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B16-0087 000-000-000
Builder/Contractor Responsibilities Drawing Validity - 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 Builder/Contractor 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. @uilder 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 manufacturers 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)(Mcr 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. Building 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 trade, 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. 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 thatshownon these plans could affect the structural integrity of the building. The Meal Budding Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to the building 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. Foundation Desian 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) BUILDING DESCRIPTIONS Building ID Width Length Height Slope Building A 100'-0 90'-0 23'-3 1:12 }" 0 A325 BOLT GRIP TABLE GRIP LENGTH BOLT LENGTH NOTE.• FULL THREAD ENGAGEMENT IS DEEMED TO HAVE BEEN MET WhiEN THE END OF THE BOLT 4 IS FLUSH WITH THE FACE OF THE NUT. -,PREQUIRED ONLY WHEN SPECIFIED. GRIP WASHER MAY BE LOCATED UNDER HEAD OF BOLT, UNDER NUT, OR AT BOTH AT LOCATIONS NOTED ON ERECTION DRAWINGS. 5/32" FOR EACH WASHER TO MATERIAL THICKNESS TO DETERMINE_ GRiP. 0 TO 9/16" 1 1/4" F.T. Over 9/16" TO 1 1/16" 1 3/4" F. T. Over 1 1/16" TO 1 5/16" 2" Over 1 5/16" TO 1 9/16" 2 1/4" Over 1 9/16" TO 1 13/16" 2 1/2" Over 1 13/16" TO 2 1/16" 2 3/4" LOCATIONS OF BOLTS LONGER THAN 2 3/4" NOTED ON ERECTION DRAWINGSADD F.T. DENOTES FULLY THREADED Aft metainc build*119 cOmptnn. 7301 FAIRVIEW ®HOUSTON, TEXAS P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 ENGINEERING DESIGN CRITERIA Building Code ................ 2013 CALIFORNIA Building Risk Category ............ Normal (Risk Category II) Roof Dead Load Superimposed ................. 2.91 psf Collateral ..., ., ,. 4, 00 psf (4.00 psf Acoustical Ceding 0.00 psf Other) Roof Live Load .................... 20.00 psf no reduction Wind Ultimate Wind Speed (Vult) ... 110.00 mph Nominal Wind Speed (Vasd) ,... 85 mph CIBC section 1609.3.1) Wind Exposure Categgory C I nterna i Pressure Coef (GCp i) 0. 00/0, 00 Loads for components not provided by bullding manufacturer Other Areas 18,39 psf pressure -18.39 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 Soli Site Class .............. D Stiff Soil Ss 0. 597 g Sds ..... 0,52G g S1 0. 260g Sol .. , . . 0.326 g Analysis Procedure ........... Equivalent Lateral Force Column Line 1-4 SWA & SWC B,aslc Force Resisting System C4 B3 `Response Modification Coefficient CR) 3.50 3.25 Seismic Response Coefficient (Cs) 0.150 0.162 DesI gn Base Shear in k I ps (V) 17.71 16.71 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame DEFLECTION CRITERIA The material supplied by the manufacturer has been designed with E2 the following minimum deflection crlterlla. The actual deflection E4 may be less depending on actual load and actual member length. E6 BUILDING DEFLECT11171 LIMITS...1 BLDG -A Main Frame Cross Section ES Ceiling Type 1 Acoustical or Other o •U� Roof Limits Rafters Purlins Panels NCo Live L/ 160 150 60 Snow L/ 180 180 60 Serviceability Wind L/ 180 180 60 Total Gravity L/ 120 120 60 Total Uplift L/ N/A N/A 60 Frame Limits Sldesway Portal Frame Sidesway ;73' ���.. Live H/ 60 ❑ 3 o Snow H/ 60 Serviceability Wind H/ 60 Scale. NOT TO SCALE Drawn by. MED 1/8/16 Seismic Drift H/ 40 40 Crane H/ 100 Serviceability Wind H/ N/A 60 Total Gravity H/ 60 Service Seismic H/ 40 40 Wall Limits Limit Total Wind Panels L/ 60 Total Wind Girts L/ 90 Total Wind EW Columns L/ 120 The Service Seismic limit as shown here Is at service level loads. PROJECT NOTES Material properties of steel bar, pplate, and sheet used in the fabrication of buiit-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rotted 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 yleld ppoint Is 42 ksi for round HSS and 46 ksl for rectangular HSS. Material properties of cold -formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 with a minimumyield point of 55 ksi, For Canada, material properties conform to CAN/CSA G40, 2O/G40, 21 or equ I va lent. Bolted Joints with A325 Type 1 bolts greater than 1/2" diameter are specified as pre -tensioned ,Joints In accordance with the Specification for Structural Joints Using ASTM A325 or A490 Botts, December 31, 2009, Pre -Tensioning can be accomplished by using the turn -of -nut method of tightening, calibrated wrench, twist-oO-type tension -control botts or direct -tension -Indicator as acceptable to the Inspecting Agency and Building Officlal. Installation Inspection requirements ror 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. Design criteria as noted is asgiven within order documents and Is applied in general accordance with the applicable provislons of the model code and/or specification Indicated. Neither the metal building manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may appply or for site specific parameters. The design criteria is upp11ed by the bud der, pro,Ject owner, or an Architect and/or Engineer of Record for the overall construction project. This protect is designed using manufacturer's standard serviceability criteria. Generally this means that all deflections are within typical performance limits for normal occupancy and standard metal building products. The building has been designed as open with obstructed flow In accordance with the building code. The addition of wall framing or sheeting on any portion or all of the walls will require that the bullding be reviewed by a licensed engineer for structural adequacy. Modifications to the building due to the addition of wall framing or sheeting are not part of this project. The materials by the manufacturer will be fabricated In a facility that has received certification of accreditation for the Manufacturers of Metal Bulldlnq Systems (AC472) from International Accreditation Service (IAS). this certification Is recognized under Section 1704 of the IBC for approved fabricators, X -Bracing Is to be Installed to a taut condition with all slack removed. Do not tighten beyond this state. Drawing Index Page Description F1 I Anchor Rod F2 Anchor Rod Details E1 Cover Sheet E2 Primary Steel E3 Roof Framing E4 Roof Sheeting E5 Sidewall Elevations E6 Endwall Elevations E7 Main Frame Cross Section ES Connection Detail R1 -R4 Erection Guides R5 -R12 Construction Drawings R13 Trim Profiles BUTTE COUNTY JAN 15 2016 DEVELOPMENT SERVICES .-, a I -r-N-N P% a U In, 0 0 } MNU C r C 6 E r pc G �F o •U� Om R NCo c V a o �rn w 1:1 El all all U W M U V) M y o- > C <F Q ^ U za�z OZUZ (1)Lp ¢�rn oda 0 0 •� ;73' ���.. Z Z ZU ® ❑ 3 o v>OUO U C9NUm O Scale. NOT TO SCALE Drawn by. MED 1/8/16 Checked by EA 1/8/16 Sheet Number. E1 of 8 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. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A P `1 4 No. UmUW732 _3U rrr. ' - 1Jn:TY [)FVr_L °i•. -ENT SERVICES !W R I DA i'E_%� BY r1e, MNU C r r pc G E Q i, Z 00 Orn °1 1:1 El U W M o- > o za�z OZUZ N UO OO OOUOZ t;Zrn2a 3 o U C9NUm O Scale. NOT TO SCALE Drawn by. MED 1/8/16 Checked by EA 1/8/16 Project Engineer • SG Job Number. 15-B-19397-1 Sheet Number. E1 of 8 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. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A P `1 4 No. UmUW732 _3U rrr. ' - 1Jn:TY [)FVr_L °i•. -ENT SERVICES !W R I DA i'E_%� BY r1e, 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. 43 This structural design data includes magnitude and location of design loads and support 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. FINISH FLOOR AT ELEVATION 100'-0 SWC EWB KEY PLAN EWD SWA ANCHOR BOLTS TO BE DESIGNED BY FOUNDATION ENGINEER USING DIAMETERS SHOWN IN THIS TABLE. ANCHOR ROD DESCRIPTION IQUANTITY 1"0 DIAMETER X 32 8— G v C t C C I C C 1A i� Q I 11111. A 1111T /AI IT !1C CT�l-1 4" 29'-8 30'-0 28'-10 1'-2 X BRACE e eA eloO I� I I I Do ®I-- I I I I I I I I 0 0 I I I I o- 1 I I I Z a � I o I I o Z I I J J aLJ Z 0 0 o I af I E o Z Z o D C) -v 0 = 0 0 I 0 0 I i II I i I I I I I I I I i i I I eleAO le® I I I I i AO Flo 1 _ 1'-O} ole 1-O I 1' -OJ+ X UNAGt ANCHOR ROD SETTING PLAN 5 UT 0"I �... an DRMM15A ENMM11A 1 AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS Specified Column Centerline Steel Line t1 8- 13mm) 1±1/4- (±6mm) 0-1 I I �1/8e (t; t3mm) t1 ANCHOR ROD SETTING TOLERANCES Bottom of Base Plate f 1 /2e t13mm) *Variation in Elevation to the Tops of Anchor Rods BASE PLATE AND ANCHOR ROD TOLERANCES TYPICAL SECTION 1"0 ANCHOR RODS BASE OF STEEL. AT ELEV. 100'-0 FRAME ID /11 USER NAME: sgutlemez DATE: 1/ 4/16 PAGE 11-2 ce 100./23.292/30. 20./110. JOB NVAE19397A FILEo-frames-1-4.fra SUPPORT REACrONS FOR EACH LOAD GROUP -LOCAT]ON: Grldlkws: 1 2 3 4 NOTES:(1) All reactions ore In kips and kip -ft. TIME:07:51:50 Ri veretrenyth factor (Omegal Is not included In the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. e ml5'1c"'BASE-ONLY combination reacllIons indude on merstrength factor of. 2.000 HL / / HR iVL 1VIR *-D +-A LOAD GROUP REACTION TABLE + = 1 2 3 4 DL COLUMN LL +-B COLL Roof Collateral Load +-A Lateral Seismic Load [parallel to plane of frame] LOAD GROUP HL VL LNL HR VR LNR DL 5.1 8.0 0.0 -5.1 8.0 0.0 LI. 22.5 30.0 0.0 -22.5 30.0 1 0.0 COLL 4.5 6.0 0.0 -4.5 6.0 1 0.0 EQ -2.2 -1.0 0.0 -2.2 1.0 0.0 RBUPEQ 0.1 -6.5 -8.4 1 -0.1 -6.5 -8.4 WLI 3.5 27.1 0.0 -31.5 19.9 0.0 WL2 -25.5 -29.3 0.0 2.4 -8.3 0.0 WL3 -33.6 -24.5 0.0 6.1 -28.7 0.0 WL4 -32.0 -33.4 0.0 7.6 -19.8 0.0 WL5 31.5 19.9 0.0 -3.5 27.1 0.0 WL6 -2.4 -8.3 0.0 25.5 -29.3 0.0 WL.7 -6.1 -28.7 0.0 33.6 -24.5 0.0 Wi.8 -7.6 -19.8 1 0.0 32.0 -33.4 O.0 LWLl 25.1 25.0 0.0 -25.1 25.0 0.0 RBUPLW 0.2 -11.9 -15.4 -0.2 -11.9 -15.4 LWL2 -12.2 -25.1 0.0 12.2 -25.1 0.0 LWL3 18.4 15.9 0.0 -18.4 15.9 0.0 LWL4 -21.5 -37.7 0.0 21.5 -37.71. 