAT NO WAGE OCCURS TO ENDS OF THE SLEETS OR TO SIDE RIES. THE PACKAGES SIM BE STORED OFF THE GROUND SUFTICIMY HIGH TO AVOW AR CIRCU11110111 ORDERUM THE PACKAGES. THIS AVOIDS GROUND NOSTURE L DETERS PEOPLE FROM WALKING ON THE PA K40 ONE FID OF THE PACKAGE SHOULD ALWAYS BE ELEVATED TO ENCOURAGE OIWUGE N CASE OF RAIN. ALL STACKED METAL PANES ARE SEW, TO SOME DE(NEf, TO LOCALIZED DSCGORATION OR SiM WHEN WATER S TRAPPED BETWEEN THEIR CLOSELY NESTED SURFACES. THE WGR EXERCM EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL STOCK S KEPT DRi'. HOWEVER, DIE TO QUM COMM, WATER FORMED BY CONDENSATION OF HU11) AR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAN. THE DISCOLORATION CAUSED BY TRAPPED YOISNRE S OFTEN CALLED WET STORAGE SiAL THE STAIN S USUALLY SUPERFICIAL NL WAS LITTLE ERECT ON THE APPEARANCE OR SERVICE LIFE OF THE PARES AS LONG AS T S NOT MUM TO RENIN ON THE PAHEIS. HOWBAER, MOM N CONTACT WITH THE SURFACE OF THE PALLS 09 AN EXTENDED PERM CAN SEVERELY ATTACK THE FINISH I REDUCE THE EFFECTIVE SEIMICIIMI E 6 THAT ALL PALLS ARE INSPECTED RIR MOISTURE UPON RECEIPT OF THE ORDER. F MOOR S PRESENT, DRY THE PANELS AT ONCE I STORE N A DRi', WAN PLACE CAUiM CARE SHOULD ALWAYS LE TAKEN *EN WALK ON PANELS. USE SAiiY LATS AND NETS WHEN HECESSARYI PANELS ARE SIM. OIL OR WAX APPLIED TO THE ROOF A WAN. PANELS FOR PKIECFON AGAINST WEATHER OAMM1 WILL NATE THEM A VW SURELY RVACL WIPE DRY ANY OIL THAT HAS KDO ED FROM BUNDLES SYOAED ON A SLOPE. DEW, FROST, OR ODER FORE OF MOISIOE 9EA1LY INCREASE THE SLIPPERINESS OF THE PANELS. ALWAYS ASSM PANEL AIEACE 5 RPM I ACT ACCOROIIOLY, HEYEW WALK OR STEP ON SICHKpFIS OR TRANSLJICEUT PANES TML SAF1lYM USE WOOD BOCKM TO GRATE k SLOPE THE PHOS N A MANOR THAT WILL ALLOW MOISTURE TO MO. WOOD BLOCKING PACED BETWEEN BUNDLES WILL PROVIDE ADDITIONAL AR GRCI UMN. COVER THE SUCKED BUNDLES WITH A TAP OR PLASTIC COVER LEAVING ENOUGH OPEWIG AT THE BOTTOM FOR AR TO CIRCULATE NON HANDLING OR LNCRATNG THE PANELS, LFi RATHER NAI SLIDE THEM APART. BURRED EDGE MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SUD OVER ON ADTEIL NEVER ALLOW PANES TO BE WINKED ON WHILE ON THE GROUND. ROLA k (PROPER HANDLING OF A PANEL S NL7BCUSABLE h A PRIME EXAMPLE OF POOR JOB SUPERVISION. ESO4 STM CON MINIMA AA POLVO , LODO Y OTROS CONTAMINANTS QUE AITCIEN U PRIMRA CAPE REPARAgONES DE DANOS A U PRIIERA SUPBRFiCIE Y/0 U EWINACION DE MARNIA ES AEN(S A ESIDS ,DEiU AL NCORRECFO AlMACENA ERN EN ON 0 A LAS CONIACIONES DEL LUGAR NO SON RESPONSABIM DEL FAMICANTE, TODD AM PRIAPoO DOM SFR RETOGDO COD SE REOUMRA ETES DE U CON SITUCCION CUBIERTAS DE TECHOS Y PAREDES PANELES DE PAREDES Y TEGIO6 DEL FAILICW NGDYENDO CAPA DE COLOR G VAUWE Y CANMIZADO PRO'ORCIONA UN SERViOO EXCELENTE BAD UNA DTEISA VAREOAD DE CONDICIONES. TODD PERSOIAAL DE DESCARGA Y ERECCION BE MATERIAL DEiERA ENTIIDER COWILTA ELATE OW MAW SEW PAgG',CIDS LF UM, tQS amiH AW9 w cYI7400 A( /NAEwa BAJO NOM CRCIISTAOIA DEBDI MWEAISE DE MANERA ASPERA 0 ACIZMADA, LOS PAOUETS DE LAMINA DEiB SER LIVANTADOS DEL CAD CON EXRRE O CUDADO AS GIRANDOSE QUE WIN DAD OXXIRRA , H A LAS PUNTAS M A IAS NERVADIIRAS BE LAS MSMNS.LOS PAWEIES MBEWW AMACFNARSE LO SUFICOOEYEIIE NEW BE U SUPERFICE DE TERRA PARA PETMER U CIRCUUCDN DE ARE BAD LOS PAQ ETES, ESTO EWA u HUMEDAD DE U TERRA E IMIDE QUE U GENIE CAME SM LOS PAOEFES. U O DE LOS EXTIREllOS DEL PAWETE DE LAMINAS DEBERA ESTAR SIEPRE ELEVADO PNU DRENAR EL MITA EMI CASO DE LLUVA TODD PAQUEiE 0 NORTON DE PANELES METAL ESTAN SUJETOS EN A.GUW GRAD) A SAAR CIERfAS DECOLORACIONES 0 MANGHAS CUANDO EL AHA ESTA ATRAPADA WE SUS SUPERFICET WAS CERCANIS MFG PROVEN EXTREMA PRECAX]ONI DURANTE u FAWCAGON Y EL PERIODO BE BOW ASEGURANDOSE QUE MDO PANEL APIIADO SE MANRERGI SECO. DE CLMLOAER MANERA 090 A IAS CONDICIONES CLWATICAS Y A LA CONI ENSAOONI BE ARE HUJMDO , EL AGUA PUEDE OIOlARSE ATRAPABA INK BAS LAMINS APILADAS Y LO MIN SUCEDERA 9 ESTAS SE EXPONN A U LLIVMA U DECOIARACION CAISAN POR u fUMEBAD ATRAPADA ES f1EGO11EO0E LLAYAA ON DE HUMEDAD GARIM LA MANGE ES U MLMOTE SUPERFICIAL Y TIENE UN PEQUENO ETECTO EN U APARIEICA 0 DUIWON DEL PANEL. SOPRE Y CUANDO NO SE PERIMA QUE u ON PBRMNEZG EN EL PANE. DE ULM MKRA EL CONTACTO DE u HU EN CON u SUPERFlgE DE LOS PANELES DU ANTE UN PERM LARGO PUEDE DIM SIDO RAMS TE EL ACABADO Y REDUCR U DURAGION DE NDA POR LO TANTO ES NECESARIO QUE TODOS LOS PANOB SEAN N6PECCIONADOS POR HUI M AL fECUIR EL LNBAR)L E. 9 SE PIEM91A IUUN DAD PROCEDA A SECAR LOS PANELS DOEDIATNENTE Y ALYACENEIX EN UN LUGAR SECO Y CARO. PAECMICOII: SEIPW DERE TERSE =0 COANOO SE CAMI E SOBRE LDS PARSES, USE RIES Y WETS DE SEGURDAD CUM SEA NECESARDII LOS PANELES SON RESBAIADIZOS. ACETTE 0 CERA ARJCADOS A LOS PANELES DEL TECIIO 0 PUEOES PARA PROTEGEIIAS COKHA DANOS CAUSADOS POR EL CUA LOS WAN SIPUFM IM RESBAIADITIS. SEM CUAOIER AM OE SE PIDO NALERSE ACOMRADO POR AUTACDRAASE Mil DECIJVL IOQo, HELD 0 CLAIM OTRA FORA DE MOM NCMENTA QUE LAS SIPFAFICES DE LDS PANELES SE VULVAN MAS RESBALADQAS. ARM SMIPIE QUE u SIPDFICIE DEL PANEL ES RESBAW;G T ACNE DE ACIEIMO A EM NUNCA PEE 0 CHINE SOK SKYLIGHTS 0 PANELES TRANSUIC10011FNSE ZU1110LUIH 115E B.000FS DE MA" PAID EDAR E INCLNAR LOS PANELES DE MALI QUE PERMTA DIENER U HUMEDAD. C91AS DE MADERA ENDUE LAS PLIAS DE PANELES PEiIM ClK UACNN DE ARE ADIOONAL CUBRA LAS PIAS CON UA CUBEREA RASOG DEEM SURCENE METE AMITO EL FOR PARA PERMDR LA CTRCU ACMN DE ARE. CUMIDO SE OEM 0 SEPARAN LOS PANELES, NO LOS OE511ZE DE MANERA OE SE SEPAREN NEJOR LEYMIEIOS, EL SOERANIE EN IAS ORIIlAS PODRIA RAUR LAS SU'EEM CIIANDO U6 LAMNAS SE DESUIIAN SEPAADOSE UNA DE OTRA. NUNNA PERIMA QUE PISEN SORE LOS PAELES MENERAS 1MAN SOME TERRA UN RUDD E NAPROPIADO MA" DE LS PNNEUS ES YPERDONABLE Y UN BEN EJBPLO DE IIAIA SUPERVISION DE TRAM. ESO4 FASTENER INSTALLATION CORRECT FEW NSFAIUION S ONE OF THE MOST CRITIM STEPS WHEN INSTALNG ROOF PANELS. DRIVE THE FEW N UNTIL T IS MIT AND THE WASHER S FIRMLY SEATED. DO NOT OVERDRWE ICBM A SLIGHT EXTRUSION OF NEOPRENE AROUND THE WASHER S A GOOD VISUAL TIGHTNESS CHECK. ALWAYS 115E THE PROPER TOOL TO NISTALL FASTEIE& A FASTEW DRIVER (SCREW GUN) MATH A RPM OF I7OD-2000 SHOULD M USED FOR SET -DRILLING SCARFS. A 500-600 RPM FEW DIVERT SHOULD BE USED FOR SELF -TOM SCREWS. DISCRD WORN MO. NESE CAN CAUSE THE FEW TO WM WK NSTNIATION. son///l1//_4 CORRECT DEGREE OF TOO �II IT TOO LOOSE TOMNOTE IN OF TOO INN SEW is NOT SEX FASTENER l AFAR COMPRESSED TO BEYOND WAD FORM SEAL SEADINIT NOTE: ALWAYS REMOVE METAL FMNGS MM SNACE OF PANELS AT THE END OF EACH MURK PEROO. W= FOLDS CAN DEST OY iNE PAN FM AND VOID ANY WM1W. MASTIC SEALANT PROPER MASTIC A'WTMN 5 CRITICAL TO THE WEATHER TUHM OF A BUILDING. MASTIC SHOULD NOT M RUM WEEN NSiALLED. APPLY ONLY TO CLEAN, DRY SURFACES. KELP ONLY ENOUGH MASTIC ON THE ROOF THAT CAN BE INSTALLED N A BAY. DURING VARY WEATHER, SPORE MASTIC N A COOL DRY PLACE UK COLD WEATHER (BELOW 6(r) ELASTIC 99 BE KEPT WARM (6('-90') UNTIL APPUOTiON. AFTR MASTIC HAS BEEN APPIIFD, KEEP NOTECLNE PAPER N PLACE UNTIL PANEL S READY TO U NSiALLED. ALIGNING THE GIRTS INSTMATiON OF THE BUILDING WALLS S GENERALLY DONE BEFORE THE ROOF. BEFORE STARTING THE WALL INSTALLATION, CHECK TO BE SUE THAT THE EAVE STRUT AND GRIS ARE STRAIGHT AND PLUMB ONE METHOD OF ALINING 11E OROS S CUT TFIPORARY WOOD MUG TO iTE PROPER LENGTH AND INSTALL BETWEEN THE LIES OF GIRTS, THIS BLOCKM CAN BE 1108 FROM BAY TO BAY WHICH WILL REDUCE THE KAM OF PIECES REIKNED. NORMALLY, ONE LEE OF BLOCKING PER BAY WILL B: SUFFICONT. HANDING CAN ALSO BE USED TO HOLD THE GRHS STRAIGHT AND PUNS. NOTE: TFYPORAEFI' GRT RlLOCKIIG 5 NOT MECOYMENDED ON CONCFALM FASFFIEII PANELS. THE MEIEOVAL OF THE BLOCKS AFIER PANEL INSTALLATION WILL CENSE OIL CANNNIG. C ES05 INSTALACION DE PIJAS GRT CKNG U CORRECiA COLOCICION DE PLUS ES U O BE LOS PASTS MAS IMPORTANiES IN U iISTAUI BE UN TEED. GDE U PLA HASTA WE ESTE APRETALN Y u WABA 0 WASHER ESTE FRYEENTE ASENTADA. NO SOEWEGIRE 0 APREiE EN ULM LAS PEAS PAID CHECAR DE MANERA DE VISUAL QUE LOS ELEMENTOS ESM CORRECTMTOE COLOCADOS USE UA SELUDOR DE NEOPREIO AREDEDOR DE LA AREDFL, 9EMPRE USE LAS HEiOAYENiAS ARDPADAS PAID I15TAAR PLIAS. UN DESiOANILADOR ELECTPoCO CON UN RPM BE 1700-2000 DEBERA UiWIIARSE PARA SELF -MING SCREWS. UN 500-600 TORNLIAOOR SE USAWI EN EL CASO DE LAS PLIAS SELF -TAPING. DEM Y REMEVA LDS EPA0l1E5 USADOS EN EL ATORNIL ADOR, BIOS PUDBI CAUSAR OUE U PVA �TTIENIOR,A MXRSE 0 MOM INCONSTANT DDINAIEE LA NSTAACION. 1111J1 LULL DE AMSTE EL SELIADOR ESTA YUP APRETADO Y EL SRIADOR NO ESTA CINOTE RM ESSa�A�DOR ECJA DE u Pew N u COYPRIIEL � R7RIAR NOTA SEiIPRE MBNEVA IAS UYADURAS DE METAL QUE ON SORE U SUPEMHCIE DE LOS PANELES AL FINAL DE CADA PERMO DE TRAMAO. LAS LILIES PIMDDI DES!= EL AraBADo FINAL T MM CUALAID GAIWOIA, SELLADOR A APR AW APLIGICWN BEL SaUDN ES DE GRAB I PORTANUA EN U IPEJWIABMIDAD DE UN EDFICIO. EL SEUDOR NO DERE ESTRARSE GADO SE ESTA NISTA ENDO. ARJOEUE SOI A IENTE STERE SUPERFICIES UPAS Y SEX MANIFNGA SOLAWENT u CA TM DE SEL" QE SE COLOCAU ESE OIA DIME GALA CLIENTE, ALMACENaD EN IN LUGAR FRP Y SECO. ORATE OXJMA FRIO (ABED BE 60 EL SELUDOR DEBE MAOOrERSE CIENTE (60-90') HASTA SU APIIPACDN. DEPUES DE QUE EL SELLRDOR HAMA SBO APLICADO, MANEENGA LA CUBERTA 0 PAPER. PROTECTOR HUSiA QUE EL PANEL ESTE 00 PNU NSTAIARSE ALINIAMIENTO DE LOS AMARRES LA INSTAUCION DE LAS PALM DE EL EOF1O0 ES GENERAIIBTE NCM ANTES QUE 11 TECHO. NOES BE EMPFIAR CON LA KIM DE LLS PAREDES, ASEGURESE WE d ALERO Y EL MARRE ED EROIDOS Y NIVEADOS. UN CODO PARA AUNFAR LOS AMARRES ES CORTAR CAMAS DE MADERA BE MY9D LARGO DE LOS AMARRES ESiAS ESTA AN 1ELPORAUiE111E N99M ENTRE LOS EU LDS . BE BLOOLES DE MADERA RM SER MOM DE UNA BNRA Y MENTOS A USAN EN OKRA LO CUAL AEDUIM EL KURD DE PEAS RMIMAS. NDRMALMENTE, UA LUTEA DE BLOB DE NO POR BATA SERMN MINE. ETAS ATAXIES POORAN SLA SOLO USADAS PIRA MATTE ER 0 SOSTM LOS AMARRES RECTOS Y NUVFUDOS. NOTA CALZAS 0 BLOQUES DE MADERA TEMPORALES ENTRE LOS AMAMB NO SON RECOMENDABLES EN PANELES CON PIJAS OCULTAS. EL MOVIMIENTO DE ESTOS BLOOUES DESPUES DE LA INSTALACION DEL PANEL PODRU CAUSAR HENDIDURAS EN LOS AMARRES. ES05 OKI MARCO \—M UE DE MADERA 1� n 0 0 }. G G 0 811 0 V o a 0 UO C N_ •� n F O Q=a z U_ w G R G ,, 4 o .c .E Q w a �° U J El Elz oD 5 F O, b �m=)Q U a: N G GOO U M rM U O Scale: NOT TO SCALE Drawn by. YA 10/06/11 Checked br. RNB 10/07/11 IJob Number. 22—B-56589-1 Sheet Number: R1 of 12 1 The engineer whose seal appears hereon Is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. California P.E. 25602 I Oct 07, 2011 25602 Exp. 12/31/11 I RIGID FRAME COLL ANCHOR ROD, NI PRIMARY FRAME DETAIL - PORTAL FRAME TO FLOOR WITH BRACKET . 'AME :KET TO COL. FLANGE '5 BOLTS " A325 FRAME RAFTER \L FRAME COLUMN NOTE: FRAME SHAPES MAY VARY. SEE FRAMING PLAN FOR PORTAL FRAME LOCATIONS Pudin Anti -Roll Clip (W/Back-up Plate) - (at Built-up/Hot-Rolled Rafter) CF02035 JLfeb I'll ..01 C A 1/4" Back-up Plate Purlin C (2) 1/2'0 x 1 1/4' A325 Bolts Anti -Roll Clip O 3/16' Plate V c n: Rafter Purlin Clip _Ccr 3/16" Plate Pudin of Rafter ix Purlin Clip 3/16' Plate Anti -Roll Clip — ` O 3/16" Plate V 3/16' 3" 3/16' 3" Main Frame Rafter Section A Purlin to Rafter Standard Connection - Flange Brace FB4_ p325 Erection Note Lap and attachment of Purlin verbs refer to Roof Plan and Lap Detail for requirements. Purlin Lap Symbol denoted on Roof Framing Plan Purlin Anti -Roll Clip (at Built-up/Hot-Rolled Rafter) CF02036 Dec'10 00 (2) }'0 Bolts each end of Pullin lap Section A WELDED CLIP PRIMARY FRAME DETAIL GIRT ATTACHMENT DETAIL TO GIRT CUP CFo1120 Eave Strut Connection at Main Frame Feb '11 1 01 Interior Bay Roof Line � 'o 2 ..... , ,.... O+ j 0 CD IAY = w 2" 2" s W + W ALL BOLTS ARE A325 WITHOUT WASHERS CFD2D34 I PBR Roof Panel Fastener Location Feb '111 VI 12' 12' 12" 9 1 2' 9 1 2' 9 1 2' 2 1 2' 2 1 2' 2 1 2' ESheeting Direction Detail "A" f ' All Roof Members Except As Noted Below 12" 12' 12' 21 2' 7' 5' 7' 5' 7' 21 2' =`lik Sheeting Direction Detail "A" At Eave Strut, Panel End Lap, and Peak Purlin Roof Member Screw 4!