0.0 RBDWEQ -0.1 6.5 0.0 0.1 6.5 0.0 lOAO._ _ DL Roof Dead Load LL Roof Live Load COLL Roof Collateral Load EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longit. Seismic WL1 Lateral Primary Wind Load WI.2 Lateral Primary wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load WLS Lateral Primary Wind Load WL6 Lateral Primary wind Load W-7 Lateral Primary Wind Load WLS Lateral Primary wind Load LWL1 Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. wind LWA_2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary wind Load LWL4 Longitudinal Primary Wind Load RBDWEQ Downward Acting Rod Brace Load from Long. Seismic NOTES 1) THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANCE 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) RICO 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)INTER!OR COLUMNS ARE SPACED FROM LEFT TO RIGHT. d) ANCHOR ROD SIZE IS DETERMINED BY SHEAR AND TENSION AT THE BOTTOM OF THE BASE PLATE. THE LENGTH OF THE ANCHOR ROD AND METHOD OF LOAD TRANSFER TO THE FOUNDATION ARE TO BE DETERMINED BY THE FOUNDATION ENGINEER. e)ANCHOR RODS ARE ASTM F1554 Gr. 36 MATERIAL UNLESS NOTED OTHERWISE ON THE ANCHOR ROD LAYOUT DRAWING. f) X -BRACING (1) ROD BRACING REACTIONS HAVE BEEN INCLUDED IN VALUES SHOWN IN THE REACTION TABLES. (2)FOR IBC AND UBC BASED BUILDING CODES, WHEN X -BRACING IS PRESENT IN THE SIDEWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RSUPEQ AND RBCWEQ) DO NOT INCLUDE THE AMPLIFICATION FACTOR, % (3)FOR CANADA BUILDING CODE (NBC), WHEN X -BRACING IS PRESENT IN THE SIDEWALL OR ENDWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ & RBDWEQ) ARE MULTIPLIED BY FORCE REDUCTION FACTOR. Rd, WHEN SPECIFIED SHORT -PERIOD SPECTRAL ACCELERATION RATiO IEF"0.2) IS GREATER THAN 0.45. 3) REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES AND CONCRETE DESIGN. THE FACTORS APPLIED TO LOAD GROUPS FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE FACTORS USED IN THE FOUNDATION DESIGN. a)FOR PROJECTS USING ULTIMATE DESIGN WIND SPEEDS SUCH AS 2012 IBC OR 2010 FLORIDA Bi ILDINC CODE, THE WINO LOAD REACTIONS ARE AT A $MLN, VALUE WITH A LOAD FACTOR OF 1.0. 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. iJ U 1 1 r C 0 IJ N7,,' Vii..+ELD i;,?G ill%,e €0N } C C c o CMg E/ C m q V xa mA C N CO U V C5 o (D o o U DO C U ooDD � t,.I I Q N Q U) O Ll O I•l _J _ 0� .:i >UO V S N 0 mr, U o� ItDO It D3NU C C R zIJ M 4` t° co O t-oa0 11 ElFWI >n = Q 07 aj Z < Z O N O Z U Z_ OO O O o 0002 3 n Z^ 2:5 O U 330 Ma O Scale: NOT TO SCALE Drawn by. MED 1/8/16 Checked by. EA 1/8/16 Project Engineer: SG Job Number. 15-B-19397-1 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. Ronald W. Bennett, P.E. Califnrnia P.E. C050732 DRMMI5A ENMM11A I;LoVEss a U m� CP I CP Q Q ¢ ¢ U U U U 0 .4 I I I I L U y N Q I I I I w I I I I I N Q Q Q Q I I I C C G ° � � o xa C C m R O N 00 U I I i o V) co N Ia C� v O Z Z Q ® ❑ • � � � Z Z Z U �¢00 V o mr,= �ornx M c c l l C O I E ¢ a �z I I I Z�� FWI U ] M F 7-< Z O I I I I l' Mr U U 0 O O OUOZ 3 y Z ^ 2:5 O V C9NUm O Scale: NOT TO SCALE I I I ( Drawn by. MED 1/8/16 Checked by. EA 1/8/16 ¢ ¢ ¢ ¢ Project Engineer- SC Job Number. 15—B-19397-1 I I I Sheet Number: E2 of 8 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said I ( i 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. I I I Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A BUTTE COUNTY Q Q ¢ Q ^ § { p 1),S 10 1 LL ARPROVED swc �p'FESS/0 Lu No. M5073G PRIMARY STEEL LOCATION PLAN � EWB KEY PLAN EWD CPA M OF CA SWA Jan 06, 2016 • — DENOTES: CLIP LOCATION SC90 AT 8" PURLINS SC92 AT 10" PURLINS v SC94 AT 12" PURLINS QQm� I I 90'-0 OUT/OUT OF STEEL CP o .4 v O 11 w ° 0 0 s a� } �+ E o GF o y 0 xa C mR 2 CoNU � L (D _ V) Co U C � �; n U W m Quo" o 0 e � J_D7 M ® ❑ •� �� � QZU H 'd -- IEn IV S 0 M^ U !� l Ornx En ;� mc4o c c �Gi G c °c o� I E� Q� U Z OD H �k �2 co 0 (n OD ❑ ❑ FWI U > ��rn0 l O 1 Q _Z E UOUO OOUOZ 3 y Z ^ 2:5 U C9NUm O Scale: NOT TO SCALE Drown by. MED 1/8/16 Checked by. EA 1/8/16 Project Engineer. • SC Job Number: 15—B-19397-1 af Sheet Number. • E3 of 8 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. Ronald W. Bennett, P.E. California P.E. C050732 DRMMI5A ENMM77A BUTTE CCU ,' —1y, UILM Jim DI "� '� m kY.. SWC � �Q�pE ESSdp EWB KEY PLAN EWD W 4 No. M50732 � � ROOF FRAMING PLAN ------ —_ SWA OF CA Jan 06, 2016 Z_SECTION LAP TABLE SYMBOL LAP (LENGTH) YMBOL LAP (LENGTH) S 0'-2" (3�') T 2'-4"(2'-5j 4" � 29'-8 ") 30'-0 28'-10 4" � 29'-8 30'-0 28'-10 1'-2 P-11 SX2.5Z12 \\ 8X2.SZ14 8X2.5Z12 P-12 TYP. \\ / // I P-8 TYP. 8X2.5Z72 \ / 8X2.5Z12 a / I (TYP.) V V O O x TO (TYP.) P-10 \ \ SX2.5Z13 _ / � / a \08 I e� �� I 800A �' � O _ _ o ra BRACE / \ I RPi � P-4 \ \ 8X2.5Z13 —/ / P-2 TYP. (TYP.) OT (TYP.) P-6 TYP. ) 8X2.5212e��00 � 8X2.52 2 P-1 / P-3 TYP. P-5 8X2.5212 / 8X2.5214 \ \ _ 8X2.5212 SCHEDULE OF FASTENERS NO. REQD DESCRIPTION COLOR #3 12-14 x 1 1/4 SD Screw, Washer (Long Life) TBD #4 1/4-14 x 7/8 SD Screw, Washer (Long Life) TBD swc EWB KEY PLAN EWD SWA ROOF SHEETING PLANE 2 PANEL TYPE = PBR (GA.LVALUME PANEL OVERHANG — 3' FROM OUTER STEEL. ROOF SHEETING PLANE 1 PANEL TYPE = PBR (GALVALUME) PANEL OVERHANG = 3" FROM OUTER STEEL ROOF SHEETING PLAN )03 )03 BUTTE COU r BUfLM1 D1'� %S!Oi' j �'n..Y Y ±,� 1 DRMM15A ENIMM11A an un, U "GPR03005" m� `� 1`2901-1B F2955 -1B F43O-2P, E-1 _ _ E-2 E-3 c 8X3.5E14 SC18 8X3.5E14 Sc18 SX3.5E14 / UUj \ / Lal \ / x \ / OPEN TO ROOF LINE rt TO REMAIN OPEN /\ I / \ )O / \ C G 0 4" 29'-8 30'-0 N c 28'-10 C m A o N 00 In 6 d) 6 0^0 U V• WW U ti > C1A C1A CIA Cl C1A y Q<°a' 0 0 0) -" J Q • .7 Z Z Z U ® ❑ ao 0 SIDEWALL ELEVATION "SWA" AT GRID LINE "A" � — ° 0 0) G F .W �n FJ V � O Z �la0i "GPR03005"a` L° 2 U Ln Co ❑ ❑ � v � � y F2901 -1B _ a a^, F430-11- F2955-113 p N_rno 0 p>az cil E Uo0o 0 o0oz c y zn0a 3 U (UNUM O SC;18 5018 E-4 E-2 E-5 J? a) x 0_ 8X3.5E14 8X3.5E14 8X3.5E14 scale. NOT TO SCALE Drown by. MED 1/8/16 Checked by. EA 1/8/16 Project Engineer. • SG x Job Number. 15—B-19397-1 Li (.7 Sheet Number.* E5 of 8 N, The appearengineer hereons whose s an employee for the TO REMAIN OPEN M the materials described herein. Said seal or certification is limited M to the products designed and N manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A N I 28'-10 30'-0 29'-8 4" d) d) dD BULDLIto GSWC A D1 ti%i&0ii\! c1A c1A c1A c1A OV E D 4� �o�S3,�p P1 R"Y SIDEWALL ELEVATION "SWC" AT GRID LINE "B" r -- -- — � � No.C05073 �`"n EWB KEY PLAN EWD SWA OFC Jan 06. 2016 OPEN TO ROOF LINE i� manufacturer ��\Y\RO //// F430 -2R C1A SWC cb � ^C1 A EWB KEY PLAN EWD SWA 12 1' (NO RAKE TRIM) (2j) RA1-1 R1A , f _ 12 "MPR05003" c 1" �— F2901-1,X F50-1 (21) RAt-1 r RIA APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT C1A 1831 R1A 2345 OPEN TO ROOF LINE TO REMAIN OPEN ENDWALL ELEVATION "EWB" AT GRID LINE "1" GPR05001X F916-113 —� OPEN TO ROOF LINE TO REMAIN OPEN ENDWALL ELEVATION "EWD" AT GRID LINE "4" (NO RAKE TRIM) — 7 , RIA (2j) RAI -1 F2901 -1X, F50-1 RIA (21) RA1-1 , _ APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT C1A 1831 R1A 2345 F430 -1L dD C1 A j BUTTE CC), jj �� B�iTy LDII�iIG D!1Lif ✓loi`t' `-ay DRMMI5A ENMM1IA I O cKLO an 06, 2016 CONNECTION 1B, 11 OR 1P CONNECTION 2B, 21 OR 2P CONNECTION 4B, 41 OR 4P CONNECTION CODES FOR TOP AND BOTTOM BOLT PATTERN CONNECTION 1F CONNECTION 2F CONNECTION 3F CONNECTION 4X CONNECTION 1E CONNECTION 2E CONNECTION 3E — CONNECTION 4F CONNECTION 4E 4E 2E 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 TOP FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP FLANGE. CONNECTION PLATE LENGTH MUST BE A MINIMUM OF HALF THE RAFTER WEB DEPTH AND SHALL NOT EXCEED THE RAFTER TOTAL DEPTH. E = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED W!TH ONE SET OUTSIDE THE TOP OR BOTTOM FLANGE AND THE REMAINING SETS ARE LOCATED INSIDE THE TOP OR BOTTOM FLANGE. F = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE THE TOP OR BOTTOM FLANGE AND CONNECTION PLATE PROJECTS 1/2" BEYOND THE TOP OR BOTTOM FLANGE. I = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE THE TOP OR BOTTOM FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP OR BOTTOM FLANGE. P = THIS DESCRIPTION CODE IS USED TO DEFINE SHEAR CONNECTIONS. BOLTS ARE LOCATED INSIDE THE TOP FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP FLANGE. CONNECTION PLATE LENGTH MUST BE A MINIMUM OF HALF THE RAFTER WEB DEPTH AND SHALL NOT EXCEED THE RAFTER TOTAL DEPTH. 4X = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WITH TWO SETS EACH SIDE OF THE TOP OR BOTTOM FLANGE WITH A GUSSET PLATE OUTSIDE THE TOP AND BOTTOM FLANGE OR COLUMN CAP PLATE. D (BOLT DIAMETER) HD (HOLE DIAMETER) Top Connection Code _ Splice Bolts - (See BSMAX in Table) Bottom Connection Code - STANDARD CONNECTION DESIGNATION (CODE 4E/2E SHOWN) COLUMN PF (P.EQ'D SPACES) S BFCD# BOLTS MAY BE FIELD INSTALLED IN EITHER DIRECTION RAFTER CONNECTION PLATE LENGTH IS EQUAL TO OR GREATER THAN HALF THE RAFTER WEB DEPTH CONNECTION B & P (Low Side Shoavn, High Side Similar) =D(S) D (BOLT DIAMETER) HD (HOLE DIAMETER,) Top Connection Code Splice Bolt Spacing See BSMAX SMIN ind Splice Bolts SMAX (See BSMAX in Table) Bottom Connection Code -< -D(S) or EEDK GRIP Frame Documentation A325 Connection Bolt Details 05-12.10 Rev. '14 03 m B 4E/2EH 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) Top Connection Code EED(S) PF TT YT PF S Splice Bolts < S (See BSMAX in Table) Splice Bolt Spacing See BSMAX BSMIN and BSMAX 14 Bottom Connection Code -< PF TB YB PF HEAVY CONNECTION DESIGNATION (CODE 4EH/2EH SHOWN) PLATE THICKNESS WASHER (IF REQUIRED) Lj J W w w w z w am BOLT EDGE DISTANCE BOLT COLUMN OR `— RAFTER FLANGE NWT Flange NAME DESCRIPTION FOR A325 BOLT DIMENSIONS A325 CONNECTION BOLT DIMENSIONS D DIAMETER OF THE BOLT 1/2" 3/4" 7/8" 1" 1 1/4" 1 1/2" HD BOLT HOLE DIAMETER 9/16" 13/16" 15/16" 1 1/16" 1 5/16" 1 9/16" o ® BOLT GAUGE 2 1/2" 3" 4" 3 1/2" 4" 5 1/2" - (,-% G MAX. WEB THICKNESS (Max." Fillet Weld) WITHOUT WASHER 1" 1 1/8" 1 7/8" 1 1/4" 1 3/8" 2 1/8" < MAX. WEB THICKNESS (Max." Fillet Weld) WITH WASHER 3/4" 7/8" 1 5/8" X7/8" 7/8" 1 7/8" HG HEAVY CONN. BOLT GAUGE N/A 2 1/4" 2 5/8" 3" 3 3/4" 4" S NORMAL BOLT SPACING 2 1/2" 3" 3 1/4" 3 1/2" 4-" 4 1/2" BSMIN MINIMUM SPACING BETWEEN TOP & BOTTOM SETS OF BOLTS 1 1/2" 2 1/4" 2 5/8" 1 3" 3 3/4"1 4" Q MAXIMUM BOLT SPACING BETWEEN 2,-0„ 2'-0' 2'-0" 2'-0" 2'-0" 2'-0" 1/2 BSMAX (f1") WHEN BSMAX = 2'-0A," TO 4'-0 SPLICE BOLT SPACING jb BSMAX TOP AND BOTTOM SETS OF BOLTS ON CONNECTION PLATES LESS (NOT TO EXCEED 2'-0) 1/3 BSMAX (f1") N,1iEN BSMAX = 4'-0 TO 6'-0 Q THAN OR EQUAL TO 3/4" THICK 1/4 BSMAX (ff�;") WHEN BSMAX = 6'-04 TO 8'-0 ~ _J BFCD MINIMUM BOLT -TO -FLANGE CLEARANCE AT OUT OF NUT SEE BOLT AT FLANGE DETAIL 1 1/2" 1 3/4" 1 7 /8" 2 1/4" 2 1/2" O M PF MINIMUM BOLT -TO -FLANGE CLEARANCE AT CONNECTION PLATE SEE BOLT AT FLANGE DETAIL (BFCD + RNWT) PF INSIDE OF FLANGE IS INCREASED BASED ON THE YT & YD VALUE. z PF FOR CONNECTION B, F, I AND P ARE THE SAME AS USED ON CONNECTION E O NWT NUT AND WASHER THICKNESS SEE BOLT AT FLANGE DETAIL. NUT THICKNESS IS EQUAL TO THE BOLT DIAMETER RNWT RISE ON NUT AND WASHER THICKNESS F-- AND .15625' WASHER THICKNESS IS USED EVEN IF A WASHER IS NOT REQUIRED. U W TT THICKNESS TOP FLANGE REFER TO FRAME CROSS SECTION DRAWING FOR LARGEST TS -- �YT THICKNESS BOTTOM FLANGE z FLANGE THICKNESS EITHER SIDE OF THE CONNECTION. z BOLT SPACING TOP (ROUND UP TO NEXT 1/2", MIN = S) 3" + TT 3 1/2" + TT 3 3/4" + TT 4 1/2" + TT 5" + TT II 5 1/2" + TT O U YB BOLT SPACING BOTTOM (ROUND UP TO NEXT 1/2", MIN = S) or TB Sloped or TB Sloped or TB Sloped or TB Sloped or TB Sloped or TB Sloped EED(S) MINIMUM SHEARED END EDGE DIMENSION 1 1/4" 1 1/4" 1 1/2" 1 3/4" 2 1/4" 2 5/8" EED(R) MINIMUM ROLLED END EDGE DIMENSION 3/4" 1" 1 1/8" 1 1/4" 1 5/8" 2 1/4" EEDK END EDGE DIMENSION AT KNEE CONNECTION 1 3/8" 1 3/8" 1 5/8" 1 7/8" 2. 