+ 12-14 x - Roof Panel at 5', 7', 5' Continous Roof Stitch Screw Tape Seal Tape Sed - 1/4-14 x 7/8' HW507 At 20' O.C. Roof Purlin Panel Detail "A" Nate: Section Thru Panel End Laps Screw Patterns Shown Satisfy U.L 90 Requirements For Roof i N ; Girt Depth + 1/4" N N CF Rafter 1 1 /4";1 1/4' 7 CF02030 Feb'11101 /-Roof Line 1/4" 1/4" Bay Bay Flush (4) 1/2" X 1 1/4" A325 Bolts without Washers Eave Strut Bottom Flange Steel Line PBR Panel Panel Lop 5° 7" I I Screw Spacing A" }" C C Epp, 0 �p O V c n: o i] _Ccr ix Q3} W �-n V o Q. Cd nA E a w U Z Z J ❑ ❑ _ N Jia) U, .:„ o r mn< in Ez u) c 0 w y �00U 3 UMMU O Scale: NOT TO SCALE Drown by. YA 10/06/11 Checked by. RWB 10/07/11 Protect Engineer. Job Number. 22-B-56589-1 Sheet Number. R2 of 12 The engineer whose seal appears hereon 1s an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Oct 07, 2011 25602 Exp. 12/31/11 I-A� PBR Light Transmitting Panel Assembly Non U.L. 90 Application Note: Do not allow insulation vinyl to interfere with panel lap and mastic. Qom Member Screw 12-14 x 1 1/4 -SD Stitch Screw 1/4-14 x 7/8" (6) at each End Lap SO, Lap—Tek at 20" O.C. 3'-0" 1 r- 15 -Member Screws End Lap Screw Layout 14 -Stitch Screws Member Screw 30 L.F.-1" Tape Sealant 12-14 x 1 1/4"SD (3) at Mid Span 3'-0" Mid Span Screw Layout PBR Light Transmitting Panel (LTP) Layout Non U.L. 90 Application rurlln PR is PR 25003 E C 25003 to :30 X U) Q1 in a J Lu C Purlin � ° Q n° [ 0 0 p is NOTE: oa t7i 0� E Refer to PR25003 to E for insulation lap 25003 �j o PR in 25003 Purlin Endlap 15—Member Screw 14—Stitch Screw 3'-0" I 3'-0" I_ 3 —0 30LF-1" Tape Sealant Sheeting Direction 1. Place roof panel #1 in position and attach to roof framing with member screws. Before panel #2 is positioned, Install tape sealant along the outer edge of the panel rib on panel #1. The tape sealant should always be positioned to the outer edge of the panel rib so that water cannot seep into the panel lap and the stitch screws do not penetrate the sealant, which will create a void in the seat. 2. Place panel #2 in position. Secure the panel to the roof framing with member screws. DO NOT place any member screws on the end lap where the Light Transmitting Panel will be positioned. Do not install the last member screw at the eave. This screw will be installed later. Apply tape sealant along the end of panel #2 where the Light Transmitting Panel will be attached. DO NOT APPLY TAPE SEALANT TO THE RIGHT SIDE OF THE PANEL. Do not fasten the panels together. 3. Place the Light Transmitting Panel #3 in position. Attach the Light Transmitting Panel to the roof framing with member screws, Leave out the last member screw at the panel end lap. DO NOT attach the end of the Light Transmitting panel to the roof member where panel #4 will be attached. Apply tape sealant to the end of the Light Transmitting Panel where panel #4 will be positioned. DO NOT APPLY TAPE SEALANT TO THE RIGHT SIDE OF THE LIGHT TRANSMITTING PANEL. Perimeter Trim Reference Trim Fastener Mastic T4�> 0QXz&EZ&CV Eave Trim Eave Trim Lap Inside Closure 1789 2" LAP HW455 #4 (12' O.C.) 4 Fastener 114 Trim Color 16" Tube Sealant (2) #14A PBR Panel SHT.NO. 001 Closure Non -Ven, Perimeter Trim Reference Ridge Closure Expansion Flash Standard Trim MAR 10 00 F679 F115 F2955 7TRuns _J46' O.C. 48' Sealant GUTTER GUTTER LAP GUTTER Cap EXPANSION COVER GUTTER Strap F46 2' LAP F47 F646/F653 F893 FASTENER #4 12" O.C. 42" Tube Sealant 10 Fastener #14 17' Tube Sealant 9 Fastener #14 11 Fastener #14 Trim Color (2) #4 Screw Roof Color Roof Color Trim Color Trim Color Fastener #17A 24' O.C. at Top and Each Purlin at Bottom With Soffit #4 12 O.C. Trim Color (1) #4 Screw Trim Color F195 14' Sealant (2) #4 do #14 Lap #4 12" O.0 Roof Color F2946-12' Sealant F2942-14' Sealant a N 0_ F2921-14' Sealant F2948-14" Sealant F2944-16' Sealant 172:932-16" Sealant m F2934-16" Sealant F2950-16' Sealant (7) #14 per Lap High Skfe-No softlt H19hSlds-�•1",1}' SoMt Hiqh Side RAKE RAKE LAP RAKE Cap Masonry Trim GABLE CLOSURE Trim Color F50 2' LAP F51 Eave-With Soffit F916 _ a #4 Screw 21' Tube Sealant 19' Tube Sealant Fastener #17A 8 Fastener #4 Trim Color m 2 Runs at 5 Fastener #14 8 Fastener #14 Fastener #14A 24" O.C. at Top 12" O.C.4 Trim Color 3 Fastener #4 Trim Color Trim Color Trim Color N ( L and Each Purlin at Mif High zz� Trim Color m tt Rod Rake side #4 12" O.C. Trim Color Rake HIGHSIDE HIGHSIDE LAP OUTSIDE CORNER INSIDE CORNER Fastener #17A F54 2• LAP Right as Shown Field Work #4 Screw 19' Tube Sealant 20' Tube Sealant 20" Tube Sealant Each Purlin at M 2 Runs at 6 Fastener #14 9 Fastener #14 9 Fastener #14 Bottom is 12 O.C. 3 Fastener #4 4 Fastener #4 4 Fastener #4 With Soffit With #" or 11" Soffit Trim Color Trim Color Trim Color Trim Color #4 12' O.C. ti• 4A fto ra far Rola° fo Rake Gutter Gutter Gutter Gutter Gutter OUTSIDE CORNER INSIDE CORNER OUTSIDE CORNER INSIDE CORNER Right as shown Field Work Field Work Field Work 26" Tube Sealant 6 Fastener #14 26' Tube Sealant 6 Fastener #14 26' Tube Sealant 13 Fastener #14 26" Tube Sealant 13 Fastener #14 3 Fastener #4 3 Fastener #4 Trim Color Trim Color Trim Color Trim Color High Side -No Soffit HlghSids-�',1".1}' Soffiit H h Side PBR Light Transmitting Panel (LTP) Layout Non U.L. 90 Application rurlln PR is PR 25003 E C 25003 to :30 X U) Q1 in a J Lu C Purlin � ° Q n° [ 0 0 p is NOTE: oa t7i 0� E Refer to PR25003 to E for insulation lap 25003 �j o PR in 25003 Purlin Endlap 15—Member Screw 14—Stitch Screw 3'-0" I 3'-0" I_ 3 —0 30LF-1" Tape Sealant Sheeting Direction 1. Place roof panel #1 in position and attach to roof framing with member screws. Before panel #2 is positioned, Install tape sealant along the outer edge of the panel rib on panel #1. The tape sealant should always be positioned to the outer edge of the panel rib so that water cannot seep into the panel lap and the stitch screws do not penetrate the sealant, which will create a void in the seat. 2. Place panel #2 in position. Secure the panel to the roof framing with member screws. DO NOT place any member screws on the end lap where the Light Transmitting Panel will be positioned. Do not install the last member screw at the eave. This screw will be installed later. Apply tape sealant along the end of panel #2 where the Light Transmitting Panel will be attached. DO NOT APPLY TAPE SEALANT TO THE RIGHT SIDE OF THE PANEL. Do not fasten the panels together. 3. Place the Light Transmitting Panel #3 in position. Attach the Light Transmitting Panel to the roof framing with member screws, Leave out the last member screw at the panel end lap. DO NOT attach the end of the Light Transmitting panel to the roof member where panel #4 will be attached. Apply tape sealant to the end of the Light Transmitting Panel where panel #4 will be positioned. DO NOT APPLY TAPE SEALANT TO THE RIGHT SIDE OF THE LIGHT TRANSMITTING PANEL. Perimeter Trim Reference Trim Fastener Mastic T4�> 0QXz&EZ&CV Eave Trim Eave Trim Lap Inside Closure 1789 2" LAP HW455 #4 (12' O.C.) 4 Fastener 114 Trim Color 16" Tube Sealant (2) #14A itudinal Ride F2905,F2918,F2931 Closure Vented Closure Non -Ven, Ridge Flashing Ridge Closure Expansion Flash Flat Eave Trim F675 F679 F115 F2955 7TRuns _J46' O.C. 48' Sealant #4 Screw 12' 9 Tube Sealant (12) #4 Per Lap 12 Fastener #14 O.C. Trim Color (2) #14 per Lap #14 36' O.C. Trim Color 68" Tube Sealant Trim Color 78• Tape Mastic Trim Color N C m TN W -44 With Soffit #14 12" O.C. Fastener #17A 24" O.C. at Top 12" O.C. at Bottom Trim Color 2 14A Fastener Top 24' O.C. at Top and Each Purlin at Bottom With Soffit #4 12" O.C. Trim Color Rake Rake 'aropet High Side Fastener #17A 24' O.C. at Top and Each Purlin at Bottom With Soffit #4 12 O.C. Trim Color itudinal Ride F2905,F2918,F2931 Closure Vented Closure Non -Ven, HW2998 F52 HW4040 HW4041 20'-0" Long 12 1 Tape Mastic 9 Fastener #3 9 Fastener #3 F2901,F2914.F2927 HW507 Per Panel Per Panel F2901-12' Sealant F2914-14" Sealant F2927-16' Sealant (6) #14 per Lap Trim Color 12 Fastener #3 6 Fastener #4 6 Fastener #4 Eave-No Soffit 6 Fastener 04 78• Tape Mastic 78" Tape Mastic PBR Light Transmitting Panel - Lap Details Non U.L. 90 Application Fastener 4" 1/4"-14 x 1 1/4" 6 at End Lap ` Tape Sealant HW506 (Tpy.) Stitch Screw 1/4"-14 x 7/8" at 20" O.0 Tape Sealant HW506 LTP Flashing— F75 or F76 Light Tran, Panel A' * Note: Strip 4" of insulation from vapor barrier and fold back over purlin.(Typ.) Fastener 1/4"-14 x 1 1/4' at 12" On Center L-Light Transmitting 2J" Panel Vinyl Backing *Standard LTP = 10'-8. A minimum of 4' is required for a panel lap. The LTP may be field cut or lap under the up—hill roof panel, 12" maximum. Note: Field Cutting I gbt Transmitting Panels Light transmitting panels may need to be cut in the field. If required, follow these steps: • Up to five (5) LTP's may be cut at one time. • A circular saw with a 24 tooth per inch blade, will work best. • Cut slow and allow the blade to work without excess pressure. • Allow the blade to cool between cuts. WARNING: These light transmitting panels are not designed or intended to bear the weight of any person walking, stepping, standing, or resting on them. IL E MANUFACTURER DISCLAIMS ANY WARRANTY OR REPRESENTATION. EXPRESS OR IMPLIED, that any person can safely walk, step, stand, or rest on or near these light transmitting panels, or that they comply with any OSHA regulation. Perimeter Trim Reference Trim Fastener/Mastic F2904,F2917,F2930 F2905,F2918,F2931 C-/-- F2904-12' Sealant r_/__ F2941-12' Sealant F2917-14" Sealant F2918-14" Sealant __L Eave/Rake Trim Eave/Rake Trim Rake Trim Outside Closure F2901,F2914.F2927 F2902,F2915,F2928 172903,F2916,172929 HW456 F2901-12' Sealant F2914-14" Sealant F2927-16' Sealant (6) #14 per Lap Trim Color F2902-12" Sealant F2915-14' Sealant F2928-16' Sealant (7) #14 per Lap Trim Color F2903-12' Sealant F2916-14" Sealant F2929-16' Sealant (7) #14 per Lap Trim Color 24" O.C. at Top and Eave-No Soffit Eave-With Soffit Rake -3/4' Soffit Trim Color N C m TN W -44 With Soffit #14 12" O.C. Fastener #17A 24" O.C. at Top 12" O.C. at Bottom Trim Color Fastener #17A 24" O.C. at Top f 14 12" O.C. at Bottom Trim Color Fastener Top 24' O.C. at Top and Each Purlin at Bottom With Soffit #4 12" O.C. Trim Color Rake Rake 'aropet High Side Fastener #17A 24' O.C. at Top and Each Purlin at Bottom With Soffit #4 12 O.C. Trim Color Fastener #17A 24" O.C. at Top and Each Purlin at Bottom With #' or 11" Soffit #4 12' O.C. With 1' Soffit F195 14' Sealant (2) #4 do #14 Lap #4 12" O.0 Roof Color F2946-12' Sealant F2942-14' Sealant #14 12' O.C. Trim Color F2920-14' Sealant F2921-14' Sealant F2948-14" Sealant F2944-16' Sealant 172:932-16" Sealant F2933-16" Sealant F2934-16" Sealant F2950-16' Sealant (7) #14 per Lap High Skfe-No softlt H19hSlds-�•1",1}' SoMt Hiqh Side - Eave Trim High Eave Trim Masonry Trim F2904,F2917,F2930 F2905,F2918,F2931 F2941,F2943,F2945 F2904-12' Sealant F2905-12" Sealant F2941-12' Sealant F2917-14" Sealant F2918-14" Sealant F2943-14' Sealant F2930-16' Sealant F2931-16" Sealant F2945-16" Sealant (7) #14 per Lap (7) #14 per Lap (7) #14 per Lap Fastener #17A Fastener 117A Fastener #17A 24' O.C. at Top 24" O.C. at Top and 24" O.C. at Top 12" O.C. at Bottom Each Purlin at Bottom Trim Color Trim Color With Soffit #14 12" O.C. Masonry Trim F2940,F2942,F2944 Trim Color 1`2907,172920,172933 Roof 12 — Fixed Ridge Detail (6) Roof Stitch Screw 1/4'-14 x 7/8' 1 ' .Y., ......,.",. O } MPR00009 tiALJ Q. ti- Perimeter Trim Reference c-) Z J 1:11:1 ❑ MAR '10 00 Z Q Co Trim Fastener Mastic MAR '10 C N 9 °' t 0 5 on V V o n: Eave and Rake in C p; qy o in a Eave and Rake Masonry Trfm Eave/Rake Trim Ewe/Rake Trim Rake Trim Masonry Trim F2940,F2942,F2944 1`2.906,F2919,172932 1`2907,172920,172933 F2908,F2921,F2934 F2946,F2948,F2950 F2940-12' Sealant F2;906-12' Sealant F2907-12' Sealant F2908-12" Sealant F2946-12' Sealant F2942-14' Sealant F2919-14' Sealant F2920-14' Sealant F2921-14' Sealant F2948-14" Sealant F2944-16' Sealant 172:932-16" Sealant F2933-16" Sealant F2934-16" Sealant F2950-16' Sealant (7) #14 per Lap o� (6) X14per Lap (7) #14 per Lap (7) #14 per Lap (7) #14 per Lap Fastener #17A Trim Color Trim Color m Color Fastener #17A Eave-No Soffit Eave-With Soffit Rake -3/4' Soffit 24" O.C. at Top 24' O.C. at Top Color Fastener #17A Fastener #17A Fastener #17A Trim ColorTrim 24" O.C. at Top 24" O.C. at Top 24' O.C. at Top 12:" O.C. at Bottom #14 12' O.C. at Bottom and Each Purlin at N Trim Color Trim Color tt #4 12" O.C. Trim Color Rake Rake _ Fastener #17A Fastener #17A 24" O.C. at Top and 24' O.C. at Top and Each Purlin at Each Purlin at Bottom Bottom With Soffit With #" or 11" Soffit #4 12' O.C. #4 12' O.C. Trim Color With 1" Soffit #14 12" O.C. Trim Color r-/,- L High Side -No Soffit HlghSids-�',1".1}' Soffiit H h Side Eave Trim High Eave Trim Masonry Trim F2909,1`2922,F2935 F2910,F2923,F2936 F2947,F2949,F2951 F2909-12' Sealant F2910-12" Sealant F2947-12' Sealant F2922-14' Sealant F2923-14' Sealant F2949-14" Sealant F2935-16" Sealant F2936-16" Sealant F2951-16" Sealant (7) 11114 perLap (7) #14 per Lap (7) #14 per Lap Fastener #17A Fastener #17A Fastener #17A 24" O.C. at Top 24" O.C. at Top and 24' O.C. at Top 12" O.C. at Bottom Each Purlin at Bottom Trim Color Trim Color With Soffit #14 12' O.C. Trim Color O } tiALJ Q. ti- C c-) Z J 1:11:1 ❑ C Z Q Co E N 9 °' t 0 5 on o V o n: 0 Q in C p; qy o in a �o 3 2E '< � ® o Scale: NOT TO SCALE Drawn by. YA 10/06/11 Checked by RWB 10/07/11 •} t of V o=oh E Cd u Irl E o� Job Number. • 22-8-56589-1 Sheet Number: R3 of 12 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Oct 07, 2011 25602 Fxp._12/31/11 tiALJ Q. ti- c-) Z J 1:11:1 ❑ Z Q Co N 9 °' t 5 on o C m�Q in U of in E a COLJ n U 3 UMMU (Si Scale: NOT TO SCALE Drawn by. YA 10/06/11 Checked by RWB 10/07/11 Job Number. • 22-8-56589-1 Sheet Number: R3 of 12 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Oct 07, 2011 25602 Fxp._12/31/11 I _ - FuH Yanei Fixed Ridge Detail Die Famed Ridge Cap F52 Roof Member Screw Sym. 12 -14 x _ I I PBR Roof Panel I � I Tape Sealant Peak Purlin Gutter End Lop Installation �Ul— PBR Panel -' ...- MPR05001 Standard or,� Peak Box o+n: acv. Rake Trim Open Wall MAR 't0 April '10 01 Stitch Screw 0' to 3" 1/4-14 x 7/8" SD at 12" O.C. Structural Screw 1/4-14 x 1 1/4' Tape Sealant (3) Fastener #4 at each purlin HW507 1/4"-14 x 7/8' (Rake to Peak Box) Wall Member Screw -" 12-14 x _ BR Panel at 12" O.C. ---"---Rake Angle ' Rake Trim Purlin Mark Rake Trxn PI Box Rake Trim ' ; ' F50 8 RAt ----- 10 RA3 O o o ---- o RA3 I' Min. t' Min. Stitch Screw 1/4-14 x 7/8" SD ----- -------------------- Roof Stitch Screw at 12" O.C. 1/4 - 14 X 7/8- Member Screw Roof Pond at 12" O.C. Soffit Trim 12-14 x _ Tape Seal Layou Flashing at each Purlin Soffit Trm Rake Angle Soffit Trm Rake Trim Rake Trim Peak Box "1"119 �1 See Flashing Layout Wall Member Screw F11 Slide 12-14 X _ rl Wall Stitch Screw Wall Stitch Screw Wall Stitch Screw 1/4'-14 X 7/8" 1/4'-14 X 7/8' 1/4 - 14 X 7/8" tside Closure at 12" O.C. at 12" O.C. at each panel nb up to 4:12 RS Standard Alternate For roof runs of 100' or less For roof runs greater than 100' Note: For some special conditions the outside rib of the finish panel may fall short of the rake trim. Use the rake extension trim for this condition. Field cut the rake trim and rake extension trim if required. SHTPBR Panel' N PBR Panel 5fR' N0' MPRi Standard MPR02002 Flat Eave Trim a,� afl Partial) or Full 0 en Wall A ril '1 Partial) or Full Open Wall Zr '10 01 Refer to the PBR Panel Technical Installation Roof Stitch Screw Tape Sealant Manual for the installation of the roof panel. 1/4-14 x 7/8' 6' Long Gutter Strap PBR Panel Roof Stitch Screw Section A 1/4'-14 x 7/8' at 12' O.C. Roof Member Screw Roof Member Screw 12-14 x _ 12-14 x _ Gutter Strap $ee Sheetm Layout out Inside Panel Closure HW455 S e Sheeti 9 with Continuous Tape Seal ayou Inside Panel Closure HW455 top dr bottom 1. with Continuous Tape Seal Roof Stitch Screw PBR Roof Pane top do bottom 1/4'-14 x 7/8"1 3 4" A - (3 Required) PBR Roof Panel Note "A' Fastener 114A astener #14A 1/8 x 3/8' 1/8" x 318" Flat Eave Trim 10'-0' O.C. Flat Eave at 10'-0 O.C. Trim F2955 Trim F2955 (for F2955 Only) Gutter Wall Member Screw Fastener #14 F46 12-14 x _ 1/8' x 3/16' Wall Member Screw t 142 at 24' O.C. at 36' O.C. a4 X _ at 24" O.C. Fastener #14 Eave strut 1/8' x 3/16' Eave at 36' O.C. Strut Open Wail Eave Cover Trrn Wall Member Screw Opo, Wall l ECover Trim Wall Member Screw (See Flashing Layout) 12-14 x _ 1 1/4' at 12' O.C. (See Flashing Layout) 12-14 X _ at 12' O.C. Note "A" Screw must be installed through the Tape Sealant to Insure a water tight connection. Eave Strut Stiffener Plate Low Eave Interior Bay Eave Eave Stiffe SC -1 Section 'A .0x11/4' Its washers Strut Clip or Frame Rafter or Column CF02031 PRIMARY FRAME DETAIL rruzuii X -BRACE (ROD) CONNECTION Ma 09 00 ROD BRACE (SEE ERECTION DRAWING FOR PIECE MARKS) SLOPE WASHER FLAT WASHER NOTE: THESE ITEMS (F844) HEX NUT SHIPPED LOOSE. � 5 (GRADE C) w 0 } C C G O �� o V o 0 CL: C 0 M a EyQ ® El7 2r'"TU < � 0 Q- he - 0 i/ q O O ,e E � u w a a J ❑ ❑ Z Q 00 N j °- L• ' o m�¢ cin U E M u' IilMOU 3 moo= U MMU O Scale: NOT TO SCALE Drown b), YA 10/06/11 Checked by. RWB 10/07/11 Project Engineer. Job Number 22-B-56589-1 Sheet Number: R4 of 12 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Oct 07, 2011 ` 25602 Exp. 12/31 /11 ,A; FASTENER #271 B-18 x 1/2' Trim Screw 1/8' x 3/16' Pop Rivet Stainless Steel FASTENER X43 (f- - ".. - . __7� L.T.P. Member Screw 1/4'-14 x 1 1/4' 5/16' Hex Washer Head w/ 1 1/8' D.D. Washer FASTENER #44 +0775 L.T.P. Stitch Screw 1/4'-14 x 7/8' 5.'16' Hex Washer Head w/ 1 1/8' D.D. Washer Fasteners DATE Mar FASTENER 024 FASTENER #228 8x5/8' 10x1/2' Nibbed Driller Grommet Washer FASTENER #14A FASTENER #226 9;;;� 1/8' x 3/8' 3/16' x 9/16' Pop Rivet Closed End Rivet Stainless Steel FAST N�__ R -143L FASTENFR #UW322 4== L.T.P. Member Screw (Long Llf ) #6 x 1' Rubber Grommet 1/4-14 x 1 1/4' 1/4' Hex Head w/ Washer 5/16' Hex Washer Head w/ 1 1/8' D.D. Washer FASTENER #44L FASTENER #35 +=51 -mmeiiiiiialow. L.T.P. Stitch Screw (Long Llf4 #14 x 1 1/8' D,D. 1/4'-14 x 7/8' Bonded Washer 5/16' Hex Washer Head w/ 1 1/8' D.D. Washer Example: Diameter Length Head Type Material Finish 112-14 x 1-1/4w Type 3 HWH, Sel�f-DHIl�ing,Carbon Steel, .0005 Minimum Zinc Plate Threads `Point 'Fastener Type Per Inch pe ra min Self Drilling Fastener Terminology 08/21/09 Created On: 08/21/09 NOTE: These drawings are intended to depict general installation DRAWING NO. of items) described above. Some Item(s) may have been omitted SD7 for clarity of presentation. Consult your erection manual or additional SD -Sheets for further guidelines and/or clarifications. Various Fasteners I Feb '11 0 Fastener #17 Fastener #38 Fastener /268 12-14 x l' 1/4'-14 x 7/8' Lap TEK 12-14 x 1 7/8' Standoff 5/16" Hex Washer Head 5/16' Hex Washer Head Long Life 5/16" Hex Washer Head w/ Washer X10 (.110-.175) w/ Washer 1/4" (.035-.090 X10 (.090-.110) Fastener f268SS Fastener #12A Fastener #7 12-14 x 1 7/8" Standoff 12-14 x 1' DP3 1/4"-20 x 1 1/4' Stainless Steel Cap Pancake Head Shoulder DP4 5/16" Hex Washer Head 5/16" Hex Washer Head w/ Washer Fastener #55 Fastener #70 Fastener #142 12-24 x 1 1/4" DP5 12-24 x 1 1/2" DP5 1/4"-14 x 1 1/2' 5/16" Hex Washer Head 5/16' Hex Washer Head 5/16' Hex Washer Head Fastener #1B Fastener #76 Fastener #61 1/4'-14 x 1 1/4- /4"12-14 12-14 x 2' 12-14 x 1 1/4" 5/16' Hex Washer Head 5/16" Hex Washer Head 5/16" Hex Washer Head Self -drilling fasteners are designed to drill the material and tap the hole. Material thickness is an important consideration when determining the proper point diameter. The point diameter is described as the point TYPE, Point types Are as follows: Type 1: Light gauge application Type 2: Medium light gauge application Type 3: Medium gauge application Type 4: Medium heavy gauge application Type 5: Heavy gauge application The point diameter allows the threads to tap into the material without excessive force which can break the shank, or very low force which can easily strip -out the material during seating torque. Each point type has a specific FLUTE length which allows the chip to escape from the hole during the drilling operation. Depending on the application, some drill screws require a special PILOT section. The pilot section is the area that is unthreaded on the drill point. The pilot area is important to the performance of the fastener. The reason for the pilot area is so that the drilling of the hole is completed before the threads engage. If the threads engage before the drilling is completed, the drill point will have a tendency to burn because the threads will force the point into the material. Material Thickness: Drilling Point Capabilities .500 .312 .250 .110 .098 Point Type: 08/21/09 Self—Drilling Fasteners Created On: 06/21/09 NOTE: These drawings are intended to depict general Installation DRAWING NO. of Item(s) described above. Some Item(s) may have been omitted S D 7 A for clarity of presentation. Consult your erection manual or additional SD -Sheets for further guidelines and/or clarifications. Iy Type 1 Light Duty Type 2 Medium Duty Type 3 Medium Duty Type 4 Heavy Duty Type 5 Heavy Duty /10 (.035-.090) �6 (.035-.098) �8 (.100-.140) X12 (.145-.312) #12 (.250-.500) /12 (.035-.090) �8 (.035-.100) X10 (.110-.175) I M911=5 1/4" (.035-.090 X10 (.090-.110) #12 (.090-.210) ,�18 (.035-.098)]#12 (.050-.140)1 /4" (.110-.250) Member Screw Fastener #17A 12-14 x 1 1/4" 5/16" Hex Washer Head w/ Washer Member Screw Fastener #3 12-14 x 1 1/4' 5/16' Hex Washer Head w/ Washer qftw� Member Screw Fastener #3SS 12-14 x 1 1/4' 5/16" Hex Washer Head w/ Washer Fastener #4SS 1/4'-14 x 7/8- 5/16* Hex Washer Head w/ Washer *Ut___5 PBR - PBU - PBA - VISTASHADOW Panel Fasteners Wall Fasteners Member Screw Optional Stitch Screw Fastener #17B Fastener #4A 12-14 x 1 1/2' 1/4:'-14 x 7/8" 5/16' Hex Washer Head 5/16' Hex Washer Head w/ Washer w/ Washer 176 �� AVM% —v El I M911=5 Roof Fasteners Long Life (Optional At Wall) nber Screw Sails Optional Fastener f3A Fastener #4 12-14 x 1 1/2" 1 /4"-14 x 7/8' 5/16' Hex Washer Head 5/16' Hex Washer Head w/ Washer w/ Washer owwvf�,' ' 176 �� AVM% —v 1al Roof or Wall Fasteners Stainless Steel Cap Member Screw gm — Optional Fastener #SASS Optional Fastener #272SS 12-14 x 1 1/2" 12-14 x 2" 5/16" Hex Washer Head 5/16' Hex Washer Head w/ Washer w/ W��a��shhee�rr��yy1 Member Screw (Up To 4" Insulation) 12-14 x 1 1/2" Type 2 176 �� AVM% —v The length of the tip required on a drilling fastener is determined by adding the thickness of the top material, any insulation or void between the top material and bottom material, and the thickness of the bottom material. If a hole larger than the screw thread has been pre -drilled or punched into the top material, only the thickness of the bottom material need be considered. (The threaded portion of the shank must be long enough to extend into and through the bottom material drilled.) Predrilled Hole Diameter Drilled or PunchedT— Void or i Total Thickness to be Drilled Larger than Screw threads Top Material Insulation to be Drilled Total Thickness to be Drilled Drillina