3/8" 2 3/4" BCWM MINIMUM BOLT CLEARANCE FROM WITHOUT WASHER 7/16" 5 8 3 / " /4 13/16 " 1 " " 1 3 /8- A FLANGE OR WEB WELD IWITH HARDENED WASHER 9/16" 3/4" 7/8" 1" 1 1/4" 1 1/2" N1CSM MINIMUM WIDTH OF CONNECTION PLATE (Standard Connection)5" 6" 8" 8" 10" 12" WCHM MINIMUM WIDTH OF CONNECTION PLATE (Heavy Connection) N/A 10"12" 12" 16" 18" TCMIN MINIMUM THICKNESS OF CONNECTION PLATE1/4" 3/8"' 7/16" 1/2" 5/8" 1" D (BOLT DIAMETER) HD (HOLE DIAMETER) Top Connection Code _ Splice Bolts - (See BSMAX in Table) Bottom Connection Code - STANDARD CONNECTION DESIGNATION (CODE 4E/2E SHOWN) COLUMN PF (P.EQ'D SPACES) S BFCD# BOLTS MAY BE FIELD INSTALLED IN EITHER DIRECTION RAFTER CONNECTION PLATE LENGTH IS EQUAL TO OR GREATER THAN HALF THE RAFTER WEB DEPTH CONNECTION B & P (Low Side Shoavn, High Side Similar) =D(S) D (BOLT DIAMETER) HD (HOLE DIAMETER,) Top Connection Code Splice Bolt Spacing See BSMAX SMIN ind Splice Bolts SMAX (See BSMAX in Table) Bottom Connection Code -< -D(S) or EEDK GRIP Frame Documentation A325 Connection Bolt Details 05-12.10 Rev. '14 03 m B 4E/2EH 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) Top Connection Code EED(S) PF TT YT PF S Splice Bolts < S (See BSMAX in Table) Splice Bolt Spacing See BSMAX BSMIN and BSMAX 14 Bottom Connection Code -< PF TB YB PF HEAVY CONNECTION DESIGNATION (CODE 4EH/2EH SHOWN) PLATE THICKNESS WASHER (IF REQUIRED) Lj J W w w w z w am BOLT EDGE DISTANCE BOLT COLUMN OR `— RAFTER FLANGE NWT Flange Brace Material Schedule Part Mark Material FB4_ L 2" x 2" x 14 Go. FB5_ L 2" x 2" x 14 Go. FB6_ L2"x2"xA" FB7_ L 2J" x 24" x J" ��nlpl Gusset Plate (At Rafter Outer Flange shown) G ED(R D (BOLT DIAMETER) HD (HOLE DIAMETER) =ED(S) 'T i — Splice Bolt Spacing See BSMAX 3SMIN and 3SMAX B :ED(S) or EEDK EED(S) or EEDK Gusset Plate (At Rafter Inner Flange shown) 4X CONNECTION DESIGNATION CONNECTION PLATE (CODE 4X/4X SHOWN ) ZWASHER (IF REQUIRED) NUT BFCD IPF RNWT ( NWl BOLTS MAY BE FIELD INSTALLED IN PF BFCD EITHER DIRECTION BOLT AT FLANGE DETAIL (Top Flange Shown, Bottom Flange Similar) Z U Eo O m 0 0 c 0 A } NOWAM =ED(S) 'T i — Splice Bolt Spacing See BSMAX 3SMIN and 3SMAX B :ED(S) or EEDK EED(S) or EEDK Gusset Plate (At Rafter Inner Flange shown) 4X CONNECTION DESIGNATION CONNECTION PLATE (CODE 4X/4X SHOWN ) ZWASHER (IF REQUIRED) NUT BFCD IPF RNWT ( NWl BOLTS MAY BE FIELD INSTALLED IN PF BFCD EITHER DIRECTION BOLT AT FLANGE DETAIL (Top Flange Shown, Bottom Flange Similar) Z U Eo O m 0 0 c 0 A } G C m 0 E !� o ® xa Em iv C-4oo U V o V)W - (,-% o °° v C v < m o <W0 o 0 •� 2 IN ❑ B^ ' QZU CU, U > O V s o M r, 0012 G rz Ra i.+ Fi E o �� U 04 Z ■ W c, O 1n m ❑ ❑ U '< Z) w Z< z o N0><z Z U Z (i1 E OOUOZ •3 yZ^U¢ U ONUm O Scale: NOT TO SCALE Drawn by MED 1/8/16 Checked by. EA 1/8/16 Project Engineer. • SG Job Number. • 15—B-19397-1 Sheet Number. • E8 of 8 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 oniy.The undersigned engineer is not the overall engineer of record for this project. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A 4r'c� rN No. W50732 FIELD SERVICE PROCEDURES AUTHORIZATION FOR CORRECTIVE WORK UNLOADING, HANDLING, AND STORING MATERIALS ROOF AND WALL PANELS DAMAGE DURING CONSTRUCTION a IN ORDER TO GIVE YOU PROMPT SERVICES AND KEEP PROBLEMS TO A MINIMUM, PLEASE HANDLE ANY SHORTAGES OR BACK CHARGES IN THE FOLLOWING MANNER: CAREFULLY CHECK NORMAL ERECTION OPERATIONS INCLUDE THE CORRECTION OF MINOR MISFITS BY MODERATE AMOUNTS OF REAMING, CH!PP!NG, WELDING OR CUTTING AND THE DR.A'h1NG OF ELEMENTS INTO STRUCTURAL - A GREAT AMOUNT OF TIME AND TROUBLE CAN BE SAVED IF THE BUILDING - MAN A r MANUFACTURER'S WALL AND ROOF PANELS INCLUDING COLOR COATED, GALVALUME & U THE QUALITY OF WORKMANSHIP IN STEEL ERECTION, CONSTRUCTION PRACTICES, YOUR PACKING LIST WHILE UNLOADING. MARK ANY ITEMS, WHICH APPEAR TO BE MISSING AND NOTIFYO THE FIELD SERVICE DEPARTMENT AT THE NUMBER SHOWN IN THE TTLEBLOCK AS SOON LINE THROUGH THE USE OF DRIFT PINS. ERRORS WHICH CANNOT BE CORRECTED BY THE FOREGOING MEANS OR WHICH REQUIRE PARTS ARE UNLOADED AT THE BUILDING SITE ACCORDING TO A PRE-ARRANGED PLAN. PROPER LOCATION AND HANDLING Or COMPONENTS WILL ELIMINATE L+NNECESSP,RY HANDLICONSTRUCTION NG. GALVANIZED, PROVIDE EXCELLENT SERVICE UNDER NDELY VARIED CONDITIONS. ALL, UNLOAD,NG &ERECTION PERSONNEL HANDLING METHODS USED DURING THE AND OF THE METAL BUILDING CAN AS POSSIBLE. CALLING SOMEONE ELSE COULD DELAY THE PROPER RESPONSE. MAJOR CHANGES AN IN THE MEMBER CONFIGURATION SHOULD BE REPORTED IMMEDIATELY TO THE OWNER AND FABRICATOR BY THE ERECTOR, TO SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY MERCHANDISE, WHICH MERITS CAUTIOUS CARE IN HANDLING. SIGNIFICANTLY AFFECT THE APPEARANCE AND PERFORMANCE OF THE BUILDING PANELS. m PANEL DAMAGE DURING CONSTRUCTION CAN BE THE RESULT OF FAULTY INSTALLATION SHORT MATERIALS- IMMEDIATELY UPON DELIVERY OF MATERIAL, QUANTITIES ARE TO BE ENABLE WHOEVER IS P,ESPONSIBLE EITHER TO CORRECT THE ERROR OR TO APPROVE THE MOST EFFICIENT AND ECONOMICAL METHOD OF COR;ECTON TO BE USED BY OTHERS. (AISC 303-10, NOTE: PIECE MARKS ARE STENCILED ON PRIMARY STRUCTURAL MEMBERS AT LOWER END, V-0" FROM END. INSPECT ALL SHIPMENTS PRIOR TO RELEASING THE TIE-DOWNS UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY, PACKAGES OF METHODS AND/OP, CARELESSNESS. VERIFIED BY INE CUSTOMER AGAINST QUANTITIES THAT ARE BIDED ON THE SHIPPING SECTION 7.14) (MAR 05 SECTION 7.14) IF THE ERROR IS THE FAULT OF THE MANUFACTURER, FOR LOADS THAT M17AY HAVE SHIFTED DURING TRANSIT! SHEETS SHOULD BE LIFTED OFF THE TRUCK WITH EXTREME CARE TAKEN TO INSURE THAT NO OVERDRIVEN FASTENERS CAUSE INDENTATIONS OR SHALLOW POCKETS IN THE PANEL AROUND DOCUMENT. NEITHER THE MANUFACTURER NOR THE CARRIER IS RESPONSIBLE FOR THE MATERIAL SHORTAGES AGAINST THE QUANTITIES BILLED SHIPPING DOCUMENT IF SUCH AN "AUTHORIZATION FOR CORRECTIVE WORK" MUST BE ISSUED IN WRITING BY THE MANUFACTURER TO AUTHORIZE THE CORRECTIVE WORK AT A COST NOT TO EXCEED THE REMEMBER, SAFETY FIRSTI BLOCKING DAMAGE OCCURS TO ENDS OF THE SHEETS OR Td SIDE RIBS. THE PACKAGES SHOULD BE STORED OFF THE GROUND SUFFlCIEN7LY HIGH TO ALLOW AIR CIRCULATION UNDERNEATH THE THE FASTENER HEAD. RAIN WATER OR CONDENSED MOISTURE COMBINED WITH ATMOSPHERIC POLLUTANTS (PRINCIPALLY SULFUR DIOXIDES) AND DIRT PARTICLES COLLECT IN SHORTAGES ARE NOT NOTED ON SHIPPING DOCUMENTS WHEN THE MATERIAL IS DELIVERED, H I AND THEN ACKNOWLEDGED BY THE CARRIER'S AGENT. IF THE CARRIER IS THE MANUFACTURER, MAXIMUM TOTAL COST SET FORTH. ALTERNATIVE CORRECTIVE WORK OTHER THAN THAT "INITIAL UNDER THE COLUMNS AND RAFTERS PROTECTS THE SPLICE PLATES AND THE SLAB FROM DAMAGE DURING THE UNLOADING PROCESS. IT ALSO FACILITATES THE PLACING OF PACKAGES. THIS AVOIDS GROUND MOISTURE & DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE END OF THE PACKAGE 4 ALWAYS BE ELEVATED THESE POCKETS. THE COMBINATION OF AND WATER CREATES AID SOLUTIONS THAT WILL CLAIMS FOR SHORTAGES ARE TO BE MADE BY THE CUSTOMER TO THE COMMON CARRIER. IF PROPOSED IN THE CLAIM" MAY BE DIRECTED BY THE MANUFACTURER IN THE "AUTHORIZATION WORK." ONLY THE FIELD SERVICE DEPARTMENT MAY CE SLINGS OR CABLES AROUND THE MEMBERS FOR LATER LIFTING AND ALLOWS MEMBERS TO BE BLUED TOGETHER INTO SUB-ASSEMBLIES WHILE THE GROUND. EXTRA CARE SHOULD TENCOURAGEPOLLUTANTS EXERCISES DRAINAGE IN CASE OF RAI*!. THE MFGR EXERCISES EXTREME CAUTION DURING FABRICATING U G CAUSE CORROSION DAMAGE TO THE PANEL AND FASTENER. RAIN MAY WASH SOME POLLUTANTS AWAY BUT MOISTURE HIGH E THE FORM OF H,AS HUMIDITY CAN KEEP THESE AREAS THE MATERIAL QUANTITIES RECEIVED ARE CORRECT ACCORDING TO THE QUANTITIES THAT ARE BILLED THE SHIPPING DOCUMENTS, BUT ARE LESS THAN THE QUAN ORDERED THE EC AUTHORIZE CORRECTIVE WORK. WORK. ALWAYS BE EXERCISED IN THE UNLOADING OPERATION TO PREVENT INJURIES FROM AT AND SHIPPING OPERA:TONS TO INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS, WATER FORMED BY CONDENSATION OF HUMID AIR CAN BECOME WET AND CONTINUE THE PROBLEM. OVERDRI'ANG THE FAS O FASTENER ALSO FORCES THE SEALING WASHER FROM UNDER THE FASTENER HEAD CREATING A LEAK AT THIS POINT. PROPERcz IE QUANTITIES THAT ARE NECESSARY TO COMPLETE THE METAL BUILDING ACCOP,D!°?G TO THE ACC T ORDER DOCUMENTS, CLAIM IS 1-00 BE MADE OF THE MANUFACTURER. FINAL CLAIM - THE "FINAL CLAIM" IN W^ITING MUST BE FORWARDED BY THE CUSTOMER TO HANDLING THE STEEL AND TO PREVENT DAMAGE TO MATERIALS AND THE CONCRETE SLAB. IF WATER IS ALLOWED TO REMAIN FOR EXTENDED PERIODS IN BUNDLES OF PRIMED PARTS TRAPPED BETWEEN STACKED SHEETS. WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAIN. THIS MAY CAUSE DISCOLORATION CAUSED BY TRAPPED TORQUE ADJUSTMENT OF THE SCREW GUN OR PR PREFERABLY THE USE OF A DEPTH GAUGE 4 WILL ELIMINATE THE PROBLEM OF OVERDRIVEN FASTENERS. THE MANUFACTURER WITHIN TEN (10) DAYS OF COMPLETION OF THE CORRECTIVE WORK SUCH AS GIRTS, PURLINS, ETC., THE PIGMENT WILL FADE AND THE PAINT WILL GRADUALLY MOISTURE. TIE STA!!d IS USUALLY SUPERFICIAL & HAS LITTLE EFFECT ON THE APPEARANCE DAMAGED OR DEFECTIVE MATERIAL - DAMAGED DEFECTIVE MATERIAL, REGARDLESS OF AUTHORIZED EY THE MANUFACTURER. SOFTEN REDUCING ITS BOND TO THE STEEL THEREFORE, UPON RECEIPT OF A JOB, ALL BUNDLES OF PRIMED PARTS SHOULD BE STORED AT AN ANGLE TO ALLOW ANY TRAPPED r OR SERVICE LIFE OF THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN ON THE IT IS EXTREMELY IMPORTANT THAT ALL DRILL SHAVINGS FROM THE INSTALLATION OF PANEL °� THE DEGREE LE DAMAGE, MUST BE NOTED AR THE SHIPPING DOCUMENTS BY THE CUSTOMER H AND ACKNOWLEDGED WRITING BY THE CARRIER'S AGENT. THE MANUFACTURER IS NOT THE "FINAL CLAIM" MUST INCLUDE: WATER TO DRAIN AWAY AND PERMIT AIR CIRCULATION FOR DRYING. PUDDLES OF WATER PANELS, HOWEVER, MOISTURE IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXTENDED PERIOD CAN SEVERELY ATTACK THE FINISH & REDUCE THE EFFECTIVE SERVICE LIFE. FASTENERS AND FILLINGS FROM THE SAW CUTTING OF PANELS BE REMOVED FROM THE PANEL SURFACE. CORROSION CAN OCCUR IN A MATTER OF HOURS WHEN THESE SHAVINGS T RESPONSIBLE FOR MATERIAL DAMAGED IN UNLOADING OF PACKAGED OR NESTED MATERIALS, 1. ACTUAL NUMBER OF MAN -HOURS BY DATE OF DIRECT LABOR USE ON CORRECTIVE WORK SHOULD NOT BE ALLOWED TO COLLECT AND REMAIN ON COLUMNS OR RAFTERS FOR THE SAME REASON. SEE R1-07 "DAMAGE FROM CONDENSATION OR TRAPPED WATER." OR FILLINGS ARE NOT REMOVED AND ARE ALLOWED TO COME IN CONTACT WITH WATER OR INCLUDING, BUT NOT LIMITED T0: FASTENERS, SHEET METAL C" & "Z" SECTIONS &COVERING PANELS THAT BECOME WET AND/OR DAMAGED BY WATER WHILE IN THE POSSESSION OF AND ACTUAL HOURLY RATES OF PAY 2. TAXES AND INSURANCE ON TOTAL ACTUAL DIRECT LABOR. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A CAUTION: CARE SHOULD ALWAYS BE TAKEN WHEN WALKING ON PANELS. USE SAFETY LINES CONDENSED MOISTURE. NHEN PANELS ARE PRE-DRILLED OR CUT IN THE STACK PRIOR TO ERECTION ALL SHAVINGS OR FILLINGS MUST BE CLEANED FROM BOTH SIDES OF THE PANEL OTHERS. PACKAGED OR NESTED MATERIAL THAT BECOMES WET IN TRANSIT MUST BE 3. OTHER DIRECT COSTS ON ACTUAL DIRECT LABOR. SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. 1`H17 COAT OF SHOP PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR TWE DURABILITY AND AND NETS WHEN NECESSARY! PANELS ARE SLIPPERY. WIPE DRY ANY MOISTURE OR SURFACE TO PREVENT CORROSION OF THE PANEL BY THESE PARTICLES IT IS IMPERATIVE THAT THE UNPACKED, UNSTACKED AND DRIED BY THE CUSTOMER. IF THE CARRIER IS THE MANUFACTURER, THE CUSTOMER MUST MAKE CLAIM FOR DAMAGE DIRECTLY TO THE 4. COST OF MATERIAL (NOT MINOR SUPPLIES) AUTHORIZED BY THE MANUFACTURER TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING COPIES OF PAID INVOICES. CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. MATERIAL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE. DEW r - - FROST, OR OTHER FORMS Or MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. ALWAYS ROOF BE SWEPT CLEAN AT LEAST DAILY AND CERTAINLY AT JOB COMPLETION. THE FINAL CLEANING OF THE ROOF SHOULD BE DONE PRIOR TO INSTALLING THE GUTTER SO THAT THE MANUFACTURER. IF THE CARRIER IS A COMMON CARRIER, THE CUSTOMER MUST MAKE THE CLAIM FOR DAMAGE 5. TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK SUM OF 1, 2, 3 & 4 . TH FINAL ( ) E " CLAIM" MUST BE SIGNED AND CERT FIED TRUE "FINAL L! F TO,CH- P O THESE. MINOR ABRASIONS IS THE RESPONSIBILITY OF THE END CUSTOMER. ALL r ASSUME PANEL SURFACE N SLIPPERY &ACT ACCORDINGLY. NEVER WALK OR STEP ON SKYLIGHTS OR TRANSLUCENT PANELS SHAVINGS ARE NOT DEPOSITED INTO THE GUTTER AND LEFT TO CORRODE. ANY OTHER FOREIGN OBJECTS OR DEBRIS LEFT BY CONSTRUCTION PERSONNEL SHOULD ALSO BE TO THE COMMON CARRIER. THE MANUFACTURER IS NOT LIABLE FOR ANY CLAIM WHATSOEVER INCLUDING, BUT NOT LIMITED TO LABOR CHARGES OF CONSEQUENTIAL AND CORRECT BY THE CUSTOMER. CLAIMS" ARE CREDITED TO THE CUSTOMER BY TETE MANUFACTURER IN AN AMOUNT NOT 1'0 F PRIMER SHOULD B_ TOUCHED UP AS REQUIRED BEFORE ERECTION! -SEE R1-06 TITLED "SHOP PRIMED STEEL" REMOVED FROM THE ROOF. DURING THE ERECTION OF THE ROOF AND THE INSTALLATION OF DAMAGES RESULTING FROM THE CUSTOMER'S USE OF DAMAGED OF DEFECTIVE MATERIALS THAT EXCEED THE LESSER OF THE MAXIMUM TOTAL COST SET FORTH IN WRITING IN THE USE WOOD BLOCKING TO ELEVATE & SLOPE THE PANELS IN A MANNER THAT WILL ALLOW EQUIPMENT SUCH AS AIR CONDITIONING UNITS, ETC... CAN BE DETECTED BY VISUAL INSPECTION. "AUTHORIZATION FOR CORRECTIVE WORK" OR TOTAL ACTUAL DIRECT COST OF CORRECTIVE TEMPORARY SUPPORTS MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN BUNDLES ES WILL PROVIDE ADDITIONAL AIR CIRCULATION. WHEN HANDLING OR UNCRATNG THE PANELS, LIFT RATHER THAN SLIDE °i PERSONNEL WALKING ON THE PANELS CAN CAUSE DAMAGE. WORKMEN SHOULD STEP OR Q OIL CANNING IS NOT CAUSE FOR REJECTION WORK. THEM APART. BURRED EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID OVER ONE ANOTHER. NEVER ALLG'W PANELS TO BE WALKED WALK IN THE BROAD FLAT AREAS OF THE PANEL AND AVOID STEPPING ON THE PANEL ENDS AND EDGES WHICH CAN BE BENT BY CARELESS HANDLING. IF THIS DAMAGE IS SEVERE, THE EXCESSIVE **IMPORTANT NOTE ** - COST OF EQUIPMENT (RENTAL OR DEPRECIATION), SMALL TOOLS, TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND ON WHILE ON THE GROUND, EDGES MUST BE STRAIGHTENED PRIOR TO ERECTION SINCE THE APPEARANCE AND/OR o MATERIAL - THE MANUFACTURER RESERVES THE RIGHT TO RECOVER ANY MATERIAL DELIVERED IN EXCESS OR THOSE REQUIRED BY THE ORDER DOCUMENTS.FURNISHED SUPEP,VISION, OVERHEAD AND PROFIT ARE NOT SUBJECTED TO CLAIMS. AND INSTA!_I_ED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WALL SECURE WEATHER TIGHTNESS OF THE PANEL COULD BE AFFECTED. DRAGGING ONE PANEL ACROSS y ANOTHER CAN CUT OR ABRADE THE COATING CAUSING UNSIGHTLY MARKS ON THE PANEL SHIPMENT ARRIVAL TIME - EVERY EFFORT WIH_L BE MADE TO SEE THAT THE CARRIER THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS SURFACE. INITIAL CLAIM - IN THE EVENT OF ERROR, THE CUSTOMER MUST PROMPTLY MAKE A WRITTEN ARRIVES AT THE JOBSITE ON THE REQUESTED DAY AND AT THF REQUESTED HOUR. COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING OR VERBAL "INITIAL CLAIM" TO THE MANUFACTURER FOR THE CORRECTION OF DESIGN, MANUFACTURER MAKES NO WARRANTY AND ACCEPTS NO RESPC'NSIBIUTY FOR COSTS FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING FROM THE PERFORMANCE OF WORK BY OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE ATTEMPTS ERECT PANELS DURING WINDY CONDITIONS SHOULD BE AVOIDED TO PREVENT DRAFTING, BILL OF MATERIALS OF FABRICATION ERROR. "INITIAL ASSOCIATED WITH A SHIPMENT NOT ARRIVING AT A, REQUESTED TIME UNLESS A SEPARATE LOADS AS THOSE DUE TO TORNADO, EXPLOSION D DAMAGE AND FOR SAFETY CONSIDERATIONS. P THE CLAIM" INCLUDES: AGREEMENT HAS BEEN MADE IN WRITING FOR A GUARANTEED ARRIVAL TIME. OR COLLISION. (SECT. 7.9.1 AISC CODE OF STAMDARD � 1. DESCRIPTION OF THE NATURE AND EXTENT OF THE ERRORS,INCLUDING QUANTITIES. 2. DESCRIPTION PRACTICE, 9TH ED.). LEAVING DIRT PILED AGAINST THE EXTERIOR WALL PANELS AT THE FOUNDATION WILL CAUSE G PANEL DAMAGE. THIS DIRT MAY BE WET OR AT LEAST C OF THE NATURE AND EXTENT OF PROPOSED CORRECTIVE WORK INCLUDING WILL CONTAIN SOME MOISTURE. MUD g ESTIMATED MAN -HOURS. �11NAGF ELEVATE MAY HAVE BEEN SPLASHED ONTO THE WALL DURING CONSTRUCTION. CORROSION DAMAGE g F c MAY OCCUR 3. MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING WHERE THIS DIRT OR MUD CONTACTS THE PANELS. IN AREAS WHERE DME x c ESTIMATED QUANTITIES AND COST. a STABILIZATION OF THE SOIL IS REQUIRED, CORROSION DAMAGE FROM THE SOIL'S CONTENT 0 m a 2 a w 4. MAXIMUM TOTAL COST OF PROPOSED CORRECTIVE WORK AND MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER. WILL BE ACCELERATED AND MOST LIKELY BE SEVERE. ALL DIRT MUST BE REMOVED FROM V o THE PANEL WALLS AT THE COMPLETION OF THE WORK. PRE-PAINTED PANELS MAY REQUIRE co o TOUCH-UP IF THE COATING HAS BEEN DAMAGED DURING HANDLING OR ERECTION. >¢ THE APPEARANCE OF THE BLDG. MAY BE AFFECTED IF DAMAGED SPOTS OR SCRATCHES AREr _ LO ? rn LOCATED IN HIGHLY VISIBLE PLACES SUCH AS AROUND DOORS, WINDOWS, ETC... IF THE E DAMAGE IS EXTENSIVE THEN REPLACEMENT OF THE ENTRE PANEL SHOULD BE CONSIDERED. ' :, Z z z < >O O Qm^U ._ �� ♦ 0 � R1-01 R1-02 02 - Rl 03 SAFETY COMMITMENT _ R1 04 ROOF MAINTENANCE GUIDELINES R1-05 0 TYPES OF FINISHES DAMAGE FROM CONDENSATION OR TRAPPED WATER SHOP PRIMED STEEL IT IS EXTREMELY IMPORTANT THAT THE PANELS BE MONITORED FOR EVIDENCE OF TRAPPED WATER OR MOISTURE CONDENSATION MILE AWAITING ERECTION. HIGH. HUMIDITY CONDITIONS S THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR APPLYING AND OBSERVING ALL PERTINENT / +INSPECTc ROOF FOR DAMAGE AFTER HEAVY STORMS. o` ALL STRUCTURAL MEMBERS OF THE METAL BUILDING SYSTEM NOT FABRICATED OF CORROSION RESISTANT MATERIAL OR PROTECTED BY A CORROSION RESISTANT COATING ARE c WITH TEMPERATURE CYCLING WILL CAUSE CONDENSATION BETWEEN THE PANELS WITHIN THETHE SAFETY RULES AND OSHA STANDARDS AS APPLICABLE. BUILCING MANUFACTURER HAS A COMMITMENT TO MANUFACTURE QUALITY BUILDING * INSPECT AND RESEAL AS NECESSARY ALL ROOF CURBS AND OTHER PENETRATIONS WITH v E Q� N m PAINTED WITH ONE COAT OF SHOP PRIMER MEETING THE PERFORMANCE REQUIREMENTS OF BUNDLE. CONDENSATION CAN OCCUR FREQUENTLY NEAR THE SEA COAST OR OTHER LARGE NEAR BODIES OF WATER. COMP'ONENTS THAT CAN BE SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB URETHANE SEALANT. * !. ALWAYS GET MANUFACTURER APPROVAL BEFORE MAKING ANY MODIFICATIONS TO THE z omi SSPC PAINT SPECIFICATION NO. 15. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT p SITE PRACTICES OF THE ERECTOR ARE BEYOND THE CONTROL OF THE BUILDINGROOF. z (o ❑ ❑ 0 Co 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 IF JOBSITE COVERS ARE USED, THEY SHOULD BE TIED AWAY FROM THE BUNDLE AT THE � , ar MANUFACTURER. IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION * REPAINT ANY AREAS THAT ARE SUSCEPTIBLE TO RUST AS REQUIRED. *WHEN PERFORMING ROOF MAINTENANCE, ALWAYS TAKE THE FO!lOWIHVG PRECAUTIONS: F w > > � BE KEPT FREE OF THE GROUND AND SO POSITIONED ASE MINIMIZE WATER-HOLDING CORNERS TO ALLOW Air, CIRCULATION AROUND T.. BUNDLE. THIS WILL HELP PREVENT O MOISTURE EVAPORATING FROM THE GROUND 0„ BUILDING FLOOR FROM CONDENSING ON THE PRACTICES BE THE TOP PRIORITY OF ANY JOB SITE.* USE FALL PROTECTION AND OTHER SAFETY EQUIPMENT AS REQUIRED. ¢ POCKETS, DUST, MUD AND OTHER CONTAMINATION OF THE PRIMER FILM. REPAIRS OF DAMAGE TO PRIMED SURFACES AND/OR REMOVAL OF FOREIGN MA EP,lAL DUE TO IMPROPER / o � ^ � ' r r PANELS. PLASTIC OR OTHER IMPERMEABLE COVERS ARE NOT RECOMME,ID._D.IMM_DIATE LOCATE, STATE AND FEDERAL SAFELY AND HEALTH STANDARDS, WHETHER STANDARD STATUTORY OR CUSTOMARY, SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER * DO NOT WALK ON ROOF FLASHINGS SUCH AS GUTTER, RAKE, HIP OR RIDGE of (0-mo o z ¢ z FIELD STORAGE OR SITE CONDITIONS ARE NOT THE RESPONSIBILITY OF THE MANUFACTURER. ACTON IS REQUIRED IF THE PANELS ARE FOUND TO BE WET FROM ANY CAUSE. THE BUNDLES MUST BE OPENED AND EACH PANEL UNSTACKED AND THOROUGHLY DRIED ON BOTH SAFEIIY. FLASH.. * II (ETPs). THEY WILL NOT DO NCT V1ALK ON LIGHT TRANSMITT. G PANELS l O > ¢ z in E p o THE MANUFACTURER IS NOT RESPONSIBLE FOR DETERIORATION OF THE SHOP COAT OF PRIMER OR CORROSION THAT MAY RESULT FROM EXPOSURE TO ATMOSPHERIC AND SIDES. RE-STACKING THE PANELS AT A SLIGHT ANGLE TO EACH. OTHER TO PREVENT NESTING MAKE: CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY AI ERECTING A BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. DAILY SUPPORT A PERSON'S WEIGHT. Q O v d z � 3 ENVIRONMENTAL CONDITIONS, NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED WILL ALLOW AIR CIRCULATION APUD ASSIST IN KEEPING THE PANELS DRY. IN SEVERE CONDITIONS LARGE FANS CAN BE USED TO CIRCULATE AIR BETWEEN THE tJ,.S,ACKED PANELS MEETINGS H!GHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED. TIF' USE OF HARD � * ST *GUARD ALL LIPS AND ROOF OPENINGS. c STEP ONLY IN THE PANEL FLAT DIRECTLY ON OR IN CLOSE PROXIMITY TO A SUPPORTING h z r` x ¢ Q �—rn2M U COATING. MINOR ABRASIONS TO THE SHOP COAT INCLUDING GALVANIZING CAUSED BY ( ) F r n AND ACCELERATE DRYING. DAMAGE TO TH. PANEL COATING OCCURS WHEN PANELS BECOME WADS„ RUBBER SOL SHOES FOR ROOF