Tip Lenqth Determination ofi/21 /as Created On: 08/21/D9 NOTE: These drawings ore intended to depict general installation DRAWING NO. of item(s) described above. Some Item(s) may have been omitted S D7 B for clarity of presentation. Consult your erection manual or additional SD—Sheets for further guidelines and/or clarifications. Strut Building Column 1 "C" lection " A" Ba S acin Wind Bent Elevation Column Wind Bent Bracket SC -169 rMain Frame Column L-(4) 5/8'x 1 3/4' A325 Bolts Section "B" Bolts Anchor Rods 'F I 0 0go L -Wind Bent o Column Main Frame Column Rnv Rav Steel Line Section `t A" Section "C" By—pass Main Frame at Wind Bent Perpendicular Knee Created On: 08/21/09 NOTE: These drawings are Intended to depict general installation DRAWING NO. �( of Item(s) described above. Some item(s) may have been omitted SD52A-X for clarity of presentation. Consult your erection manual or additional SD -Sheets for further guidelines and/or clarifications. Standard Grade Description Number Application 1/4"-14 x 7/8" Type 2 4A Stitch & Trim Screw 12-14 x 1 1/4" Type 2 17A Member Screw (Up To 4" Insulation) 12-14 x 1 1/2" Type 2 176 Member Screw (Up To 6" Insulation) Long Life Description Number Application 1/4"-14 x 7/8' Type 1 4 Stitch & Trim Screw 12-14 x 1 1/4" Type 2 3 Member Screw (Up To 4" Insulation) 12-14 x 1 1/2" Type 2 3A Member Screw (Up To 6' Insulation) Self—Drilling Screw Application 08/21/09 Created On: 08/21/09 NOTE: These drawings are Intended to depict general installation DRAWING NO. of Items) described above. Some Item(s) may have been omitted S D / C for clarity of presentation. Consult your erection manual or additional SD—Sheets for further guidelines and/or clarifications. U oa :10- C C 0 g� o V o 0 C� d E Q ® ❑ F 2 u'ZU } 4 �Y(no C y� R G o E Q LJ U Z ❑ ❑ J J ao N Q � h t m�Q Lo U tr � N rh �a WM� 3 OCin T O` U > M U U Scale. NOT TO SCALE Drawn by. YA 10/06/11 Checked by. RWB 10/07/11 Project Engineer: Job Number. 22-8-56589-1 Sheet Number: R5 of 12 The engineer whose seal appears hereon Is on employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Oct 07, 2011 25602 Exp. 12/31 /11 Connection Bolts Bolts used to make connections in primary framing members such as columns and rafters are usually ASTM A325 bolts. Bolts used to make connections in secondary framing members such as the purlins are usually ASTM A307 bolts. The size and grade of the bolts are marked on the Building Construction Drawings. The following information is copied from the AISC ninth edition, 'Specification For Structural Joints Using ASTM A325 or A490 Bolts". This is provided to you only as a guide. It is the responsibility of you as the installer to assure proper tightness of all bolts. Tum—Of—Nut Tightening When tum—of—nut tightening is used, hardened washers are not required except ( as otherwise indicated on the Construction Drawings.) A representative sample of not less than three bolts and nuts of each diameter, length, and grade to be used in the work shall be checked at the start of work in a device capable of indicating bolt tension. The test shall demonstrate that the method of estimating the snug—tight condition and controlling turns from snug tight to be used by the bolting crews develops a tension not less that five percent greater than the tension required by Table 4. Bolts shall be installed in all holes of the connection and brought to a snug tight condition. Snug tight is defined as the tightness that exists when the plies of the joint are in firm contact. This may be attained by a few impacts of an impact wrench or the full effort of a man using an ordinary spud wrench. Snug tightening shall progress systematically from the most rigid part of the connection to the free edges, and then the bolts of the connection shall be reUghtened in a similar systematic manner as necessary until all bolts are simultaneously snug tight and the connection is fully compacted. Following the Initial operation all bolts in the connection shall be tighteded further by the applicable amount of rotation specified in Table 5. During the tightening operation there shall be no rotation of the part not turned by the wrench. Tightening shall progress systematically from the most rigid part of the joint to its free edges. Impact wrenches, if used, shall be of adequate capacity and sufficiently supplied with air to perform the required tightening of each bolt in approximately 10 seconds. Bolt Tightening 08/21/09 Created On: 08/21/09 NOTE: These drawings are Intended to depict general Installatlon DRAWING NQ of item(s) described above. Some Items) may have been omitted SD238 for clarity of presentation. Consult your erection manual or additional SD—Sheets for further guidelines and/or clarifications. io Gutter no. N . J O v � mN c:3o_ o /[T J OO M' N N i Finished Floor Roll Form Downspout F321 EM =10-6 EM = 14'-6' 0 w Nominal Bolts Minimum Tension" in 1000's of Pounds (kips) Size, Inches A325 Bolts A490 Bolts 1 2 12 15 5 8 19 24 344 28 35 7/8 39 49 1 51 64 1 1/8 56 80 1 1/4 71 100 1 3a 85 121 1 1/2 Field Splice In N Exterior Downspout 2- Interior Downspout Fastener J14 1/8 x 3/16' Pop Rivet A field splice is required for eave heights greater than 16'-0'. Use the chart to field cut a 10'-6' or 14'-6' length of downspout. Always measure the required length starting at the swaged end. After cutting to length, insert the swaged end of the cut downspout into the top of the lower downspout. Secure with pop rivets. 4" x 5" Roll Form Downspout 3/1/2010 Created On: 08/21/09 NOTE: These drawings are Intended to depict general installation DRAWING N0. of Item(s) described above. Some Item(s) may have been omitted SD701 for clarity of presentation. Consult your erection manual or additional SD—Sheets for further guidelines and/or clarifications. "Equals 103 148 to 70 percent of specified min'unum tensile strengths of bolts (as specified in ASTM Specifications for tests of full size A325 and A490 bolts with UNC threads loaded in axion tension) rounded to the nearest kip. Table 4 Fastener Tension Required for Slip—critical Connection & Connections Subiect to Direct Tensionl u Disposition of Outer Face of Bolted Parts Bolts len th n age norm o Both face slopfd�0 9 Both faces b��of a Is nd o�h pof more hha (under side of normal to sloPec�noy more ef�lon from no al % i.he head t end bolt axis 1:Y0 (beveled washer bolt axis�bevele of bolt not used washer not used Up to and including 4 1/3 tum 1/2 tum 2/3 turn diameters qme ersdbut 1/2 turn 2/3 tum 5/6 tum not,excee Ing 4rtne ers�ut 2/3 tum 5/6 turn aNut rotation is relative to bolt regardless of the element (nut or bolt) being turned. For bolts installed by 1/2 tum and less, the tolerance should be plus or minus 30 degrees- for bolts installed by 2/3 turn and more, the tolerance should be plus or minus 45 degrees. bApplicable only to connections in which all material within the grip of the bolt is stteel. allo research has been performed by the Council to establish the turn—of—nut procedure for bolt lengths exceeding, 12 diameters. Therefore, the required rotation must be determined by actual test In a suitable tension measuring device which simulates conditions of solidly fitted steel. 08/21/09 Table 5 Nut Rotation from Snug Tight Condition°•b Created On: 08/21/09 NOTE: These drawings are Intended to depict general installation DRAWING N0. of item(s) described above. Some Item(s) may have been omitted for clarity of presentation. Consult your erection manual or S D 23 8A additional SD—Sheets for further guidelines no excee In 1 turn 12 diameter and/or elarificotions. 1. Install all bolts in connection. 2. Beginning at a rigid point in the connection (paint with no gap), tighten each row of bolts to snug tight progressing toward the free edge(s) of the connection (edge with gap). 3. Repeat step 2 until all plies of the connection are completely pulled together with no gap present, and all bolts are snug tight. 4. Mark each bolt head or nut at its present position. Rotate bol t required amount shown in the table. Difference in mark locations will insure correct bolt tightness. Free Edge 0 rn c First Second Connection Snug Snug Compacted Pass Pass Bolt should be rotated now. Rigid Edge Turn—of—Nut Sequence Order When connection is compacted and bolt Is snug: 1. Mark nut and bolt location with keel or chalk. 2. Rotate nut as required per chart conditions. 3. Finished mark locations are proof that bolts have been properly tightened. �0a O � 2/3 Position Turn—of—Nut Procedure 08/21/09 Created On: 08/21/09 NOTE: These drawings are intended to depict general Installation DRAINNG NO. of Item(s) described above. Some Item(s) may have been omitted SD2386 for clarity of presentation. Consult your erection manual or additional SD—Sheets for further guidelines and/or clarlflcations. Bock Gutter (Shape May Vary) As Req d Downspout Strap Gutter— 5 1/2' Min. R�, 1 3 F797 (Shape May Vary) •� Tab Roll Form Downspout � m, ,� F320 — 10,-6; � , ? •�• Tab ,,"• � 4"• F313 = 14 —6 • _ _ "•' Fastener x!14 Wall 1/8" x 3/16" , �Pop Rivet (Typ.) Front DS width ` Note Yew Field Bevel Cut Roll Form Top of Downspout � Downspout ' Downspout N Fastener X14 F322 1/8' x 3/16' Downspout Wall / Pop Rivet (Typ.) Field Cut From DS Depth F32 Kickout F320 or F313 Downspout To Gutter Attachment Detail ' i� Roll Form 1. Refer to the building erection drawings for the location and spacing of the a �� Downspout downspouts. F322 2. Locate all downspouts over a major panel nb if possible. Downspout 3. Make a cardboard template of the downs out shape . Place the template on � � Strap the bottom of the gutter and trace the outline. Remove the template and draw F797 a line from corner to comer, forming an 'x' pattern. 4. Drill a whole at the center of the Y. Using tin snips, cut along the lines Roll Form of the x only. Do not cut along the outside lines of the downspout square. g 1/2• Downspout F320 or F313 5. Bend each triangular tab down toward the ground, 90 Degrees to the bottom of the gutter. 6. Position the top of the downspout under the gutter. Make sure all four gutter tabs are on the inside of the downspout. DOWi1SpOUt KICkOUt Full Height Open Wall 7. Install Fastener #14 through the downspout into the gutter tab. Only the 4" X 5" ROII Form 4" X 5" ROII Form two sides and the front of the downspout will receive fasteners. 3/1/2010 08/21/09 Created Created On: 0e/21/09 seated On: 08/21/09 Created On: 08/21/09 DRAWING N0. NOTE These drawings are Intended to depict general installation DRAWING NO. NOTE: These drawings are intended to depict general installation DRAWING NO. NOTE: These drawings are intended to depict general installation of Item(s) described above. Some Item(s) may have been omitted of Item(s) described above. Some Items) may have been omitted SD703 of Item(s) described above. Some Items) may have been omitted SD705A for clarity of presentation. Consult your erection manual or SD /'7 02 for clarity of presentation. Consult your erection manual or for clarity of presentation. Consult your erection manual or additional SD—Sheets for fr further guidelines and/or clarifications. addltlonal SD—Sheets for further guideltnea and/or clarlflcatlons. urther guidelines and/or clarifications. additional SD—Sheets fo 0 0 Job Number.• 22-8-56589-1 Sheet Number: R6 of 12 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Californ U ESN a � � M � 3 U iMU O Scale: NOT TO SCALE Drown by. YA 10/06/11 Checked by. RWB 10/07/11 ia P.E. 25602 Oct 07, 2011 25602 Exp. 12/3111 1 Roll Form Downspout F320 or F313 Downspout Strap F797 Fastener $14 i/8 x 3/16" Pop Rivet See SD707 ,,b V K11, 4' 1/2' Downspout Strap Attachment Detail 4' x 5' Roll Form 3/1/2010 Created On: 08/21/09 NOTE: These drawings are intended to depict general installation DRAWING NO. `of items) described above. Some Item(s) may have been omitted SD706 for clarity of presentation. Consult your erection manual or additional SD—Sheets for further guidelines and/or clarifications. Fastener X55 Main Frame column 12-24 x 1 1/4 " Tek 5 Without Washer (Typ.) Downspout Strap F797 N Fastener #14 1/8' x 3/16" Roll Form Pop Rivet (Typ.) Downspout F320 or F313 Open Wall Fastener Not Provided By Building Mfg. A •' '� �� ' • .' Masonry .".. . . Downspout Strap F797 \ Fastener #14 1/8" x 3/16' Roll Form Pop Rivet ( T yp,) Downs out or F320 F313 Masonry Wall Downspout Strap Attachment Detail 4" x 5" Roll Form 11/05/10 Created On: 08/21/09 NOTE: These drawings are Intended to depict general Installation DRAWING NO. of item(s) described above. Some Items) may have been omitted SD708 for clarity of presentation. Consult your erection manual or additional SD—Sheets for further guidelines and/or clarifications. IN 3/16 3116 0 3/16 r O FLUSH EA VE DETAIL B GRIND FLUSH O CANOPY AT FLUSH COLUMN O` TO 1/16" 0" TO 118" WPS /2 !-T7KPS /'6 � WELD FAR SIDE FIRST FLUSH GOUGE INTO ROOT PASS OR S FLUSH PER WPS EXTENDED OR t EXTENDED W FLANGE THICK S O Q a 114" 3/16" qq 5116` 1/4" J/6' 5/16" DETAIL B FILLETS NOT APPLICABLE FLANGE TO CONNEC77ON PLATE TO CRANE BRACKETS AND BRACKET TO FLANGE TABLE 2 FULL LENGTH IF D – 10` OR LESS J. DETAIL B D DETAIL A VARIES TABLE 1 FROM CAP PLATE TO S77FFENER 3/16 O (1F REOD.) LEAN TO BRACKET DETAIL A COLUMN SAVE COND177ONS 3/16 V TYPICAL BRACE. REINFORCEMENT 3/16 DH- V -./ TABLE 2 TABLE 2 DETAIL C TYPICAL COLUMN WELDS STRAIGHT OR TAPERED --,�-( TABLE 2 O GENERAL FILLET WELDS O O DETAIL B < 114 THINNER PLATE (USUALLY THE WEB) 1/4 5/16 J18 1/2 518 J14 UNDER 1/4 GRIND FLUSH T– – – – _ – 114 3/16 TABL72DETAIL 5/16 THRU 112 IS O —PXTABLE 2 B 114 1/4 1/4 f/4 1/4 1/4 TABLE 1 S.A.W. 1/4 1/4 3/16 FULL LENGTH 5/16 114 OF FLANGES O O MAY INCLUDE SECTION H VIEW --TABLE 2 B CONNECTION PL. SAVE CANOPY OR FASCIA BRACKET DETAIL C O (1F REOD.) LEAN TO BRACKET DETAIL A COLUMN SAVE COND177ONS 3/16 V TYPICAL BRACE. REINFORCEMENT 3/16 DH- V -./ TABLE 2 TABLE 2 DETAIL C TYPICAL COLUMN WELDS STRAIGHT OR TAPERED --,�-( TABLE 2 O 2 DETAIL I TYP. DETAIL E / WPS /'S —k�—( WELD FAR SIDE FIRST do I \ \ GOUGE INTO ROOT PASS 45' WS /3A HORIZONTAL J NOTE C2 APPLIES COPED GUSSET WHEN REOD. WELD PER TABLE 2 TABLE 2 FULL LENGTH IF D – 10" OR LESS J" DETAIL A VARIES �\ TABLE 1 FROM CAP PLATE TO STIFFENER 3/16 IPS /1, 318" OR LESS ELD TRANSITION FOR CANADA SEE WS -2 KPS 45 UNLIM. WELD 7RANSI77ON FOR CANADA SEE: WS -2 WPS /W, UNLIM. WELD TRANSITION FOR CANADA SEE WS -2 „–r. „ – — _– _. . _ DETAIL B TABLE 2 – AT SLOPED FLANGE FILLET MAY BE LOCATED ON OUTER SIDE 1F POSSIBLE, OR USE CJP. TABLE 2 )£TAIL B MOMENT BASE PLA TES TABLE 2 TYP. ABLE 2 TYP. KPS /1 GMAW WPS /70 SAW/GMAW WS WPS BACK GOUGE WPS /71 GMAW WPS WPS 41 OC SAW BACK GOUGE 60 BACK GOUGE FLAT OR BAC �OUGE 45 BACK GOUGEUGE R=114. 20 —0–J/1 J116' 0-3116" \ 0– 1 8" 0– 1/16` PER WPS h o O h O \ O 2 ® 2 O NOTES C1 PROCEDURES SHOWN ARE MOST COMMON. OTHER SPLICE PROCEDURES INCLUDE KPS /2A, /JA, AND #16. C2 ANY PREQUALIFIED OR PROCEDURE QUALIFIED" CP WELD MAY ALSO BE USED FOR DETAILS B AND C. W17N A WRITTEN NCI APPROVED WPS. DETAIL C 1:2 1/2 THICKNESS 7RANSI7ION REQUIRED FOR CANADA PROJECTS SPLICE WELDS '-( TABLE 2 DETAIL B---, 2 DETAIL C EA VE STRUT BRACKET TO BE WELDED IN PLACE AF7ER THE COMPLETION OF THE HAUNCH WELD TABLE 2 DETAIL B TABLE 2 TOP AND BOTTOM DETAIL B BOTH SIDES OF WPS COLUMN FLANGE TABLE 2 3116�,� _ TABLE 1 Y + 3` DETAIL E TABLE 1 Y �y TABLE 1 S.A. W. STRAIGHT OR TAPERED FILL LENGTH OF FLANGES NCI KNEE CONNEC TIONS MA Y VAR Y A S SHO WN 3/16"" 5F ALTERNATE SAVE STRUT SUPPORT ANGLE (STAR & CECO - WHEN REQUIRED) TABLE 2 TABLE 2 TABLE 2 TOP AND BOTTOM STIFFENER �— {TABLE 2 / \ TABLE 2 GMAW WELD 4� WPS /'5 3"' PAST BOSS 45' TOP AND BOTTOM 7 ---TABLE 2 BEL 0 W EA VE BOSS GENERAL NOTES 1. ALL SAW WEB 70 FLANGE WELDS TO BE CONTINUOUS ONE SiD£ ONLY UNLESS NOTED ON FABRICATION DOCUMENTS 2 INCREASE FILLET EBY T IS GREATER THAN 1116.MAXI UM FILLET ROOT 6 FOR EACH 1 IS 3/16. DET6 OF GAP F GAP AT AIL F ON WS -4. J. FILLET WELD SiZE IS NO GREATER THAN THE SHORTEST LEG SIZE. 4. FOLLOW APPROPRIATE WELDING PROCEDURE SPEC/FICA TIONS FOR ALL WELDS, FOR SAW FILLETS USE WPS /15 GMAW FILLETS USE KPS /16. 5. WELD COVER PASSES ARE PERMITTED FOR APPEARANCE PURPOSES WHEN NO WELD IS REQUIRED. USE WPS /1 WELD PASS PARAMETERS TABLE 2 WELD CONTINUOUS 11 1/2` BEYOND BOLT GROUP, ON SIDE OPPOSITE FROM SAW WELD. • AND LHOLES ARGER R GER INTHE DFLANGE OR WHEN HOLES ARE 13/16" AND LARGER IN THE WEB AND WITHIN 12` OF A FLANGE COLUMN AT MEZZANINE BEAM (WHEN REQUIRED) INSURE IHA7' FILLET LEG SIZES ARE ACHIEVED GAP DUE TO SLOPE BEVEL OR SLOPE 2:12 - 9 DEGREES 4:12 = iB DEGREES FOR SLOPE BETWEEN 2.•12 AND 4:12 INCREASE FILLET 1/16`. FOR 4:12 SLOPE AND GREATER USE Cio APS 12 or .45. GENERAL NOTE NO 2 /S IN ADDITION TO SKEW INCREASE MAX. OPENING ALLOWED IS 3/16. THEN USE CJP, WPS 12 OR 15. lF REQUIRED FILLET EXCEEDS 5/16 THEN USE CR, WPS /j2 OR /5. FILLET INCREASE AT SKEW GENERAL FILLET WELDS O O MAY BE SAW < 114 THINNER PLATE (USUALLY THE WEB) 1/4 5/16 J18 1/2 518 J14 UNDER 1/4 WELD PER T– – – – _ – 114 3/16 TABLE 1 5/16 THRU 112 O O —PXTABLE 2 I 3/16 114 1/4 1/4 f/4 1/4 1/4 1/4 1/4 3/16 \DETAIL B 5/16 114 DETAIL E O O 3" SECTION H VIEW --TABLE 2 2 DETAIL I TYP. DETAIL E / WPS /'S —k�—( WELD FAR SIDE FIRST do I \ \ GOUGE INTO ROOT PASS 45' WS /3A HORIZONTAL J NOTE C2 APPLIES COPED GUSSET WHEN REOD. WELD PER TABLE 2 TABLE 2 FULL LENGTH IF D – 10" OR LESS J" DETAIL A VARIES �\ TABLE 1 FROM CAP PLATE TO STIFFENER 3/16 IPS /1, 318" OR LESS ELD TRANSITION FOR CANADA SEE WS -2 KPS 45 UNLIM. WELD 7RANSI77ON FOR CANADA SEE: WS -2 WPS /W, UNLIM. WELD TRANSITION FOR CANADA SEE WS -2 „–r. „ – — _– _. . _ DETAIL B TABLE 2 – AT SLOPED FLANGE FILLET MAY BE LOCATED ON OUTER SIDE 1F POSSIBLE, OR USE CJP. TABLE 2 )£TAIL B MOMENT BASE PLA TES TABLE 2 TYP. ABLE 2 TYP. KPS /1 GMAW WPS /70 SAW/GMAW WS WPS BACK GOUGE WPS /71 GMAW WPS WPS 41 OC SAW BACK GOUGE 60 BACK GOUGE FLAT OR BAC �OUGE 45 BACK GOUGEUGE R=114. 20 —0–J/1 J116' 0-3116" \ 0– 1 8" 0– 1/16` PER WPS h o O h O \ O 2 ® 2 O NOTES C1 PROCEDURES SHOWN ARE MOST COMMON. OTHER SPLICE PROCEDURES INCLUDE KPS /2A, /JA, AND #16. C2 ANY PREQUALIFIED OR PROCEDURE QUALIFIED" CP WELD MAY ALSO BE USED FOR DETAILS B AND C. W17N A WRITTEN NCI APPROVED WPS. DETAIL C 1:2 1/2 THICKNESS 7RANSI7ION REQUIRED FOR CANADA PROJECTS SPLICE WELDS '-( TABLE 2 DETAIL B---, 2 DETAIL C EA VE STRUT BRACKET TO BE WELDED IN PLACE AF7ER THE COMPLETION OF THE HAUNCH WELD TABLE 2 DETAIL B TABLE 2 TOP AND BOTTOM DETAIL B BOTH SIDES OF WPS COLUMN FLANGE TABLE 2 3116�,� _ TABLE 1 Y + 3` DETAIL E TABLE 1 Y �y TABLE 1 S.A. W. STRAIGHT OR TAPERED FILL LENGTH OF FLANGES NCI KNEE CONNEC TIONS MA Y VAR Y A S SHO WN 3/16"" 5F ALTERNATE SAVE STRUT SUPPORT ANGLE (STAR & CECO - WHEN REQUIRED) TABLE 2 TABLE 2 TABLE 2 TOP AND BOTTOM STIFFENER �— {TABLE 2 / \ TABLE 2 GMAW WELD 4� WPS /'5 3"' PAST BOSS 45' TOP AND BOTTOM 7 ---TABLE 2 BEL 0 W EA VE BOSS GENERAL NOTES 1. ALL SAW WEB 70 FLANGE WELDS TO BE CONTINUOUS ONE SiD£ ONLY UNLESS NOTED ON FABRICATION DOCUMENTS 2 INCREASE FILLET EBY T IS GREATER THAN 1116.MAXI UM FILLET ROOT 6 FOR EACH 1 IS 3/16. DET6 OF GAP F GAP AT AIL F ON WS -4. J. FILLET WELD SiZE IS NO GREATER THAN THE SHORTEST LEG SIZE. 4. FOLLOW APPROPRIATE WELDING PROCEDURE SPEC/FICA TIONS FOR ALL WELDS, FOR SAW FILLETS USE WPS /15 GMAW FILLETS USE KPS /16. 5. WELD COVER PASSES ARE PERMITTED FOR APPEARANCE PURPOSES WHEN NO WELD IS REQUIRED. USE WPS /1 WELD PASS PARAMETERS TABLE 2 WELD CONTINUOUS 11 1/2` BEYOND BOLT GROUP, ON SIDE OPPOSITE FROM SAW WELD. • AND LHOLES ARGER R GER INTHE DFLANGE OR WHEN HOLES ARE 13/16" AND LARGER IN THE WEB AND WITHIN 12` OF A FLANGE COLUMN AT MEZZANINE BEAM (WHEN REQUIRED) INSURE IHA7' FILLET LEG SIZES ARE ACHIEVED GAP DUE TO SLOPE BEVEL OR SLOPE 2:12 - 9 DEGREES 4:12 = iB DEGREES FOR SLOPE BETWEEN 2.•12 AND 4:12 INCREASE FILLET 1/16`. FOR 4:12 SLOPE AND GREATER USE Cio APS 12 or .45. GENERAL NOTE NO 2 /S IN ADDITION TO SKEW INCREASE MAX. OPENING ALLOWED IS 3/16. THEN USE CJP, WPS 12 OR 15. lF REQUIRED FILLET EXCEEDS 5/16 THEN USE CR, WPS /j2 OR /5. FILLET INCREASE AT SKEW TABLE 2 GENERAL FILLET WELDS TABLE 1 MIN. FILLET WELD SiZES, KPS /75 SAW dr KPS 16 GMAW THICKER PLATE < 114 THINNER PLATE (USUALLY THE WEB) 1/4 5/16 J18 1/2 518 J14 UNDER 1/4 3/16 T– – – – _ – 114 3/16 J116 – – – 5/16 THRU 112 3/16 3116 3/16 3116 3/16 – – 5/8 THRU 3/4 I 3/16 114 1/4 1/4 f/4 1/4 1/4 TABLE 2 GENERAL FILLET WELDS WPS /6 ONE BOTH SIDE SIDES THINNER PLATE FILLET FILLET 774/CKNESS SiZE SIZE UNDER 1/4 3116 3/16 1/4 1/4 3/16 5/16 5/16 114 0 0 0 } C C 0 SR! o V o o a °o ` J C OfN Eofn_ 'A� 2 LLU=zicai ✓ " U W O J V 'off~o 4 xrn0 .W F v E o 0 .c .F e w a`L 41 0z< z- El 0 cs a -900., 5 � a, 0 mz)Q to EOUz (6O0°O9 U M re) 0 O Scale: NOT TO SCALE Drawn by. YA 10/06/11 Checked by. RWB 10/07/11 Project Engineer. Job Number. 22–B-56589-1 Sheet Number: R8 of 12 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. California P.E. 25602 E / Nps i rOCt 07, 2011 �' y 25602 M Exp. 12/31/11 � TEFF CA��F�� L I 0' TO 1 8 WPS 15 WPS 11 GMAW WPS 110 SAW/GMAW WPS 5 0" TO 1/16` II WELD FAR SIDE FIRST do BACK GOUGE WPS 13 WPS 14 V WPS 12 GOUGE INTO ROOT PASS KPS 110C SAW BACK�GOUGGEAIY 60 BACK GOUGE BACKFLAT �GOUGE WELD FAR S/DE f7RST FLUSH 45' WPS /3A HORIZONTAL ,u R-1/4, 20 BACK GOUGE 2 S KPS /6 GOUGE INTO ROOT PASS OR m� PER WPS EXTENDED h� FLUSH �� OR _� 11 0-3/16• o-3/16' O - 1 6• 0 - 1116` uo o En EXTENDED v -- — PER WPS o o FLANGEQ g a NOTES 114' THICK S 1/4' 3/16` h 5/16' 1/4' II O Cl PROCEDURES SHOWN ARE MOST COMMON. OTHER SPLICE o PROCEDURES INCLUDE WPS 12A, 13A, AND 116. 4 C2 ANY PREQUALIFIED OR PROCEDURE QUALIFIED" CJP WELD MAY ALSO 3/8' 5/16" ~ DETAIL B BE USED FOR DETAILS B AND C, WITH A WRITTEN NCI APPROVED WPS 1:2 1/2 THICKNESS TRANSITION REQUIRED FOR CANADA PROJECTS FILLETS NOT APPLICABLE FLANGE TO CONNECTION PLATE NOTE C2 APPLIES DETAIL C TO CRANE BRACKETS AND BRACKET TO FLANGE SPLICE WELDS TABLE 2 DETAIL B GMAW WELD 1 1/2- PAST BOLT DETAIL C PATTERN FOR 13/16" HOLES AND LARGER IF BOLT PATTERN IN WEB / STIfFENE�ASFULL OR PAR77AL TA/LED IS WITHIN 12' OF FLANGE. / THICKNESS TRANSITION FDR CANADA ^ DETAIL B 3/16 ( DETAIL C I K' �/r - _ 12' OR o o LESS TABLE 1 0 o 3" TABLE 1 TABLE 2 J. TABLE 2 XX DETAIL C DETAIL BTHICKNESS TRANSITION FOR CANADA TABLE 1, S.A.W. • -K-1 FULL LENGTH WELDER ID STAMPS - ON FAR SIDE SECTION K VIEW (NEAR INNER FLANGE WITHIN 6` OF END) DETAIL B - SAW PULL-THRU WELDER OPERATOR HAND FITTER RAFTER TAPER MAY VARY AS SHOWN HAND WELDERS (CEN7ER ON FLANGE) COPED GUSSET PER TYPICAL RAFTER WELDS JTABLE 2 WHEN REOD. (TYP) I TABLE 1 DETAIL B TABLE 2 DETAIL B Z3/1s 3/16 TABLE 2 TABLE 2 DETAIL B TABLE 1 3' COPED GUSSET PER TABLE 2 TABLE 2 WHEN REOD. (TYP-) DETAIL B RAFTER MAY VARY AS SHOWN FULL OR PARTIAL DEPTH STIFFENERS AS DETAILED TABLE 1 FOR FULL DEPTH STIFFENERS TABLE 2 SAW TABLE 1 CONT. TABLE 2 BETWEEN STIFFENERS TABLE 2 TABLE 2 DETAIL E, SHEET 145-1 TABLE 2 or OR BUILT-UP COLUMN COLUMN PINNED CONNECT70N (ALL HOLES INSIDE OF FLANGES OR S77FFENERS) DETAIL B TABLE 1 FOR FULL DEP7H STIFFENERS SAW/ TABLE 1 COA177NOUS > BETWEEN STIFFENERS `AND 1-1/2` BEYOND OU7ER CONNECTION HOLES �- DETAIL & SHEET WS -1 DETAIL BTABLE 1 3. FOR BLIP TABLE 2 WF OR BUILT-UP COLUMN COLUMN MOMENT CONNEC77ON (HAS BOLTS OUTS/DE OF FLANGES OR STIFFENER) DETAIL B TABLE 2 TABLE 1 CONT. 1 1/2" BEYOND CONN. HOLES DETAILS, FLUSH CONDITION GRIND WELDS FLUSH WHEN FLANGE HAS HOLES PREPARE THIN PLATE PER WPS 1 SETA/L C �= n DETAIL C 0.