WORK, PROPER EQUIPMENT FOi? HANDLING MATERIAL AND :SAFETY NETS WHERE APPLICABLE, ARE RECOMMENDED. ROOF STRUCTURAL C9 cv v m O HANDLING, LOADING, SHIPPING UNLOADING AND ERECTION AFTER PAINTING OR GALVANIZING ARE UNAVOIDABLE. (MBMA OS IV 4.24) WET AND ARE ALLOWED TO STAY WET. DAMAGE CAN OCCUR TO NESTED PANELS WITHIN FOR 'PURPOSES OF DETERMINING UFT REQUIREMENTS, NO BUNDLE SUPPLIED BY THE * AFTER DRIER TRADES HAVE BEEN ON THE POOF FOR ANY REASON. INSPECT THE ROOF ^ Scale: NOT TO SCALE 24-48 HOURS. THIS DAMAGE SHOWS AS CORROSION AND DISCOLORATION OF THE PANEL M.ANUIFACTURER WILL EXCEED 4,000 POUNDS. FOR FURTHER INFORMATION ALSO REFERENCE FOR DAMAGE CAUSED BY WORKERS INCLUDING Ci,EMICAL OR SOLVENT SPILLS, SCRATCHES ^ ' Drawn by. MED 1/8/16 GALVALUME SURFACE AND IS COF.IMONLY CALLED WET STORAGE STAIN, ZINC OXIDATION, OR N111TE R,JST* THE BILL OF MATERIALS FOR INDIVIDUAL MEMBER WEIGHTS OF OTHER STRUCTURAL MEMBERS. !N THE PAINT OR GALVALUME R COATING, EXCESSIVE FOOT HE WOR AND PUNCTURES. MAKE SURE THAT ANY DEBRIS OR SCRAP LEFT BEHIND BY THE WORKERS IS REMOVED Checked by. EA 1/8/16 GALVALUME IS THE TRADE NAME FOR A PATENTED STEEL SHEET & COIL PRODUCT HAVING A COATING IF ADIDITIONAL INFORMATION IS REQUIRED CONTACT THE FIELD SERVICE DEPARTMENT. FROM THE ROOF IMMEDIATELY. AVOID USING CUTOFF SAWS AND WELDING EQUIPMENT OVER Project Engfieer. SG OF CORROSION RESISTANT ALUMINUM-ZINC ALLOY. THE ALLOY MIXTURE IS BALANCED TO OBTAIN THE COATING THAT RETAINS THE CORROSION RESISTANCE & HEAT ICE ,AND SNOW REMOVAL WH THE ROOF. IN CASES ERE THIS IS NOT POSSIBLE, THE ROOF MUST ADEQUATELY PROTECTED. REFLECTIVITY OF ALUMINUM & THE SACRIFICAL ACTION OF GALVANIZED. THE BEST EXCESSIVE ICE AND SNOW SHOULD BE REMOVED FROM ROOF IMMEDIATELY TO PREVENT Job Number. 15-B-19397-1 PROPERTIES OF BOTH ALUMINUM & ZINC ARE COMBINED IN THIS COATING & OFFER ADDED DAMAtGE TO ROOF AND POSSIBLE COLLAPSE. DO NOT USE METAL TOOLS TO REMOVE THE ICE FOOT TRAFFIC SERVICE LIFE FOR BUILDING PANELS. TARP OR SNOW AS THIS CAN DAMAGE THE PAINT AND/OR GALVALUME COATINGS. ALSO, BE KEEP FOOT TRAFFIC TO A MINIMUM, HEAVY FOOT TRAFFIC CAN CAUSE PONDING ON LOW Sheet Number. • Rt of 13 PRE-PAINTED \ CAREFUL AROUND PLUMBING PIPES AND FLASHINGS. BE EXTREMELY CAREFUL IF YOUR ROOF HAS LIGHT TRANSMITTING PANELS. THESE PANELS PITCHED ROOFS. THIS IS PARTICULARLY TRUE JUST UPSLOPE FROM THE EAVE AND AT ENDEARS . ALWAYS WALK IN THE FLAT OF THE PANEL NEAR A SUPPORT N ROOF The engineer whose seal USING GALVALUME STEEL AS A SUBSTRATE, PRE-PAINTED STEEL IS GIVEN AN ADDITIONAL WILL INOT SUPPORT A PERSON'S W'FIGHT AND WILL BE DIFFICULT OR IMPOSSIBLE TO SEE IF <G STRUCTURAL DO NOT WALK ON TRIM OR IN GUTTERS. BARE GALVALUME ROOFS, PP p ogee appears hereon Is an employee RUST INHIBITOR PRIMER COAT. THIS PRIMER COAT FURTHER INCREASES THE CORROSION THEY ARE COVERED WITH ICE AND SNOW. SEE 2002 MBMA LOW-RISE BUILDING SYSTEMS F EXCESSIVE FLOT TRAFFIC MAY CAUSE BLACK BURNISH MARKS. IF REGULAR FOOT TRAFFIC M O for the manufacturer for the RESISTANCE. THESE COATINGS ARE APPLIED TO THE EXTERIOR SURFACE OF THE PANELS �`� MANUAL APPENDIX A8 FOR DETAILS ON SNOW REMOVAL PROCEDURES. THESE PROCEDURES IS PLANNED FOR A ROOF, PROVISIONS SHOULD BE MADE FOR A PROPERLY DESIGNED AND materials described herein. Said AND THE WASH COAT, DESIGNED ONLY FOR INTERIOR USE, IS APPLIED ON THE OPPOSITE SHOUILD COMMENCE WHEN HALF OF THE DESIGN ROOF SNOW LOAD SHOWN ON THIS SHEET IS INSTALLED ROOF WALKWAY SYSTEM. IN ORDER TO LIMIT ACCESS TO THE ROOF, ROOF seal or certification is limited SIDE. GALVALUME AND PRE-PAINTED STEEL CAN GIVE EXCELLENT SERVICE FOR MANY YEARS AIR CIRCULATION REALKZED. HATCHES OR ACCESS LADDERS SHOULD BE LOCKED AT ALL TIMFS. A SIGN SHOULD BE to the products designed and IF A FEW RULES CONCERNING THEIR CARE AND MAINTENANCE ARE OBSERVED. ALL OF THESE POSTED AT THE POINT OF ACCESS, STATING THAT ONLY AUTHdR.IZED PERSONNEL ARE manufactured by manufacturer FINISHES ARE EQUALLY SUBJECT TO DAMAGE AND CORROSION WHEN CARE IS NOT PROVIDED. DEBRIS REMOVAL ALLOWED ONTO THE ROOF. IN ADDITION, A LOG BOOK SHOULD BE KEPT OF ALL VISITS TO only.The undersigned engineer is PAINT AND COATING MAINTENANCE A SOFTENING OF THE PAINT FILM CAN OCCUR WTH PRE-PAINTED STEEL UNDER WET STORAG ANY FOREIGN DEBRIS SUCH AS SAWDUST, DIRT, LEAVES, ANIMAL DROPPINGS, ETC. WILL CAUSE THF ROOF AND THE REASON FOR SUCH VISITS, not the overall engineer of CONDITIONS AND THE DURABILITY OF 11.4,E PANEL FINISH SUBSTANTIALLY DECREASED. BARE CORROSION OF THE ROOF, GUTTERS, TRIM, ETC. IF LEFT ON BUILDING SURFACE FOR A LONG record for this project. REMOVE SMUDGE MARKS FROM BARE GALVALUME®. FORMULA 409 HAS PROVEN TO BE GALVANIZED AND GALVALUME PANELS REACT MORE QUICKLY TO SURFACE OXIDATION SINCE THEY LACK TIE ADDITIONAL PROTECTION OF PAINT. ZINC COATED OR GALVALUME PANELS ENOUGH TIME. THE ROOF SHOULD BE PERIODICALLY INSPECTED FOR SUCH CONDITIONS AND IF FOUND, THEY SHOULD BE RECTIFIED IN A MANNER CONSISTENT WTH THESE ROOF DISSIMILAR METALS NEVER ALLOW YOUR ROOF TO COME IN CONTACT WITH, OR WATER RUNOFF FROM, ANY SOMEWHAT EFFECTIVE. LIGHTLY RUB WITH A CLEAN CLOTH AND RINSE WITH WATER. DO NOT RUB MORE THAN REQUIRED TO REMOVE SMUDGE. PRODUCT LULL REMOVE ALL SMUDGE OF c UNDER NORMAL EXPOSURE FORM A ZINC OR ALUMINUM OXIDE FILM ON THEIR SERFAGECalifornia "WEATHERING" MAINTENANCE GUIDELINES. NEVER ALLOW TREATED LUMBER OR CONCRETE/MORTAR/GROUT TO COME IN CONTACT NTH ROOF PANELS, ESPECIALLY GALVALUME ®, FOR EXTENDED PERIODS DISSIMILAR METAL INCLUDING BUT NOT LIMITED TO: COPPER, LEAD OR GRAPHITE. THIS Ronald W. Bennett, P.E. P.E. C050732 WITHOUT MARKS. REMOVE RUST STAINS. SOFT SCRUBOFTCBLEACH HAS PROVEN TO ALLOWING A SLOW OXIDATION PROCESS CALLED TO OCCUR THAT INHIBITS OF TIWE. INCLUDES COPPER AND ARSENIC SALTS USED IN TREATED LUMBER, CALCIUM USED IN SOMEWHAT EFFECTIVE. LIGHTLY RUB WITH A SOFT CLOTH AND RINSE WITH WATER. R. NOT FURTHER CORROSION. IN NESTED BUNDLES CONSTANT CONTACT OF THE PANELS WITH CONCRETE, MORTAR AND GROUT. DRMM15A ENMM11A RUB MORE THAN REQUIRED TO REMOVE STAIN. NO PRODUCT WILL COMPLETELY REMOVE RUST O CONDENSED OR TRAPPED WATER PREVENTS THIS WEATHERING PROCESS. PERIODIC INSPECTION STAINS. TO TOUCH-UP SCRATCHES IN PAINT (NOT TO BARE METAL), CLEAN AREA TO BE RAPID OXIDATION OF THE ZINC OR ZINC ALUMINUM COATING CAN NOW OCCUR AND MAY LEAD ALL HIIGH-STRENGTH BOLTS SHALL BE PERIODICALLY INSPECTED FOR TIGHTNESS, PAINTED WITH MILD DETERGENT. RINSE THOROUGHLY AND DRY. USING A SMALL ARTISTS TO "RED RUST" IN A SHORT TIME. IF DISCOLORATION OR STAINS ARE MINOR, A HOUSEHOLD PARTICULARLY IN CRANE BUILDINGS AND AFTER ANY SEISMIC ACTIVITY OR WIND ACTIVITY. BRUSH, LIGHTLY APPLY THE MINIMAL AMOUNT OF COLOR MATCHED TOUCH-UP PAINT CLEANER OF THE TYPE USED ON PORCELAIN SINKS AND BATHTUBS MAY BE USED TO REMOVE THE CRANE MANUFACTURER WILL SPECIFY A MINIMUM PERIOD BUT IT SHOULD NOT EXCEED 2 REQUIRED TO FILL/COVER THE SCRATCH. CONTACT BUILDING MANUFACTURER FOR THE STAINS. WIRE BRUSHING OR USING ABRASIVE MATERIALS SHOULD BE AVOIDED SINCE YEARS. ASSISTANCE WITH ORDERING/PURCHASING TOUCH-UP PAINT AS NEEDED. SCRATCHING OR REMOVAL OF THE COATING COULD OCCUR. PANELS WITH SIGNIFICANT DAMAGE SHOULD BE REPLACED BY THE BUYER B7FORE ERECTION. DRAINAGE * KEEP ROOF FREE OF DEBRIS AND KEEP DEBRIS OUT OF GUTTER TO ALLOW WATER, TOQUICK !Y DRAIN FROM p * DO NOT USE WOOD BLOCKING TO HOLD EQUIPMENT OFF OF PANEL SEAMS. THIS BLOCKS (��4��a���a�o THE FI-OW OF WATER AND HOLDS MOISTURE. TR• Q�`� * DO) NOT ALLOW ROOFTOP AC UNITS OR EVAPORATIVE COOLERS TO DRAIN ONTO THE ROOF. * �7+r A'► ANYPTHING THAT TRAPS OR HOLDS MOISTURE ON A ROOF WILL CAUSE PREMATURE CORROSION. 4� W No. 0AA7 R1-06 R1-07 Rll-03 R1-00 L� r; ` Rom Erection Guide F1a R1 Rev. BUTTE COUNT'! Ma '14 05 EO f GAT. !1 H^s, i�� n, ;, F3�..i,l._DP, ,,.� L i .� SIG Jan 06, 2016 Specified Column Centerline �-- Steel Lire 1. , To determine that the foundation is square, measure diagonal dimensions to be (t3mm sure they are of equal length. ANCHOR ROD SETTING TOLERANCES2. To determine that the foundation is level, set up a transit a level and use a ----- level rod to obtain the elevation at all columns. 3. Carefully check the location of all anchor rods against the Anchor Rod Setting Plan furnished by the Manufacturer. All dimensions must be identical to assure a proper start-up. AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS 7.5.1. Anchor rods, foundation bolts and other embedded items shall be set by the owner's designated representative for construction in accordance with embedment drawings that have been approved by the owner's designated representatives for design and construction. The variation in location of these items from the dimensions shown in the embedment drawings shall be as follows: (a) The variation in dimension between the centers of any two anchor rods within on anchor -rod group shall be equal to or less than 1/8 in. [3 mm]. (b) The variation in dimension between the centers of adjacent anchor -rod groups shall be equal to or less than 1/4 in. [6 mm]. (c) The variation in elevation of the tops of anchor rods shall be equal to or less than plus or minus 1/2 in. [13 mm]. (d) The accumulated variation in dimension between centers of the anchor -rod groups along the column line through multiple anchor -rod groups shall be equal to or less than 1/4 in. per 100 ft [2 mm per 10000 mm], but not to exceed a total of 1 in. [25 mm] (e) The variation in dimension from center of any anchor -rod group to the column line through that group shall be equal to or less than 1/4 in. [6 mm]. The tolerances that are specified in (b), (c) and (d) shall apply to offset dimensions shown in the structural design drawings, measured parallel and perpendicular to the nearest column line, for individual columns that are shown in the structural design drawings as offset from column lines. 7.5.2. Unless otherwise specified in the contract documents, anchor rods shall be set with their longitudinal axis perpendicular to the theoretical bearing surface. 7.5.3. Embedded items and connection materials that are part of the work of other trades, but that will receive structural steel, shall be located and set by the owner's designated representative for construction in accordance with an approved embedment drawing. The variation in location of these items shall be limited to a magnitude that is consistent with the tolerances that are specified in Section 7.13 for the erection of the structural steel. 