- 1/8' FLANGE WIDTH TRANSITION PLATE THICKNESS TRANSITION FOR CANADA JOBS ONLY 7RANSI7ION EITHER THE WELD OR THE PLATE OR A COMBINATION OF BOTH TO ACHIEVE 1:2 1/2 77?ANS/770N. AT KNEE CONNECTION, DO NOT 7RANS177ON CONNECTION PLATE FOR S7EPPED THICKNESS, 7HINNER PLATE END PREPARATION MAY BE USED /F TRANSITION OF THICKER PLATE IS PREPARED PRIOR TO WELDING. THIS SllhhLNLH WILL HAVE HULLS AND MAY OCCUR ON ONLY ONE SIDE OF WEB HIP RAFTER STIFFENER FOR SKEWED RAFTER SUPPORT TABLE 1 AT FULL DEPTH STIFFENERS\ TABLE 2 }- TABLE 1 CONT. 1 1/2' BEYOND CONN. HOLES O TABLE 2 DETAIL C u �- c C DETAIL C aC. g PIPE OR TUBE COLUMN G F Q g� o DETAIL C AT FLANGE V a v RAFTER INTERIOR SUPPORTS GENERAL NOTES 1. ALL SAW WEB TO FLANGE WELDS TO BE CONTINUOUS ONE SIDE ONLY UNLESS N07ED ON FABRICATION DOCUMENTS 2. INCREASE FILLET SIZE BY 1/16 FOR EACH 1/16 OF GAP IF GAP AT ROOT IS GREATER 7HAN 1/16. MAXIMUM FILLET ROOT PERMITTED IS 3/16. DETAIL F ON WS -4. J. FILLET WELD SIZE IS NO GREATER 7HAN THE SHORTEST LEG SIZE. 4. FOLLOW APPROPRIATE WELDING PROCEDURE SPECIFICATIONS FOR ALL WELDS, FOR SAW FILLETS USE WPS 115, GMAW FILLETS USE OPS 16. 5. WELD COVER PASSES ARE PERMITIED FOR APPEARANCE PURPOSES WHEN NO WELD IS REQUIRED. USE WIRS 11 WELD PASS PARAMETERS. ONE SIDE TABLE 1 THINNER PLATE FILLET FILLET THICKNESS SIZE SIZE MIN. FILLET WELD SIZES, IMPS 115 SAW & WPS 16 CMAW FULL OR PARTIAL DEPTH < 1/4 THINNER PLATE (USUALLY THE WEB) 1/4 5/16 3/B 1/2 5/8 3/4 J 3/16 S77FFENERS AS DETAILED - - - 1/4 m 2 3/16 - - - - - 5/16 THRU 1/2 3/16 Ib 3/16 - - 5/8 THRU 3/4 TABLE 1 FOR FULL 1/4 1/4 1/4 1/4 1/4 1/4 ® ❑ 3/16 DEP7H S77FFENERS 5/16 5/16 5/16 2 �` z TABLE 2 Y a) C TABLE 1 CONT. TABLE 2 � A 1 1/2` BEYOND CONN. HOLES o .c 7-1—PIPE ,E e OR TUBE COLUMN w o RAFTER INTERIOR SUPPORTS GENERAL NOTES 1. ALL SAW WEB TO FLANGE WELDS TO BE CONTINUOUS ONE SIDE ONLY UNLESS N07ED ON FABRICATION DOCUMENTS 2. INCREASE FILLET SIZE BY 1/16 FOR EACH 1/16 OF GAP IF GAP AT ROOT IS GREATER 7HAN 1/16. MAXIMUM FILLET ROOT PERMITTED IS 3/16. DETAIL F ON WS -4. J. FILLET WELD SIZE IS NO GREATER 7HAN THE SHORTEST LEG SIZE. 4. FOLLOW APPROPRIATE WELDING PROCEDURE SPECIFICATIONS FOR ALL WELDS, FOR SAW FILLETS USE WPS 115, GMAW FILLETS USE OPS 16. 5. WELD COVER PASSES ARE PERMITIED FOR APPEARANCE PURPOSES WHEN NO WELD IS REQUIRED. USE WIRS 11 WELD PASS PARAMETERS. TABLE 2 GENERAL FILLET WELDS PPS 16 ONE SIDE TABLE 1 THINNER PLATE FILLET FILLET THICKNESS SIZE SIZE MIN. FILLET WELD SIZES, IMPS 115 SAW & WPS 16 CMAW ]NICKER PLATE < 1/4 THINNER PLATE (USUALLY THE WEB) 1/4 5/16 3/B 1/2 5/8 3/4 UNDER 1/4 3/16 - - - - - - 1/4 3/16 3/16 - - - - - 5/16 THRU 1/2 3/16 3/16 3/16 3/16 3/16 - - 5/8 THRU 3/4 3/16 1/4 1/4 1/4 1/4 1/4 1/4 OVER 3/4 3/16 1/4 5/16 5/16 5/16 5/16 5/16 TABLE 2 GENERAL FILLET WELDS PPS 16 ONE SIDE B07H SIDES THINNER PLATE FILLET FILLET THICKNESS SIZE SIZE UNDER 1/4 3/16 3/16 1/4 1/4 3/16 5/16 5/16 1/4 OVER 5/16 5/16 5/16 UQ Q J ❑ ❑ WED D J arn w U) j a, O �ma I XV) C w �n�aMOU 3 U M re) 0 O Scale: NOT TO SCALE Drawn by. YA 10/06/11 Checked by. RWB 10/07/11 Project Engineer.• Job Number. 22—B-56589-1 Sheet Number: R9 of 12 The engineer whose seal appears hereon Is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. 4o I HOF QOct 07, 2011 25602 Exp. 12/31/11 Oct 07, 2011' 25602 Exp. 12/�3,1�/.1111 U TABLE 2 3/16 3/16 3/16 m� TABLE 2 TABLE 2 • • L=T NO WELD REQUIRED ON THIS SIDE TABLE 2 TABLE 2 • • TABLE 2 TABLE 2 STIFFENERS 3/f6 3/16 3/16 3/16 3/16 3/16 c .4 3/16 u y 3/16 TABLE 2 TABLE 2 TABLE 2 TABLE 2 TABLE 2 TABLE 2 TABLE 2 TABLE 2 TABLE 2 TABLE 2 u CORNER COLUMN ENDWALL COLUMN ENDWALL COLUMN ENDWALL COLUMN ENDWALL COLUMN 0 (AT RIGID FRAME) (BYPASS GIRT) (BYPASS GIRT) (FLUSH OR INSET GIRT) a S m CONT. CHANNEL TO FLANGE J116-} NPS 16 C C 3/16 WPS /93/16 WPS KPS 16 3/16` LENGTH PER DESIGN c C C TABLE 2 O 8� o T S WPS#7 OR 01 V o a 0 o T= 3/4 MAX /fB C j L ROOT – PER WPS BEVEL ENGINEER TO SPECIFY O e t Cd' WELD J� x No PER KPS WELD SIZE _ ¢ ® ❑ COMMERCIAL STEEL RACKING RING "DETAIL G"3/16' KPS '06 D TABLE 2 – ° to ly o x rn 0 TABLE 2 t y R A DETAIL M DETAIL N SECTION A–A TOP & BOTTOM TABLE 2 To FLANGEBOTTOM O e E K A A i o DETAIL M 3/16" TABLE 2 ,E � HSS ROUND SPLICE O O TABLE 2 3/16 O w a TABLE 2 O O ZQ J ❑ ❑ CC 1/4" S t<- 1" TABLE 2 DD cJP WELD _ 9 y w DETAIL G 5 0) 2 TYPICAL COL Uti�N CLIP OPTIONAL CANTILEVER BASE PLATE ° m a o W KPS UNUM STRAIGHT COLUMN N0 GENERAL NOTES DEPTH RESIR/C110NS M o Co 5 001 U m M v .� O FB ROOT = PER KPS B — Scale: NOT TO SCALE ti BEVEL PER KPS 1. ALL SAW KEB TO FLANGE WELDS TO BE CONTINUOUS ONE SIDE ONLY UNLESS N07ED ON CDOCUMENTS Drawn by. YA 10/06/11 D 2. INCREASE FILLET SIZE B 1/76 FOR EACH 1/16 OF GAP IF GAP AT ROOT IS GREATER THAN 1/1,8. MAXIMUM FILLET ROOT PERMITTED IS 3/16. DETAIL F ON W54. Checked by. RWB 10/07/11 CARBON STEEL CANTILEVER COLUMN SIZE. Project Engineer. BACKING J. FILLET WELD SIZE IS NO GREATER 7HAN THE SHORTEST LEG 4. FOLLOW APPROPRIATE WELDING PROCEDURE SPECIFICATIONS FOR ALL N£LD$ DETAIL B (TYP.) FOR SAW FILLETS USE KPS /75, GMAW FILLETS USE KPS ,/6. Job Number: 22–B-56589-1 5. WELD COVER PASSES ARE PERMITTED FOR APPEARANCE PURPOSES WHEN NO KELD IS REQUIRED. USE KPS /1 KELD PASS PARAMETERS Sheet Number: R10 of 12 DETAIL N WS 19 3/16 NPS /6 3/f6 • • TABLE 2 TABLE l TABLE 2 The engineer whose seal appears hereon Is an employee RECTANGULAR TUBING SPLICE • MIN. FILLET KELD SIZES, KPS /15 SAW & KPS /6 GMAW GENERA LS 16 WELDS for the manufacturer for the materials described herein. Said TABLE 2 THINNER PLATE (USUALLY THE KCB ONE BOTH seal or certification is limited PIPE RECT. TUBE THICKER PLA TE < 1/4 1/4 5/16 3/8 1/2 5/8 3/4 SIDE SIDES to the products designed and manufactured by manufacturer • TABLE 2 FDETAIL UNDER 1/4 3/16 – – – – – – THINNER PLATE FILLET THICKNESS SIZE FILLET SIZE only.The undersigned engineer is WELDS LARGER THAN THESE STANDARD SIZES MAY BE REQUIRED • not the overall engineer of REFER TO FABRICA710N DOCUMENTS 1/4 – _ _ _ 3/16 3/16 – UNDER 1/4 3/16 3/16 record for this project. INTERIOR PIPE OR TUBE COLUMNS 5/16 THRU 1/2 3/16 3/16 3/16 3/16 3/16 – – 1/4 f/4 5/16 3/16 1/4 Robert S. Hoekstra, P.E. 5/8 THRU 3/4 3/16 1/4 1/4 1/4 1/4 1 1/4 1/4 5/16 Q1 4/12/10 California P.E. 25602 ANY PREQUALIFIED OR PROCEDURE QUALIFIED" FULL PEN KELD MAY ALSO BE USED WIN COMPANY APPROVED KPS. 0 B—B CANTILEVER BASE PLA TE OVER 3/4 3/16 1/4 5/16 5/16 5/16 5/16 5/16 OVER 5/16 5/16 5/16 Oct 07, 2011' 25602 Exp. 12/�3,1�/.1111 SEE NOTE 2 INCREASE FILLET IDEAL FIT—UP FIT—UP GAP BY AMOUNT OF GAP ti aLl DESIGN DESIGN FlLL.ET FlLLET DESIGN FILLET SIZE 1/8" 1 3/16" 1/4' 5/16" REanRED FlLLET GAP REQUIRED FILLET SIZE NZIL 1/16" 3/16" 1/4' 5/16' 3/8" 1/8' 1/4" 5/16" 3/8" 7/16' USE CJP 3/16" 5/16" 3/8' 7/16" 2' DETAIL F - FILLET INCREASE WPS ,{15 FOR WEB 3/8" OR THICKER 6 Q' KPS /I FOR WEB 5/16" THICK OR LESS 0' TO 1/16" 0" TO 1/8" WPS /'2 WELD FAR SIDE FIRST FLUSH 'S ilk GOUGE INTO ROOT PASS OR `O 2 S FLUSH PER WPS EXTENDED OR EXTENDED T -W 7HICK GE LS 1/4" J116- 5116- 114- 3/8 . /4"3/8" 5/16" ~ DETAIL B FILLETS NOT APPLICABLE FLANGE TO CONNECT70N PLATE TO CRANE BRACKETS AND BRACKET TO FLANGE WPS /5 FOR FLANGE 3/8" OR THICKER 45' HOT ROLLED BEAM OR CHANNEL WPS #1 FOR FLANGE 5/16' THICK OR LESS HOT ROLLED BEAM OR CHANNEL SPLICE �{ TABLE 2 TABLE 2 L0 CAP WELDING AT FLANGE �OF STIFFENERS WITH HOLES BEARING STIFFENER STIFFENER WELDING DETAIL TABLE 2 AT FLANGE WITHOUT HOLES BLE 2 BLE 2 FULL DEPTH STIFFENER PINCH STIFFENER TABLE 2 TYPICAL OR SEC77ON 0 / KPS /'5 ? ( WELD FAR SIDE F7RST & MIN. FILLET WELD SIZES, WPS 115 SAW do WPS A GMAW GOUGE INTO ROOT PASS 45' WPS /'3A HORIZONTAL I 3/16 — — — — — — j 3/16 N07E C2 APPLIES WPS 46 NCI PURLIN CLIP DETAIL P" 3/16 SEE DETAIL P' y SEE DETAIL "P" I / • LEAN- TO OR END PLA TE CONNECTION WELD OUT FLUSH WITH ROD TANGENT AS SHOWN SBS-2RD1 E /4 4 0 E=D/4 MIN SBS-2RD1 E -D/4 MIN D/4 4 O 4 E=0/4 MIN BRACE ROD CONNECTION WPS /9 3/16 WING PLAT! WHEN USED PIPE STRUT TABLE AUS OF COPE BE 1/2" MIN. STANDARD SHEAR CONNECTION AND COPES TABLE 2 EXCEPT PURLIN CUP TABLE 2 PURLIN CLIP P500 OR P501 DETAIL "P" 3/16LIL12 NCI PURLIN CUPS 3/16 TACKV 3/16 TABLE 2 �jll FLANGE CLIPS & WEB CLIPS FLUSH COLUMN TO `� TABLE 2 RAFTER CLIP HOLES VARY WING PLATE FOR ROD BRACING TABLE 2 NOTE. • IF CONNECTION PLATE IS 3/8 THICK OR MORE THEN WELD PER DETAIL B. END RAFTER END RAFTER ROD BRACING WING PLATE AT CORNER COLUMN STRAIGHT OR TAPERED BEAM TABLE 2 WHEN USED 5/16 FILLET FOR 1/2 OR 774ICKER PLATE GENERAL NOTES 1. ALL SAW WEB TO FLANGE WELDS TO BE CONTINUOUS ONE SIDE ONLY UNLESS N07ED ON FABRICA77ON DOCUMENTS 2. INCREASE FILLET SIZE BY 1/16 FOR EACH 1/16 OF GAP IF GAP AT ROOT IS GREATER THAN 1/16. MAXIMUM FILLET ROOT PERMITTED IS 3/16. DETAIL G, WS -4. 3. FILLET WELD SIZE IS NO GREATER THAN THE SHORTEST LEG SIZE. 4. FOLLOW APPROPRIATE WELDING PROCEDURE SPECIFICA7701VS FOR ALL WELDS, FOR SAW FILLETS USE WPS /15, GMAW FILLETS USE WPS /G. 5. WELD COVER PASSES ARE PERMITTED FOR APPEARANCE PURPOSES WHEN NO WELD IS REQUIRED. USE WPS /7 WELD PASS PARAMETERS TABLE 2 GENERAL FILLET WELDS WPS /6 ONE SIDE TABLE 1 7HINNER PLATE FILLET FILLET THICKNESS SIZE SIZE MIN. FILLET WELD SIZES, WPS 115 SAW do WPS A GMAW THICKER PLATE < 1/4 THINNER PLATE (USUALLY THE WEB) 1/4 5/16 3/8 1/2 5/8 3/4 UNDER 1/4 3/16 — — — — — — 1/4 3/16 3/16 — — — — — 5/16 THRU 1/2 3/16 3/16 3/16 3/16 3/16 — — 5/8 THRU 3/4 3/16 1/4 1/4 1/4 1/4 1/4 1 1/4 OVER 3/4 6 1/4 5/16 5/16 5/16 5/16 5/16 TABLE 2 GENERAL FILLET WELDS WPS /6 ONE SIDE BOTH SIDES 7HINNER PLATE FILLET FILLET THICKNESS SIZE SIZE UNDER 1/4 3/16 3/16 1/4 1/4 3/16 5/16 5/16 1/4 OVER 5/16 5/16 5/16 } C G G O V o a 0 a C� N� q) R C � R � �Ci G _ o o ,c E Q �Z Z� ❑ ❑ r` mea in E WW V) a 0 Co Co .0 3 U AMU 4 Scale: NOT TO SCALE Drawn by. YA 10/06/11 Checked by. RWB 10/07/11 Project Engineer: Job Number. 22—B-56589-1 Sheet Number. • R11 of 12 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer Is not the overall engineer of record for this project. Robert S. Hoekstra, P.E. Oct 07, 2011 25602 Exp. 12/31/11 OPENING SIZE KPS 121 OR 1219 O WS 125 KPS 125 OR 1759 WPS 25 OR /25G WPS 125 OR .1250 TYPICAL ALL SIDES '/4 �� O O AL ALL SIDES DO NOT CONNECT W17 DS _ 3 DO NOT CONNECT WELDS OR 25G (TYP.) KPS 125 WS 05 WS P525C OR 3- KPS 125 OR 125G OR 25G CLIP SIZES VARY OR J25G 3- 125 OR O O IPS 125 OR 1250 2 O 12 IPS 120 OR 2 O 12 1200 KPS 125 KB NEW KPS 125 1/8 TYPICAL ALL SIDES OR 125G _ 1 TYPICAL DOOR HEADER OR 125G CLIP ANGLE T)P /CAL GIRT CLIPS TYPICAL SLOT REINFORCEMENT *PS 127 KPS 125 *PS 125 OR 127G WAS 125 OR 125G OR O O KPS 125 LWHER IDE 1 T OR 125C OR 125C KPS 126 OR 125G WS 125 TYPICAL OR 126G 2-24 KPS 120 2 O 1 2 WPS 120 O O OR 125G BOTH 2-24 OR 1200 -+- ANGLE TYPICAL COLD FORM BASE ANTI -ROLL CLIP ON COLD FORM CEE DOUBLE DOOR JAMBS / HEADER CLIPS AT END OF COLD *PS 125 /--RADIUS RADIUS OF COPE WPS 125 µpg 128 OR 125G OR 125G TO BE 1/2• MIN. WS 121 OR 1218 >� K> -LD SIZES BASED ON WS 125 IPS 425 THICKNESS OF BENT PLATE OR OR 1250 + WPS 428 WPS 125 KPS 125 OR 1250 OR 125G L/2�=4 '+' HPS /25 3/4 (min. *PS125 GR 425G KPS 121 OR 21G TYPICAL COLUMN COLD -FORM STIFFENER CLIP CONNECTING IPS 125 OR 25G SUPPORT PLATE NESTED CHANNEL OR 125G L/2 WPS 125 NOTE, • REFER TO NO WELD MANUAL FOR WPSS TO BUILT-UP RAFTERICOLUMN OR 1250, TYPICAL COPING BUTT JOINT TYPICAL STITCH WELDS TYPICAL GIRT CLIPS E/TNER E RAFTER CONNECTION O O WS 125 O O OR 25G KPS 125 WS 05 OR 125G OR 25G O O IPS 125 OR 1250 2 O 12 IPS 120 OR 2 O 12 1200 KPS 125 OR 125G *PS 125 WAS 125 O O OR 125C OR 125C TYPICAL 2 O 1 2 WPS 120 O O BOTH 2 OR 42OG 0712 FLANGES TYPICAL COLD FORM BASE ANTI -ROLL CLIP ON COLD FORM CEE DOUBLE DOOR JAMBS / HEADER CLIPS AT END OF COLD FORM MEMBER WPS 125 µpg 128 OR 125G KPS 128 WS 121 OR 1218 >� K> -LD SIZES BASED ON IPS 425 THICKNESS OF BENT PLATE OR 1756 WPS 428 KPS 125 OR 125G HPS /25 3/4 (min. GR 425G KPS 121 OR 21G TYPICAL COLUMN COLD -FORM STIFFENER CLIP CONNECTING IPS 125 OR 25G SUPPORT PLATE NESTED CHANNEL NOTE, • REFER TO NO WELD MANUAL FOR WPSS TO BUILT-UP RAFTERICOLUMN CoON T R OTOR tAIGDE RN, BUILDING :0MRANY, INC. ;3C8:3 SOUTHGATF_ LANE= MANNING ENGINEERiNG 2540 ZANELLA WAY, SUITE 10 CHICO, CA 95928 PHONE: (530) 893-5937 FAX: (530) 891-5925 CONTACT: TOM MANNING EMAIL: tom@manningengreerino.net A B ANCHOR BC)LTS G/;_ GLU-LAMINATED psf POUNDS PER SQUARE FOOT AB A3011-jT G/N GANG -NAIL PSL PARALLEL STRAND LUMBER --- -- COLUMN GRID A(3,RE 040 T r GYP. GYPSUM P/T POST TENSIONING S-5 A. I ;HOH r1U. HOLD DOWN P.T.D.F. PRESSURE TREATED DOUGLAS FIR AP"PIROX A3 P OXI�vIAi'E= HDR HEADER PFB. PRE -FABRICATED `t .k=. AQ ,!