7.5.4. All work performed by the owners designated representative for construction shall be completed so as not to delay or interfere with the work of the fabricator and the erector. The owners designated representative for construction shall conduct a survey of the as -built locations of anchor rods, foundation bolts and other embedded items, and shall verify that all items covered in Section 7.5 meet the corresponding tolerances. When corrective action is necessary, the owner's designated representative for construction shall obtain the guidance and approval of the owners designated representative for design. It is extremely important that anchor bolts be placed accurately in accordance with the Anchor Rod Setting Plan. All anchor rods should be held in place with a template or similar means, so that they will remain plumb and in correct location during placing of the concrete. A final check should be made after the completion of the concrete work and prior to the steel installation. This will allow any necessary corrections to be made before the costly installation labor and equipment arrives. STAKE STEEL LINE STEEL LINE TEMPLATE SHEETING __ _ • J� . NOTCH / \ B E ___Tn BOARD FORM BOARD Erection Guide ANCHOR RODS PROJECTION OF ANCHOR RODS 'D" GIVEN ON ANCHOR ROD PLAN. SHEETING NOTCH SHOWN BUT MAY NOT BE REQUIRED (SEE ANCHOR ROD PLAN) Pogo R2 Dote R05 f 1 /8" (t3mm Bottom of Base Plate * f1/2" f13mm) *Variation in Elevation to the Tops of Anchor Rods BASE PLATE AND ANCHOR ROD TOLERANCES FIELD TOLERANCES COLUMN ALIGNMENT TOLERANCES ,— TEMPLATE r i I• i i - �N--� - A A L _ B l E MEZZAPIINE BEAM HEIGHT TOLEIRANCE SIOEWALL 1 1 1 500 500 ✓I 500 I I � � I J J � J 3 Z o UJ w 500 500L I 500 , 1 1 1 SIDEWALL __UV'AZalE I LAN VIEW DIMENSIONS A, B, AND C AS GIVEN ALIGNRIFNT TOLERANCE FOR MEMBIERS WITH FIELD SPLICES ON ANCHOR BOLT PLAN -- -� Endi ROOF CURIES (When not Supplied by Bui'ding Manufacturer) Curb Base Length 6„ 12" Minim ® Purlin Line -J Indicates Roof Panel Support location A Indicates Curb Base Support location r Panel Rib Floating Panel Support ROOF JACK INSTALLATION Install Piee in center to allow base of rubber roof jack to lay flet an panel. Cannot encompass more than 75% of panel. ncorrect Prone H/500 HEIGHT (f) TOLERANCE 10' 1/4• 12' 5/16- 15' 3/8' 20' W. 25' 5/8• 30' 3/4' 45' 1 1/16- 60' 1 7/16' COLUMN ALIGNMENT TOLERANCES ,— TEMPLATE r i I• i i - �N--� - A A L _ B l E MEZZAPIINE BEAM HEIGHT TOLEIRANCE SIOEWALL 1 1 1 500 500 ✓I 500 I I � � I J J � J 3 Z o UJ w 500 500L I 500 , 1 1 1 SIDEWALL __UV'AZalE I LAN VIEW DIMENSIONS A, B, AND C AS GIVEN ALIGNRIFNT TOLERANCE FOR MEMBIERS WITH FIELD SPLICES ON ANCHOR BOLT PLAN -- -� Endi ROOF CURIES (When not Supplied by Bui'ding Manufacturer) Curb Base Length 6„ 12" Minim ® Purlin Line -J Indicates Roof Panel Support location A Indicates Curb Base Support location r Panel Rib Floating Panel Support ROOF JACK INSTALLATION Install Piee in center to allow base of rubber roof jack to lay flet an panel. Cannot encompass more than 75% of panel. ncorrect Prone ❑ Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These �i roof jacks do not have 20 -year service life and, in the case of lead hats, will cause galvanic corrosion of the roof panels. o-0 Q o N ❑ Use EPDM rubber roof jacks with an integral aluminum band bonded into the perimeter of a , o v Up Lift Plate Curb Base__ (If Required) - the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone w _ N rubber roof jacks. Retrofit rubber roof jacks are available for applications in which the top o o �.0- of the pipe is inaccessible, eliminating the possibility of sliding the roof jack over the top / of the pipe. a Section : "A" (Insulation when specified) ❑ Do not use tube caulk/silicone to seal roof jack to the roof panels. Use only tape sealan — - 1 J 3 as supplied by Metal Bldg Manufacturer. Fasten the roof jack to the roof panels with 1/4"-14 x 7/8" Lap Tek Stitch Screws at 1" on center around base of roof jack. r< The curb details shown illustrate the building manufacturers recomended curb ❑ Roll down the top of the roof jack and apply tape sealant continuously around the } and installation method. It is the erector / installer's responsibility to exposed portion of the pipe. Roll the top of the roof jack back over the tape sealant. Gstyle o provide the proper curb style and install them in accordance with the Apply the stainless steel clamp over top of roof jack and firmly tighten to form a secure (_ procedures established by these details. Failure by the erector / installer to follow these recommendations may result in the curbs damaging the roof system compression seal. ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe xa or excluded from warranties. penetration in center of p panel to allow the base of the rubber roof lack to seal to the an of the p m q v a o N o � � � o All roof curbs to be: panel. If a °o v, m y 1. .080 Aluminum or 18go. Stainless (Na Golvalume/No Galvanized) a pipe must be installed through a panel seam, or if the pipe diameter is so large to C N ^ W 2. Panel rib to rib installation (No flat skirt or lay -over Curbs) block the flow of water down the roof panel, you must install a "pipe curb" into the roof „ a� o `o 3. Installed over low end / under high end application for water flow at and then seal the pipe curb with rubber roof jack. For pipes in which top cannot be =_ E a °' panel splice accessed, a two-piece pipe curb is available. �� 3^ Z LZ"Z0 4. Up lift prevention for clip applied roof systems are required if: ❑ In Northern climates, protect all pipe penetrations from moving ice or snow with a snow ' > o C a. Wind load exceeds 110 mph or retention system immediately up slope from the pipe.v 5 o m,. 0 b. Curb base crosses a purlinO s �g 0) = mNU [ 5. Supported on (4) four side by primary or secondary framing 6. Max, G G - Single Curb weight Recommend = 1500# ROOF JACK INSTALLATION (Not by Metal Bldg Manufacturer) ** o o` o SUGGESTED METHOD OF PURLIN ATTACHMENTPanel profile varies N z 00 JFOLDG ACCESSORIEQ �— R B ** Roof Jack ** Roll Top Down Z � � 00 ❑ Stainless Steel Clamp v > M warn I 1/4-14 x 7/8' Lap Tek Step 1 S.D. w/Washerat 1" O.C. rn o z p QZ< Z< V) /t/ \ o Z 0 PURLIN, / Tri -Bead Tape Sealant • •• • HW504 o o o Z y Z r, 2 ¢ 3 o ANGLE (W/ 2 SELF -DRILLERS** _ U Z 0)v m O \-ANGI_E** Scale: NOT TO SCALE HANGER ROD** SPRINKLER Drawn by. MED 1/8/16 PIPE ROD';; Checked by EA 1/8/16 Apply Tri -Bead Tape - - Sealant Continuously Project Engineer. • SG /j SUGGESTED METHODS ** Stainless Steel Clamp around Pipe Job Number. • 15-B-19397-1 (Not b Metal Bldg Manufacturer Y 9 ) .I Roof Jack ** Sheet Number. • R2 of 13 An angle is self -tapped to t! -ie web of the purlin to catch hanger rod. This Step 2 1/4-14 x 7/8' Lap Tek The engineer whose seal appears hereon is an employee method does not preclude other forms of attachment to the purlin, web. S.D. w/Washer at 1" O.C. for the manufacturer for the The total hanger load shell not exceed the design collateral load for the building. materials described herein. Said A sample Calculation IS shown below: 5' (purlin spacing) x 5 (hanger spacing) x 6 psf (collateral load) = 150 lbs. � oo Tri -Bead Tape Sealant • , . P HW504 seal or certification is limited to the products designed and See cover sheet for design collateral load for this building. manufactured by manufacturer only.The undersigned engineer is Note: If this building is designed for 0 psf collateral load, then adding any not the overall engineer of suspended system (ie. duct work, piping, lights, ceilings, etc.) will correspondingly record for this project. reduce the design live load. Ronald W. Bennett, P.E. Im California P.E. C050732 Stainless Steel Clamp-,jI ur 56 d Tape Sealant DRMMISA ENMM7IA DO NOT INSTALL HANGER ROD IN FLANGE OF PURLIN THE INCORRECT WAYS ROD, ANGLE � �•Z' PURLIN OR CHAIN CIDP DO NOT INSTALL PURLIN CLIPS OF ANY KIND ON FLANGE OF THE PURLIN AS SHOWN! Step Tri -Bead Ti HW504 Jack ** x 7/8' Lap Tek lWasher at 1" O.C. OTE: Roll roof jack up ver Tri -Bead Tape Sealant and secure the clamp. BU FTE CO1TIT pz� i R .!`i...DIri IG r IV "SI0 ll a" s P�. . r0p No. 0050732 an Ub, PRE -ERECTION NOTES: GENERAL ERECTION NOTES The following notes, procedures and suggested recommendations are important pars 1.) All clips, flange braces, bolts, bracing systems, ETC. must be installed as shown on of the pre -erection process. erection drawings. 1.) Prior to the time the erection crew arrives, a responsible person should check the job site for foundation readiness, square, and accuracy and Anchor Rod size and location. The drawing shown below indicates a method which may be used to check tie foundation and bolts for square. _S BE Measure along adjacent sides of foundation using a pair of dimensions shown. If the diagonal distance between these points is as noted, the corner is square. Diagonal measurements between opposite Anchor Rods will indicate if these bolts are set square. 2.) When unloading the building, carefully check off each item from the packing list. Bundles and boxes will have a list attached indicating the contents. 3.) Unload and layout the building columns on the foundation. 4.) Unload the rafters onto the foundation so that they can be erected from whichever end of the building you wish to start. Your crane will move from one end of the building to the other while standing columns and hanging rafters 5.) Layout the girts and purlins on dunnage or wood blocking around the foundation as near as possible to where they will be installed. 6.) Unload and place trim crates out of the way, since these will be the last required. 7.) Unload and place panels and insulation out of the way. NOTE: In extremely cold conditions, the vinyl facing on insulation Will become brittle, requiring very careful handling. 8.) Avoid lifting panel stacks with cables, chains or other devices which could damage the panel. Upon unloading, and every morning thereafter, inspect he pane bundles for moisture between the panels. This is especially important with galvalume or galvanized panels. The panel finish must be protected at all times before and during erection to preserve the appearance and function of the panels. 9.) All hardware boxes should be protected from theft and moisture, especially items such as tube caulking and locksets. Store mastic away from heat. LAYOUT OF BUILDING COMPONENT OO O CLIPS BOLTS O SCREWS 0 RAMP 2 in 1. Girts, Eave Struts and Purlins 2. End Fromes and Endpost 3. Main Frames 4. Clips, Bolts, Screws, ETC. 5. Endwall Girts 1.) Layout primary and secondary framing around the slab as shown. 2.) Place components and crates on the slab or on wood blocking to prevent contact with the ground. 3.) Block one end of components higher than other end to allow drainage of rail water. 4.) Leave one end of the building open for erection equipment access. 5.) Construct temporary ramp of timbers from grade to slab to prevent damage to concrete edge from equipment traffic. 