_,t s€TECT t_ -!,F i-i.S.6. HIGH STRENGTH BOLTS RAD, r. RADIUS AH(3,H. Alii H, l E=C I HSS HOLLOW STRUCTURAL SECTION REF, REFERENCE, REFER TO A'SPHAI-T � HEIGHT REINF. REINFORCING W A`a;SEMEA'_'w I+OFiIZ. HORIZONTAL REBAR REINFORCING STEEL BAR BF.j. EROAFLD iE3C INTERNATIONAL BUILDING CODE RF ROOF Fl! I._11 D. INSIDE DIAMETER RS ROUGH SAWN I' _OC' '.F INSIDE FACT READ. REQUIRED RLK.G. N. INCH REV. REVISED, REVISION +31111 MEAN,; INT. INTERIOR R.H.W.S. ROUND HEAD WOOD SCREWS t.N E3: �Ni ,AF1 Y NALJFI JOIST HANGER RM. ROOM BO -1 . OST. JOIST SAD SEE ARCHITECTURAL DRAWING DR113. BE ___?iG JT. JOINT S.B. SOLID BLOCKING qtr!,''. B TIN-EiN K KIP, KILO -POUND SCHED. SCHEDULE "'Al -1, CAN LEVIER R L.D.P. LICENCED DESIGN PROFESSIONAL SDS SIMPSON STRONG DRIVE SCREW' C131::; CALIF_Ifs BULl ING CO DE L.L. FLOOR (OR ROOF) LIVE LOAD SECT. SECTION rr` t I °C ;,C,N �_C,AD LL H. LONG LEG HORIZONTAL SHT. SHEET t. I- ti;FlLll i, LLV. LONG LEL VERTICAL SHT'G. SHEATHING ,tet<. 4:_l gat I..T LIGHT SIM. SIMILAR 1Fp.E_` C,-)t,,ICRETE MAS' tJf ;Y 'UNIT LT.WT. LIGHT WEIGHT S.L. ROOF (OR DECK) SNOW LOAD ! L LIVE LOAD S.O.G. SLAB ON GRADE C1..)i�iTf?(:)I_ JhJIwT i._OCS. LOCATIONS SPEC. SPECIFICATION CONC. CONCRETE LSL LAMINATED STRAND LUMBER SQ. SQUARE CNN. CONNECT )ON LVL LAMINATED VENEER LUMBER STD. STANDARD t CEsI T +' %NSTRUCTION MACH. MACHINE STL. STEEL C;�mfiT. C0NTIN00US MATt MATERIAL STIFF. STIFFENER SK. i ':SUN T E RSINK MAX. MAXIMUM STRUCT. STRUCTURAL DEll. DOUBLE M.B. MACHINE BOLT S.T.S. SELF -TAPPING SCREW DF. DC ,JGI_A> FIR, LARCH MECH. MECHANICAL SW SHEAR WALL fDA DIAMETER MEZZ. MEZZANINE SYM. SYMMETRICAL t',rv. DIAGONAL MFG'R. MANUFACTURER T & B TOP & BOTTOM DIM. DIMENSION M.I.W. MALLEABLE IRON WASHER T & G TONGUE & GROOVE D i-. ��FAu LOAD MIN. MINIMUM T.F.J.H. TOP FLANGE JOIST HANGER D) MO IDE•=MOLIal, IDEM til-ilION mph MILES PER HOUR THK. THICK i REPEAT MISC. MISCELLANEOUS T.N. TOE NAIL OR DEEP MTL. METAL T.O.FTG. TOP OF FOOTING FDpkllvf3 (N) NEW T.O.? TOP OF PLATE DFIA!L NO. NUMBER T.O.PLY. TOP OF PLYWOOD I;E_) FxiS T iNG NOM. NOMINAL T.O.S. TOP OF SLAB L.A. FACH N.SA NELSON STUD ANCHOR T.O.W. TOP OF WALL F.F. EACH FACE N.T.S. NOT TO SCALE T.O.STL. TOP OF STEEL E LtV. ELEVAPON 0-C ON CENTER TS TUBE STEEL, SEE 'HSS' F.N. EDGE NAL. O.D. OUTSIDE DIAMETER TYR TYPICAL E=! F1. ENGINEER �)F I ECC)RE O.F. OUTSIDE FACE U.N.O. UNLESS NOTED OTHERWISE E w EACH WAY O.H. OPPOSITE HAND U.O.N. UNLESS OTHERWISE NOTED EXT. EXTERIOR OPN'G OPENING VERT. VERTICAL FDI, . i=OUNDATIOiN OPP. OPPOSITE WD. WOOD F.F. FINISH F, 00R ORIG. ORIGINAL W.P. WORK POINT F.G. FINISH GRADE OSB ORIENTED STRAND LUMBER w/ WITH r i_I'i. FLOOR O.W.G. OPEN WEB GIRDER w/o WITHOUT E= N. FIE=.LLD NAIL. O.W.J. OPEN WEB JOIST W/S WIND/SEISMIC I4.00 F=ACE OF CON" TE o/ OVER W, WF WIDE FLANGE STEEL SECTION F.0llA t AC'E OF MASONRY PE.N. PENETRATION W.W.F. WELDED WIRE FABRIC F.0 S. FACE OF STUD PERP. PERPENDICULAR & AND ""RM'Gk. FRAMING PLCS. PLACES @ AT >T F001 PLY. PLYWOOD x BY TCS -0(-'LING P.M.D. PLY -METAL DRILLERS CENTERLINE F'_;I'A. FURRING plf POUNDS PER LINEAL FOOT 0 DIAMETER C GAGE PRL.. PARALLEL = EQUALS GALVANIZED p.s.f. POUNDS PER SQUARE FOOT # POUNDS, NUMBER E PLATE ABBREVIATIONS l.-AlI SYMBOLS _._.. �_..__..._._.�--- MOFDULE LOC=ATION Aj. �w ____ ._._ SHf=ET ,,,r;.�a1;ON MATERIAL SYMBOLS GENERAL CONDITIONS 1. ALL PHASES OF THE WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2010 CALIFORNIA BUILDING CODE, AS WELL AS ALL OTHER APPLICABLE LOCAL, MUNICIPAL, STATE AND FEDERAL REGULATIONS. ALL WORK IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING DEPARTMENT AND FIELD INSPECTOR. 2. ICC -ES REPORTS, ASTM SPECIFICATIONS, IBC AND CBC STANDARDS REFERENCED IN THESE DRAWINGS SHALL BE OF THE LATEST REVISION. 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND EXISTING CONDITIONS AT THE JOB SITE PRIOR TO STARTING CONSTRUCTION. NOTED DIMENSIONS TAKE PRECEDENCE OVER THE APPARENT SCALE OF A DRAWING COMPONENT. DO NOT SCALE DRAWINGS. ANY DISCREPANCIES OR INCONSISTENCIES FOUND SHALL BE BROUGHT TO THE ENGINEERS ATTENTION BEFORE WORK PROCEEDS. 4. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE UNLESS OTHERWISE INDICATED. THEY DO NOT SPECIFY METHODS OF CONSTRUCTION. THE CONTRACTOR SHALL TAKE ALL NECESSARY STEPS AND PRECAUTIONS TO MAINTAIN THE STABILITY OF THE STRUCTURE AND PROTECT WORKMEN AND OTHER PERSONS DURING CONSTRUCTION. SPECIFIC ITEMS TO BE CONSIDERED SHALL INCLUDE, BUT NOT BE LIMITED TO, THE ADEQUACY OF ALL FORMS, SCAFFOLDING, AND SHORING FOR CONSTRUCTION EQUIPMENT; SHORING OF TILT -UP WALLS; AND TEMPORARY LATERAL BRACING OF THE STRUCTURE. S. THE ENGINEER IS RESPONSIBLE FOR SPECIFIC STRUCTURAL. ITEMS ONLY. ANY CHANGES MADE TO THE PLANS OR CALCULATIONS WILL REQUIRE A REVIEW AND APPROVAL BY THE ENGINEER. IF ANY CHANGES ARE MADE WITHOUT THE ENGINEERS APPROVAL, THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. 6. DEPENDING ON THE SCALE OF THE PROJECT, MECHANICAL, ELECTRICAL, AND PLUMBING (M.E.P.) DRAWINGS MAY OR MAY NOT BE INCLUDED IN THE DRAWING SET. THE DRAWING INDEX VERIFIES WHICH SHEETS SHOULD BE INCLUDED IN THE DRAWING SET. IF NO M.E.P. DRAWINGS ARE INCLUDED, IT IS THE RESPONSIBILITY OF THE CONTRACTOR AND HIS SUBCONTRACTORS TO INSURE THAT ALL WORK IS PERFORMED IN COMPLIANCE WITH THE APPLICABLE CODES. IF M.E.P. DRAWINGS ARE INCLUDED, SUCH DRAWINGS ARE SUPPLEMENTAL TO THE ARCHITECTURAL AND STRUCTURAL DRAWINGS. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER OR ENGINEER FOR CLARIFICATION. 7. DEPENDING ON THE SCALE OF THE PROJECT, REFER TO THE ENERGY COMPLIANCE SHEETS FOR THE REQUIREMENTS ASSOCIATED WITH CALIFORNIA TITLE 24 ENERGY REQUIREMENTS. 8. REVIEW OF STEEL SHOP DRAWINGS AND CALCULATIONS BY THE ENGINEER DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREIMENTS OF THE DRAWINGS AND SPECIFICATIONS. THIS REVIEW IS ONLY A CHECK FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND GENERAL COMPLIANCE WITH THE INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS; SELECTING FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION; COORDINATING HIS WORK WITH THAT OF OTHER TRADES; AND PERFORMING HIS WORK IN A SAFE AND SATISFACTORY MANNER. 9. IF CERTAIN MINOR DETAILS OF CONSTRUCTION ARE NOT FULLY DESCRIBED ON THE DRAWINGS OR CALLED FOR IN NOTES OR SPECIFICATIONS, THEIR CONSTRUCTION SHALL RESEMBLE SIMILAR CONDITIONS THAT ARE FULLY SHOWN AND SHALL BE REVIEWED BY THE ENGINEER. DESIGN CRITERIA GENERAL NOTES NEW EQUIPMENT BUILDING for KIMURA FARMS 95 TOWNSHIP ROAD GRIDLEY, CA APN: 021-220-0 95948 23-000 VICINITY MAP SCOPE OF WORK: THIS PROJECT SHALL CONSIST OF THE CONSTRUCTION OF AN OPEN METAL STORAGE BUILDING ON A CONCRETE FOUNDATION FOR AGRICULTURAL USE. THE PRIMARY FRAME AND SHELL FRAMING SYSTEMS ARE DESIGNED BY METALLIC BUILDING COMPANY. THE FOUNDATION SYSTEMS ARE DESIGNED BY MANNING ENGINEERING. THE SCOPE OF WORK SHALL INCLUDE ALL TRADES NECESSARY TO COMPLETE THE STRUCTURE. GOVERNING CODES: 2010 CALIFORNIA BUILDING CODE JURISDICTION DATA : JURISDICTION - COUNTY OF BUTTE ASSESSORS PARCEL NUMBER 021-220-023-000 ZONING - A-40 - AGRICULTURAL. 40 ACRE MINIMUM C.D.F. - SRA - NO FLOOD ZONE - `XH OCCUPANCY GROUPS: (E) BUILDING #1: GROUP R-3, RESIDENTIAL (SECTION 310) (E) BUILDING #2: GROUP F-1, FACTORY INDUSTRIAL, MOD -HAZARD (SECTION 306.2) (E) BUILDINGS #3-6: GROUP U, AGRICULTURAL (SECTION 312) (N) BUILDING #7: GROUP U, AGRICULTURAL (SECTION 312) CBC CONSTRUCTION TYPE: (E) BUILDINGS #14 TYPE V -B (SECTION 602.5) (E) BUILDINGS #5 & 6: TYPE II -B (SECTION 6022) (N) BUILDING #7: TYPE V -B (SECTION 602.5) ALLOWABLE AREAS: (E) BUILDING #1: GROUP R-3, TYPE V -B (TABLE 503): 3 STORIES ALLOWED w/ UNLIMITED AREA > 1 STORY PROVIDED vr/ 2,400 S.F. O.K. (E) BUILDING #2: GROUP F-1, TYPE V -B (TABLE 503): i 1 STORY ALLOWED w/ 8,500 S.F. > 1 STORY PROVIDED w/ 7,500 S.F. O.K. (E) BUILDING #3 & 4, (N) BUILDING #7: GROUP U, TYPE V B (TABLE C102.1) 2 STORIES ALLOWED w/ 12,000 S.F. > 1 STORY PROVIDED w/ 11,866 S.F. O.K. (E) BUILDINGS #5 & 6: GROUP U, TYPE II -B (TABLE C102.1) 2 STORIES ALLOWED w/ 18,000 S.F. > 1 STORY PROVIDED w/ 15,000 S.F. O.K. APPROVED PLANS AND PERMIT SHALL BE ON SITE FOR ALL INSPECTIONS �0 1. WIND LOADS USED IN THE DESIGN OF THIS STRUCTURE ARIiE BASED ON THE FOLLOWING THE 2❑ 1 ❑ cBc, cRO, CMC, ROOM rJAME BATT INSULATION L�'�Vg o GRAVEL Ls 0o 0o 2010 CBC CRITERIA c P c, c E c, CFC, L G EB C AND --' ROOM NUMBER 2006 CALIFORNIA ENERGY RIGID INSULATION ASPHALT PAVING BASIC WIND SPEED = 85 mph STANDARDS AS AMEN DED BY EXPOSURE CATEGORY = C DOOR TAC THE JURISDICTION ARRL'Y TO THIS I RR❑JECT. GLAZING OR ARCHITECTURAL 2. SEISMIC LOADS USED IN THE DESIGN OF THIS STRUCTURE )ARE BASED ON THE FOLLOWING ORIENTED STRAND BOARDS PECIALTY AS NOTED 2010 CBC CRITERIA "Ii)C; TOS .., ��'LDiNC T SPOT ELEVATIONS MAPPED SPECTRAL RESPONSE ')P STEEL OR METAL APA RATED SHEATHING ACCELERATIONS: SS = 0.533g PERMIT# t! _L VA I KJN / S, - 0.2119 CAR EE ASSESSOR'S 0 rQ- �� :_f`' BENC=HMARK ELEVATION LOCATION BLOCKING �� LANDSCAPING AS NOTED SITE CLASS = D ILj. 3. THE FOUNDATION DESIGN OF THIS BUILDING IS BASED CLASS 5 MATERIAL PER THE y' _63'! TOPOGRAPHIC PRESUMPTIVE LOAD-BEARING VALUES IN TABLE 1806.2 OF TIHE 2010 CBC. CONTOUR ELEVATION VERTICAL FOUNDATION PRESSURE = 1,500 Fpsf PROPERTY LINE LATERAL BEARING PRESSURE = 100 psf/f LATERAL SLIDING RESISTANCE = 130 psf `\\\�\m OHIO w- 4'm, k WIN, �. i BUTTE .. COUNTY .,,,..,,. \22m, DEC 0 1 2011 `` �\ DEVELOPMENT �\\: \\� SERVICES -XI QUALITY ASSURANCE 1. QUALITY ASSURANCE WILL BE ACCOMPLISHED THROUGH THE USE OF SPECIAL INSPECTION, MATERIALS TESTING, THE ENGINEERS REVIEW OF SUBMITTALS, AND STRUCTURAL OBSERVATION. IN ADDITION, THE. CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO THE COMMENCEMENT OF WORK IN ACCORDANCE WITH SECTION 1706 OF THE 2010 CBC. SPECIAL INSPECTION 1. SPECIAL INSPECTION AND ASSOCIATED MATERIALS TESTING SHALL BE PERFORMED BY A QUALIFIED PERSON OR AGENCY DESIGNATED BY THE OWNER, WHO SHALL DEMONSTRATE COMPETENCE TO THE SATISFACTION OF THE BUILDING OFFICIAL AND ENGINEER OF PECORD FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION PRIOR TO START OF WORK.. 2. STRUCTURAL WELDING: ALL SHOP AND FIELD WELDING SHALL REOURE CONTINUOUS OR PERIODIC INSPECTION PER TABLE 1704.3 OF THE 2010 CBC UNLESS FABRICATOR IS AN APPROVED SHOP LISTED BY ICBO/ICC, AISC, COLA, OR OTHER NATIONALLY -RECOGNIZED AGENCY. APPROVED FABRICATOR CERTIFICATES MUST BE PROVIDED WITH A COMPLETED SPECIAL INSPECTION FORM PRIOR TO START OF WORK, 3. HIGH-STRENGTH BOLTING: THE INSTALLATION OF ALL HIGH-STRENGTF-I BOLTS SHALL REQUIRE CONTINUOUS OR PERIODIC INSPECTION PER TABLE 1704.3 OF THE 2010 CBC. 4. POST -INSTALLED CONCRETE ANCHORS: THE INSTALLATION OF ALL POST -INSTALLED EXPANSION AND EPDXY ANCHORS INTO CONCRETE SHALL REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH THEIR ASSOCIATED ICC -ES REPORT AND SECTION 1704.15 OF THE 2010 CBC. QUALITY ASSURANCE SHT, ------ MODULE= i_0`' .T'sON Drawn By: S-1 COVER SHEET AND PROJECT DATA CUT DESIGNATION CONCRETE CONTINUOS PLATE S-3 FOUNDATION PLAN & NOTES ------ --- -- COLUMN GRID GYP. BOARD EXPOSED WOOD MATCH LINE �. AREA OF BUIL?DING �' MASONRY III -III III III=III IITIII II IIII II II� I III SOIL S-5 --- -- SHOWN ON SHEET S-6 GENERAL CONDITIONS 1. ALL PHASES OF THE WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2010 CALIFORNIA BUILDING CODE, AS WELL AS ALL OTHER APPLICABLE LOCAL, MUNICIPAL, STATE AND FEDERAL REGULATIONS. ALL WORK IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING DEPARTMENT AND FIELD INSPECTOR. 2. ICC -ES REPORTS, ASTM SPECIFICATIONS, IBC AND CBC STANDARDS REFERENCED IN THESE DRAWINGS SHALL BE OF THE LATEST REVISION. 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND EXISTING CONDITIONS AT THE JOB SITE PRIOR TO STARTING CONSTRUCTION. NOTED DIMENSIONS TAKE PRECEDENCE OVER THE APPARENT SCALE OF A DRAWING COMPONENT. DO NOT SCALE DRAWINGS. ANY DISCREPANCIES OR INCONSISTENCIES FOUND SHALL BE BROUGHT TO THE ENGINEERS ATTENTION BEFORE WORK PROCEEDS. 4. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE UNLESS OTHERWISE INDICATED. THEY DO NOT SPECIFY METHODS OF CONSTRUCTION. THE CONTRACTOR SHALL TAKE ALL NECESSARY STEPS AND PRECAUTIONS TO MAINTAIN THE STABILITY OF THE STRUCTURE AND PROTECT WORKMEN AND OTHER PERSONS DURING CONSTRUCTION. SPECIFIC ITEMS TO BE CONSIDERED SHALL INCLUDE, BUT NOT BE LIMITED TO, THE ADEQUACY OF ALL FORMS, SCAFFOLDING, AND SHORING FOR CONSTRUCTION EQUIPMENT; SHORING OF TILT -UP WALLS; AND TEMPORARY LATERAL BRACING OF THE STRUCTURE. S. THE ENGINEER IS RESPONSIBLE FOR SPECIFIC STRUCTURAL. ITEMS ONLY. ANY CHANGES MADE TO THE PLANS OR CALCULATIONS WILL REQUIRE A REVIEW AND APPROVAL BY THE ENGINEER. IF ANY CHANGES ARE MADE WITHOUT THE ENGINEERS APPROVAL, THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. 6. DEPENDING ON THE SCALE OF THE PROJECT, MECHANICAL, ELECTRICAL, AND PLUMBING (M.E.P.) DRAWINGS MAY OR MAY NOT BE INCLUDED IN THE DRAWING SET. THE DRAWING INDEX VERIFIES WHICH SHEETS SHOULD BE INCLUDED IN THE DRAWING SET. IF NO M.E.P. DRAWINGS ARE INCLUDED, IT IS THE RESPONSIBILITY OF THE CONTRACTOR AND HIS SUBCONTRACTORS TO INSURE THAT ALL WORK IS PERFORMED IN COMPLIANCE WITH THE APPLICABLE CODES. IF M.E.P. DRAWINGS ARE INCLUDED, SUCH DRAWINGS ARE SUPPLEMENTAL TO THE ARCHITECTURAL AND STRUCTURAL DRAWINGS. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER OR ENGINEER FOR CLARIFICATION. 7. DEPENDING ON THE SCALE OF THE PROJECT, REFER TO THE ENERGY COMPLIANCE SHEETS FOR THE REQUIREMENTS ASSOCIATED WITH CALIFORNIA TITLE 24 ENERGY REQUIREMENTS. 8. REVIEW OF STEEL SHOP DRAWINGS AND CALCULATIONS BY THE ENGINEER DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREIMENTS OF THE DRAWINGS AND SPECIFICATIONS. THIS REVIEW IS ONLY A CHECK FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND GENERAL COMPLIANCE WITH THE INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS; SELECTING FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION; COORDINATING HIS WORK WITH THAT OF OTHER TRADES; AND PERFORMING HIS WORK IN A SAFE AND SATISFACTORY MANNER. 9. IF CERTAIN MINOR DETAILS OF CONSTRUCTION ARE NOT FULLY DESCRIBED ON THE DRAWINGS OR CALLED FOR IN NOTES OR SPECIFICATIONS, THEIR CONSTRUCTION SHALL RESEMBLE SIMILAR CONDITIONS THAT ARE FULLY SHOWN AND SHALL BE REVIEWED BY THE ENGINEER. DESIGN CRITERIA GENERAL NOTES NEW EQUIPMENT BUILDING for KIMURA FARMS 95 TOWNSHIP ROAD GRIDLEY, CA APN: 021-220-0 95948 23-000 VICINITY MAP SCOPE OF WORK: THIS PROJECT SHALL CONSIST OF THE CONSTRUCTION OF AN OPEN METAL STORAGE BUILDING ON A CONCRETE FOUNDATION FOR AGRICULTURAL USE. THE PRIMARY FRAME AND SHELL FRAMING SYSTEMS ARE DESIGNED BY METALLIC BUILDING COMPANY. THE FOUNDATION SYSTEMS ARE DESIGNED BY MANNING ENGINEERING. THE SCOPE OF WORK SHALL INCLUDE ALL TRADES NECESSARY TO COMPLETE THE STRUCTURE. GOVERNING CODES: 2010 CALIFORNIA BUILDING CODE JURISDICTION DATA : JURISDICTION - COUNTY OF BUTTE ASSESSORS PARCEL NUMBER 021-220-023-000 ZONING - A-40 - AGRICULTURAL. 40 ACRE MINIMUM C.D.F. - SRA - NO FLOOD ZONE - `XH OCCUPANCY GROUPS: (E) BUILDING #1: GROUP R-3, RESIDENTIAL (SECTION 310) (E) BUILDING #2: GROUP F-1, FACTORY INDUSTRIAL, MOD -HAZARD (SECTION 306.2) (E) BUILDINGS #3-6: GROUP U, AGRICULTURAL (SECTION 312) (N) BUILDING #7: GROUP U, AGRICULTURAL (SECTION 312) CBC CONSTRUCTION TYPE: (E) BUILDINGS #14 TYPE V -B (SECTION 602.5) (E) BUILDINGS #5 & 6: TYPE II -B (SECTION 6022) (N) BUILDING #7: TYPE V -B (SECTION 602.5) ALLOWABLE AREAS: (E) BUILDING #1: GROUP R-3, TYPE V -B (TABLE 503): 3 STORIES ALLOWED w/ UNLIMITED AREA > 1 STORY PROVIDED vr/ 2,400 S.F. O.K. (E) BUILDING #2: GROUP F-1, TYPE V -B (TABLE 503): i 1 STORY ALLOWED w/ 8,500 S.F. > 1 STORY PROVIDED w/ 7,500 S.F. O.K. (E) BUILDING #3 & 4, (N) BUILDING #7: GROUP U, TYPE V B (TABLE C102.1) 2 STORIES ALLOWED w/ 12,000 S.F. > 1 STORY PROVIDED w/ 11,866 S.F. O.K. (E) BUILDINGS #5 & 6: GROUP U, TYPE II -B (TABLE C102.1) 2 STORIES ALLOWED w/ 18,000 S.F. > 1 STORY PROVIDED w/ 15,000 S.F. O.K. APPROVED PLANS AND PERMIT SHALL BE ON SITE FOR ALL INSPECTIONS �0 1. WIND LOADS USED IN THE DESIGN OF THIS STRUCTURE ARIiE BASED ON THE FOLLOWING THE 2❑ 1 ❑ cBc, cRO, CMC, ROOM rJAME BATT INSULATION L�'�Vg o GRAVEL Ls 0o 0o 2010 CBC CRITERIA c P c, c E c, CFC, L G EB C AND --' ROOM NUMBER 2006 CALIFORNIA ENERGY RIGID INSULATION ASPHALT PAVING BASIC WIND SPEED = 85 mph STANDARDS AS AMEN DED BY EXPOSURE CATEGORY = C DOOR TAC THE JURISDICTION ARRL'Y TO THIS I RR❑JECT. GLAZING OR ARCHITECTURAL 2. SEISMIC LOADS USED IN THE DESIGN OF THIS STRUCTURE )ARE BASED ON THE FOLLOWING ORIENTED STRAND BOARDS PECIALTY AS NOTED 2010 CBC CRITERIA "Ii)C; TOS .., ��'LDiNC T SPOT ELEVATIONS MAPPED SPECTRAL RESPONSE ')P STEEL OR METAL APA RATED SHEATHING ACCELERATIONS: SS = 0.533g PERMIT# t! _L VA I KJN / S, - 0.2119 CAR EE ASSESSOR'S 0 rQ- �� :_f`' BENC=HMARK ELEVATION LOCATION BLOCKING �� LANDSCAPING AS NOTED SITE CLASS = D ILj. 3. THE FOUNDATION DESIGN OF THIS BUILDING IS BASED CLASS 5 MATERIAL PER THE y' _63'! TOPOGRAPHIC PRESUMPTIVE LOAD-BEARING VALUES IN TABLE 1806.2 OF TIHE 2010 CBC. CONTOUR ELEVATION VERTICAL FOUNDATION PRESSURE = 1,500 Fpsf PROPERTY LINE LATERAL BEARING PRESSURE = 100 psf/f LATERAL SLIDING RESISTANCE = 130 psf `\\\�\m OHIO w- 4'm, k WIN, �. i BUTTE .. COUNTY .,,,..,,. \22m, DEC 0 1 2011 `` �\ DEVELOPMENT �\\: \\� SERVICES -XI QUALITY ASSURANCE 1. QUALITY ASSURANCE WILL BE ACCOMPLISHED THROUGH THE USE OF SPECIAL INSPECTION, MATERIALS TESTING, THE ENGINEERS REVIEW OF SUBMITTALS, AND STRUCTURAL OBSERVATION. IN ADDITION, THE. CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO THE COMMENCEMENT OF WORK IN ACCORDANCE WITH SECTION 1706 OF THE 2010 CBC. SPECIAL INSPECTION 1. SPECIAL INSPECTION AND ASSOCIATED MATERIALS TESTING SHALL BE PERFORMED BY A QUALIFIED PERSON OR AGENCY DESIGNATED BY THE OWNER, WHO SHALL DEMONSTRATE COMPETENCE TO THE SATISFACTION OF THE BUILDING OFFICIAL AND ENGINEER OF PECORD FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION PRIOR TO START OF WORK.. 2. STRUCTURAL WELDING: ALL SHOP AND FIELD WELDING SHALL REOURE CONTINUOUS OR PERIODIC INSPECTION PER TABLE 1704.3 OF THE 2010 CBC UNLESS FABRICATOR IS AN APPROVED SHOP LISTED BY ICBO/ICC, AISC, COLA, OR OTHER NATIONALLY -RECOGNIZED AGENCY. APPROVED FABRICATOR CERTIFICATES MUST BE PROVIDED WITH A COMPLETED SPECIAL INSPECTION FORM PRIOR TO START OF WORK, 3. HIGH-STRENGTH BOLTING: THE INSTALLATION OF ALL HIGH-STRENGTF-I BOLTS SHALL REQUIRE CONTINUOUS OR PERIODIC INSPECTION PER TABLE 1704.3 OF THE 2010 CBC. 4. POST -INSTALLED CONCRETE ANCHORS: THE INSTALLATION OF ALL POST -INSTALLED EXPANSION AND EPDXY ANCHORS INTO CONCRETE SHALL REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH THEIR ASSOCIATED ICC -ES REPORT AND SECTION 1704.15 OF THE 2010 CBC. QUALITY ASSURANCE SHT, CONTENTS Drawn By: S-1 COVER SHEET AND PROJECT DATA �I S-2 SITE PLAN v S-3 FOUNDATION PLAN & NOTES S-4 FOUNDATION DETAILS z S-5 EXTERIOR ELEVATIONS S-6 [BUILDING SECTIONS LO ATTACHMENTS I _ STRUCTURAL CALCULATIONS - MANNING ENGINEERING C METAL BUILDING DRAWINGS - METALLIC BUILDING CO. METAL BUILDING DESIGN PACKAGE - METALLIC BUILDING CO. SPECIAL INSPECTION AGREEMENT FORM FLOOD PLAIN DECLARATION FORM LL FLAN SYMBOLS AND GRAPHICS LEGEND DESIGN CRITERIA CODE SUMMARY DRAWING INDEX Br. ilding C of ipan enerai Curitmctcv,, •Revissions I ��r3tE BUTTE COUN I PC, ! L_ 0 Drawn By: TVVVVj C,heCl;e;t Bv.__-_..._____-._.___ -itJtIPV'lY Jos No.: 11-(3128 0) z 00 nd- } LO C LL `LLj � of Z W Nr_ N Dz"' __. z Drawn By: TVVVVj C,heCl;e;t Bv.__-_..._____-._.___ -itJtIPV'lY Jos No.: 11-(3128 �:\� \\W. V -`"9 J $ <. Ln .� cr,Ln , r C fir` �+, 6 9n @ Ljj '�f , c) C: _j 0 -7 E z > T- U U CIO LIJ CD i ;e NG, tAEER O � W � � Building Company Genera! Contractors Revisions Date �1 IBUTTE COUNTY PC 11-30-11 4 z CSC; C7 < � CQ u< CD z < Cf) z C 0 C D . uj z z CL W H U) Date: 10-24-11 Drawn By: EL Checked By: TM Job No.: 11-61128 Nl- ._.. ON C Ln rp --- r-i o-, Ln ON co C9 b " L g�� //'� L'"➢A .i dY� ac3 LU z E c L Ca i < ,1NEER ' %.. G �' ea ��ts jV l e, 1 Building Company General Contractors Revisions Date BUTTE COUNTY P;: 11-30-11 I 0 0 0 M CD Ljj CL 0 Lo IL� S W z z 0 z D 0 u- Da+e: 10-24-11 Drawn By: TWM Checked By: TWM Job No.: 11-6128 w 2 1/2" MIN. PROJECTION ,--. 4d (2 1/2" MIN) TYP. REBAR LAP LENGTH BAR 2500 40 60 SIZE 21 32 #3 16 24 28 42 #4 21 32 51 #5 39 62 #6 47 90 #7 69 102 #8 78 7 115 #9 15A 89 128 #10 69 98 94 141 #11 72 108 E— CONC. f;C IN psi E— BAR GRADE E-- TOP BARS, TYP. (IN) E— OTHER BARS, TYP. (IN.) NOTES; 1. INCREASE LAP LENGTHS 335 FOR LIGHT WEIGHT CONCRETE, AND AT FOUR BAR BUNDLES (WHERE 2 BARS LAP WITH 2 OTHER BARS). 2. TOP BARS - HORIZONTAL BARS PLACED WITH MORE THAN 12" OF FRESH CONC. CAST IN THE MEMBER BELOW THE BARS. v:A `\� \�"N ' +� q . q A C Ii L 7 0. LV D C -4i V) a, wa m k1 L 1 1110% z Lni uj 6 Ln re) tai tn ° b Q 31510 IN c Build -fin -g- Company General Contractors Revisions Date 1 BUTTE COUNTY PCI 11-30-11 O z CO CD 1�4- ® c-) C) a � C) �W Cr _ d n�� - 0 LOW W z W 0 z 0 z D 0 u - gate: 10-24-11 Drawn By: TM Checked By: ivim K E Job No.: 11-612.8 BUILDING ELEVATION SOUTH ELEVATION +18'-411 `f RIDGE - - - -- +15'-0" EAVE - - — STEEL COLUMNS BY METAL BLDG MFG'R, TYP. CONCRETE BOLLARD, TYP. BUILDING ELEVATION FAST ELEVATION (E) BUILDING (N) BUILDING STEEL ROOFING BY +181-411 RIDGE +151-011 LO- EAVE STEEL COLUMN BY METAL BLDG MFG'R, TYP. CONCRETE BOLLARD, TYP. 1 2 3 (N) BUILDING (E) BUILDING STEEL ROOFING BY METAL BLDG MFG'R II II I I 1 ROD BRACING - OPEN I I BEYOND \ \ \ \ 'OPEN II II II STEEL COLUMN BEYOND I \ II�' BUTTE COUNTY DEC 0 1 2011 �EYELOI'Iv: ENT SERVICES SCALE: 1/4" = 1'-0" BUTTE COUNT! BUILDING DIVISN' IN _ SCALE: 1/411 - 1'-0" 0 �r� r \IN V) 0'' C.0 LLJ 01 ,� . e-° LU U- Z U 'E VNIZA c : PI Uj ZU 1 '�S ":, s LJJ �d Ln a b i r a' w t -A n ' U6 lSi�32l� M ` a e r i Building Company Gem ,ral Contractors n Revisions Date 1 BUTTE COUNTY PC 1 1-30-11 c 40- 0 0 z 00 0 Q0 W + < c z c) L 5 .21 0 Zj Ly - w LL1 z U) z _0 LLQ LU O _0 af W I— w Date: 10-2.4-11 Drawn By: TVA M Checked BY: TVV'iO Job No.: 11-6128 I BUILDING SECTION TRANSVERSE SECTION BUILDING SECTION LONGITUDINAL SECTION --hh+15$-011 t A _ _ +18'-4" RIDGE +151-011 EAVE STEEL FRAME BY METAL BLDG MFG'R OPEN BUTTE COUNTY DEC 0 1 2011 DEVELOPMENT SERVICES SCALE: 1/4 - V-0" SCALE: 1/4" = 1'-0" I A V 'K, t yq� I11 LU .� a L C --p CO •L t14 00 (15 cU Lnr Ln C 1 t b C c u < -C c Ln rte; CN4 Ln •G7 sqi� pf J l r � Building Company General Contractors Revisions Date 1 BUTTE COUNTY PC 11-30-11 4 z CO 0 U) < � CD LO C� <CL I c LL' Of z UJ a- � _j 0 :D 0 0 Lij 0- uj z z 0 LLQ 0 0 Date: 10-24-11 Drawn By: TVbM Checked By: TWM Job No.: 11-6128 OZI '2Z�- oz3