6.) Install clips and flange braces onto columns and rafters before these membes are in the air. Clip and flange brace locations are shown on erection drawings. 2.) It is extremely important, especially during construction, that panels at the eaves, rakes and ridges be kept secure. 3.) Column bases must not be lag screwed or "RED HEADED" to concrete unless specified on erection drawings for the building. 4.) Tighten column wind brace rods/cables (exterior and interior) before tightening roof rods/cables. Roof rods/cables are tightened from eave to peak. 5.) High strength bolts (A325) must be used where specified. TEMPORARY CONSTRUCTION BRACING 1.) It is the responsibility of the erector to maintain stability of the structure during all stages of erection, particularly when left overnight. 2.) Temporary supports, such as temporary guys, braces or other elements shall be the total and complete responsibility of the erector. The temporary supports required shall be determined and furnished by the erector. 3.) Temporary construction supports shall be provided wherever necessary to accommodate all construction loads to which the structure may be subjected, left in place as long as may be required for safety. PANEL CAUTIONS AND NOTES To minimize potential of corrosive action at the bottom edge of wall panels, the contractor must assure that the following procedures are followed: 1.) The concrete foundation should be cured for a minimum of seven (7) days before wall panels are installed. (un -cured concrete is highly alkaline and metal panels can undergo varyling degrees of corrosive attack when in direct contact with the concrete.) After the first week of the curing cycle, the reaction between metallic coatings on steel and the concrete is essentially halted. CLEAN DIRT FROM WALL PANEL AROUND PANEL BASE PANEL NOTCH (SHOWN) ORFOUNDATION BASE TRIM \ a :� '7a a" ; Z SLOPE FINISH GRADE AWAY-, INL \` FROM BUILDING 2.) Top of finish grade at building to be a minimum of foulr (4) inches below bottom of panel. 3.) Finish grade is to slope away from building to ensure proper drainage. 4.) Upon completion of finish grading, all dirt is to be cleaned from around base of wall panel where it may have collected in panel notch or on base trim. FASTENER INSTALLATION Correct fastener installation is one of the most critical steps when installing roof/wall panels. Drive the fastener in until it is tight and the washer is firmly seated. Doi not overdrive fasteners. A slight extrusion of neoprene around the washer is a good visual tightness check. Always use the proper tool to install fasteners. A fastener driver (screw gun) with a RPM of 1700-2000 should be used for self -drilling screws. A 500-600 RPM fastener driver should be used for self -tapping screws. Discard worn sockets, these can ceuse the fastener to wobble during? installation. �1.2LGJ1U_ ��� JSIL2LG111. CORRECT DEGREE OF TOO TIGHT SEALANT SQUEEZED TOO LOOSE SEALANT IS TIGHTNESS NOTE SLIGHT Too THIN EXTRUDES FAR BEYOND NOT COMPRESSED TO CI?CLE OF SEALANT FASTENER k'EAD FORM SEAL NOTE: Always remove metal filings from surface of panels at the end of each work period. Rusting filings can destroy the paint finish and void any warranty. MASTIC SEALANT Proper mastic application is critical to the weather tightness of a building. Mastic should not be stretched when installed. Apply only to cleain, dry surfaces. Keep only enough mastic on the roof that can be installed in a day. During warm weather, store mastic in a cool dry place. During cold weather (below 60°;) mastic must be kept warm (60°-90°) until application. After mastic has been applied, keep protective paper in place until panel is ready to be installed. IMPORTANT NOTE: All details, recommendations and suggestions contained in the ERECTION GUIDE portion of this drawings set are for general guidelines only, and nomt meant to be all-inclusive. Industry accepted installation practices with regard to all areas not specifically discussed in this section should be followed. Only experienced, knowledgeable installers familiar with accepted practices should be used to assure io quality project. It is emphasized that the Manufacturer is only a manufactiurer of metal building components and is not engaged in the installation of its products. Opinions expressed by the Manufacturer about installation practices noted in the ERECTION GUIDE are intended to represent only a guide as to the sequencing and how the components could be assembled to create a building. Both the quality (and safety of installation and the ultimate customer satisfaction with the completed building are determined by the experience, expertise, and skills of the installation crewls, as well as the equipment available for handling the materials. Actual installation operations, techniques and site conditions are beyond the Manufacturers control. CAUTION 1A: Determine from erection drawings furnished with the building the location of the first braced bay. Framing for this bay will be erected first. 1B: Stand adjacent primary frame column and corner column over the anchor rods. Shim or chip out under the base plate if required to ensure that the base is level, at the correct elevation, and is in full contact with the foundation. Plumb and align the columns and install washers and nuts onto the Anchor Rods. NOTE: The end frame may be a bearing frame with the rafter supported by end posts, or a rigid frame with the rafter self-supporting, and not attached to the end posts. The procedure shown is for a bearing frame. If the building has a rigid end frame, it is erected the some as interior frames as described in steps 1 and 2. 1C: Attach wo!I girts to the primary frame column and corner column. Bolt girts to the corner column with two bolts. Bolt girt to primary frame column with one bolt through the column flange and secure bolt with sub -nut (see detail on erection drawings). 1D: Install the eave strut by bolting to the top of the columns. Refer to the erection drawings and attach column flange brcce where shown. Flange braces may be required on one or both sides of the columns. If a flange brace connects to a girt in the adjacent bay, that brace will be bolted to the girt after the adjacent boy girts are installed. NOTE: As wall girts are installed around the building, framing for factory located framed openings and accessory framing to which the girts attach should be installed. Field located accessory framing may be installed at the some time as girts or at a later time. 1E: Install wall bracing systems (rods, cables, knee bracing, portal bracing) at this time but do not tighten completely until the bay is plumbed. 1F: Repeat steps 1B thru 1E for wall framing on the opposite side of the building. 1G: Attach clips to the end posts and stand these posts over the Anchor Rods. Follow the procedure as described for corner columns in step 1B. 1H: Bolt required clips and flange braces to the end frame rafter sections and lift into place atop the end posts. Bolt rafter sections to corner column and end post cap plates. Bolt rafter sections together at peak. 2: ERECT FIRST BAY ROOF FRAMING NOTE PURLINS It is the respansibifty of the erector to provide temporary erection bracing until the structure is completed. RIMARY FRAME / RAFTER I—' � f: 'P 9,Zwlf11M /LTEMPORARY ERECTION BRACING END FRAME END POST RACING Plumbing and aligning a total structurral system begins with the first braced bay and continues through completion. Accuratte alignment of the first bay is essential for correct alignment of succeeding bays. The ins5taller is responsible for choosing the best method suited for plumbing and aligning the sstructural system. STEP 3: ERECT ENDWALLL GIRTS AND FIRST INTERIOR BAY / -- NOTE It is the responsibility of the END BAY erector to provide temporary PURLIN erection bracing until the structure is completed. -TEMPORARY ERECTION BRACING END FRAME RAFTER ND BAY GIRT END POST ENDWAl CORNER GIRT COLUMN 3A: After end frame is plumb and scquare, install endwall girts and flange braces for end post if required. 3B: Attach wall girts to the primary frame columns (see step 1C). 3C: Instcll eave struts (see step 1D;)). 3D: Attach roof purlins for this bay • to the two rafters. Purlins will bolt to the rafter flange in the some manner as girts Ito column flanges (see step 1C). Connect flange braces to purlins. 3E: Check alignment, plumb and squcare the two bays just erected. Tighten all bolts and bracing. EAVE STRUT END FRAME END POST STEP 4: ERECT REMAINNIING STRUCTURAL FRAMING NOTE It is the responsibility of the erector to provide temporary PURLINS erection bracing until the structure is completed. � l RIMARY FRAME TEMPORARY ERECTION BRACING r.G Starting at the opposite end of the first bay erected, instoll the remaining interior frames, girts, purlhins, eave struts, bracing, end frames and end posts using the proocedures described in the preceding steps. Be sure all wall girtts, roof purlins and flange braces as shown on the erection drmwings are installed. Constant checks should be made to ensure the building is square, plumb and aligned. All X -Bracing should be checked thmt it is installed to a taut condition with all slack removed. Do not tighten beyond this state. BUTTE E CCU tib' DRMM15A ENMM11A Until rafters are bolted in place with Fpurlins and flange braces installed, they are easily damaged by incorrect or careless hanodling procedures. Use extreme caution when lifting STEP 1: ERECT FIRST BAY WALL FRAMING rafters. Two booms should be used to) lift any pinched rafter section 80 feet or more in length. NOTE 2A: Bolt primary frame rafter togetheer at peak connection (unless rafter length requires It Is the responsibility of the lifting in sections). Attach the requireed clips and flange braces to the rafter before lifting /-PRIMARY FRAME erector to provide temporary BRACING erection bracing until the since these items are more easily insttalled on the ground. Lift rafter into place between structure is completed. sidewall columns and install bolts in wafter to column knee connections. HEAVE STRUT �-GIRT / 2B: Install end bay purlins from end fframe rafter to the first interior frame rafter. The end bay purlins will overlap the interioDr bay purlins at the frame as described in step 1C. Complete flange brace connection to Fpurlins. 2C: Install roof bracing systems but ddo not tighten completely until the bay is plumbed. END FRAME �P RAFTERbra �` 0 2D: Plumb and square the first bay. /After alignment, tighten wall bracing first and the END POST roof bracing working from eave to peak. Tighten any remaining bolts. CORNER COLUMN 1A: Determine from erection drawings furnished with the building the location of the first braced bay. Framing for this bay will be erected first. 1B: Stand adjacent primary frame column and corner column over the anchor rods. Shim or chip out under the base plate if required to ensure that the base is level, at the correct elevation, and is in full contact with the foundation. Plumb and align the columns and install washers and nuts onto the Anchor Rods. NOTE: The end frame may be a bearing frame with the rafter supported by end posts, or a rigid frame with the rafter self-supporting, and not attached to the end posts. The procedure shown is for a bearing frame. If the building has a rigid end frame, it is erected the some as interior frames as described in steps 1 and 2. 1C: Attach wo!I girts to the primary frame column and corner column. Bolt girts to the corner column with two bolts. Bolt girt to primary frame column with one bolt through the column flange and secure bolt with sub -nut (see detail on erection drawings). 1D: Install the eave strut by bolting to the top of the columns. Refer to the erection drawings and attach column flange brcce where shown. Flange braces may be required on one or both sides of the columns. If a flange brace connects to a girt in the adjacent bay, that brace will be bolted to the girt after the adjacent boy girts are installed. NOTE: As wall girts are installed around the building, framing for factory located framed openings and accessory framing to which the girts attach should be installed. Field located accessory framing may be installed at the some time as girts or at a later time. 1E: Install wall bracing systems (rods, cables, knee bracing, portal bracing) at this time but do not tighten completely until the bay is plumbed. 1F: Repeat steps 1B thru 1E for wall framing on the opposite side of the building. 1G: Attach clips to the end posts and stand these posts over the Anchor Rods. Follow the procedure as described for corner columns in step 1B. 1H: Bolt required clips and flange braces to the end frame rafter sections and lift into place atop the end posts. Bolt rafter sections to corner column and end post cap plates. Bolt rafter sections together at peak. 2: ERECT FIRST BAY ROOF FRAMING NOTE PURLINS It is the respansibifty of the erector to provide temporary erection bracing until the structure is completed. RIMARY FRAME / RAFTER I—' � f: 'P 9,Zwlf11M /LTEMPORARY ERECTION BRACING END FRAME END POST RACING Plumbing and aligning a total structurral system begins with the first braced bay and continues through completion. Accuratte alignment of the first bay is essential for correct alignment of succeeding bays. The ins5taller is responsible for choosing the best method suited for plumbing and aligning the sstructural system. STEP 3: ERECT ENDWALLL GIRTS AND FIRST INTERIOR BAY / -- NOTE It is the responsibility of the END BAY erector to provide temporary PURLIN erection bracing until the structure is completed. -TEMPORARY ERECTION BRACING END FRAME RAFTER ND BAY GIRT END POST ENDWAl CORNER GIRT COLUMN 3A: After end frame is plumb and scquare, install endwall girts and flange braces for end post if required. 3B: Attach wall girts to the primary frame columns (see step 1C). 3C: Instcll eave struts (see step 1D;)). 3D: Attach roof purlins for this bay • to the two rafters. Purlins will bolt to the rafter flange in the some manner as girts Ito column flanges (see step 1C). Connect flange braces to purlins. 3E: Check alignment, plumb and squcare the two bays just erected. Tighten all bolts and bracing. EAVE STRUT END FRAME END POST STEP 4: ERECT REMAINNIING STRUCTURAL FRAMING NOTE It is the responsibility of the erector to provide temporary PURLINS erection bracing until the structure is completed. � l RIMARY FRAME TEMPORARY ERECTION BRACING r.G Starting at the opposite end of the first bay erected, instoll the remaining interior frames, girts, purlhins, eave struts, bracing, end frames and end posts using the proocedures described in the preceding steps. Be sure all wall girtts, roof purlins and flange braces as shown on the erection drmwings are installed. Constant checks should be made to ensure the building is square, plumb and aligned. All X -Bracing should be checked thmt it is installed to a taut condition with all slack removed. Do not tighten beyond this state. BUTTE E CCU tib' DRMM15A ENMM11A STEP 5: INSTALL SIDEWALL PANELS PANELS NOT 5C: Sidewall panels should be installed so that the panel sidelop is in a direction away It is the responsibility of from the prevailing wind. (refer to appropriate lap detail included with erection the erector to provide drawings.) temporary erection bracing until the structure is 5D: Install remaining sidewall insulation and panels, being careful to maintain correct completed. This bracing is panel coverage. It is suggested that the foundation be marked in increments of panel to remain in place until all width to allow visual checking of panel coverage as installation progresses. roof and wall panels are installed. NOTE: Check periodically to ensure that all panels are aligned and plumb. 'LOCKING FOR GIRT ALIGNMEN' 5E: At the finishing corner of a sidewall, the last panel may required additional lap or trimming for installation of corner trim refer to the details in the erection drawings. 5A: Before installing wall panels, the girts must be aligned to a level position so that there is no visible sag. This should be done directly ahead of panel installation. Girt leveling may be accomplished by standing a section of gable angle vertically against the outside girt flanges at approximate mid -bay location. When girts are level, attach the girt flanges to the angle with vise grip pliers or temporary screws. Wood blocking cut to fit the spaces may also be used for alignment. NOTE: Temporary girt blocking is not recommended on concealed fastener panels. The removal of the blocks after panel installation can cause oil canning. EAVE STRUT G NOTE: �✓ Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your building. CONTACT TAPE *roNTACT SIDEWALL INSULATIONINSULATION BASE ANGLE/TRIM MUST MEET ENDWALLINSULATION TO SEAL THE CORNER TAPE 5B: If walls are to be insulated, place a continuous run of contact tape along the eave strut and base member. NOTE: At the base, cut off the insulation a minimum of 1/2" above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. Roof Pl ane t==_21 Insulation Double Faced Tape —�` (Not by manufacturer) (Not by manufacturer) Note: to be used to secure Trim insulation and turn vinyl back insulation. 11 Insulation must not be exposed to weather. Wall Panel Insulation (Not by manufacturer) Fiberglass Insulation %'Z,%",%,—Vapor Barrier to to OUTSIDE of Building INSIDE of Building Eave Detail (See Erection Drawings) Insulation (Not by Note_ Trim insulation and Wall Panel manufacturer) turn vinyl back Insulation must not be exposed to Finicho weather. d .door Base Detail (See Erection Drawings) Starting at a building corner, attach the first piece of blanket insulation to the contact tape on the eave strut. Pull tight and adhere to tape at the base. It is recommended that insulation not be installed more than 6 feet ahead of panels. PRE -DRILLED TEMPLATE SHEET STACKED SHEETS TO BE DRILLED GABLE ANGLE CONTACT TAPE ENDWALL GIRT WOOD BLOCKING BASE ANGLE/TRIM PURLIN r- EAVE STRUT CONTACT TAPE INSULATION Y Screw Alignment Panel 6C: Align and level girts on endwall. (Through Fastened Peniel Only) 6D: If the walls are to be insulated, place a continuous run of contact tape along the gable angle and base member. Starting at the corner of the endwall, attach the first piece of insulation to the contact tape on the gable angle, pull tight and adhere to tape at the base. Cut off excess insulation. It is recommended that insulation not be installed more than 6 feet ahead of panels. NOTE: At the base cut off the insulation a minimum of 1/2 inch above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. NOTE: ALIGNED After drilling panels, it is important to clean metal filings off all panel surfaces, including between panels that are not installed that day,,, to avoid rust stains. STEP 6: INSTALL ENDWALL PANELS TRIM 6A: Install gable angles/supports onto the ends of purlins and eave struts. This angle is to butt -up to each other or is spliced as required except at expansion joints where a one inch gap is maintained between ends of adjacent sections to allow for expansion. Gable angle splices may occur on or between purlins and the angle must be attached to each purlin and the eave strut. NOTE_ Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your building. NOTE END FRAME—" �URLIN Detail shown for ribbed roof RAFTER GABLE panel only.. For standing seam 7° NGLE rake and gable angle installation, AT see erection details. EXPANSION JOINT TYPICAL ; AVE STRUT BUTT LAP CONDITION 6B: See erection drawings sheeting layouts for panel starting dimensions, panel trim locations, and lap locations. TRIM DIMENSION VS MEASURED FROM TR IV, �� CENTER OF FIRST MAJOR RIB. 6E: Start at the corner, trim pane! (if required) and set in place. Refer to corner details in the erection drawings for the panel starting distance from the corner, When the panel is located and plumb, install fasteners. 6F: Install remaining endwoll insulation and panels, being careful to maintain the correct panel coverage as suggested in step 5D. 6G: Install corner trim. STEP 7: INSTALL ROOF PANELS NOTE It is the responsibility of the erector to provide temporary erection bracing until the tructure is completed. PANELS is bracing is to remain n place until all roof and wall panels are installed. LOCKING FOR IGNMENT 7A: Install eave trim over top of sidewall panels and eave struts with fasteners per erection drawings eave detail. 713: If the roof is insulated, place a continuous run of contact tape along top of eave struts at both sidewalls. Lay a starter roll of blanket insulation from eave to eave across roof and secure to contact tape. (refer to packing list for width of insulation starter roll). It is recommended that insulation be installed no more than 6 feet ahead of panels. STEP 7: INSTALL ROOF PANELS (Can't 7C: Install the first run of roof panels across the building from eave to eave, or eave to ridge. To allow proper ins3tallation of rake trim, the starting location for the first panel must be , as shown in rake details included with the erection drawings. When the firstt run is properly located and aligned with the correct endlaps and eave overhanng, fasten to pur!ins. Roof panels should be installed so that the sidelop iss in a direction away from the prevailing wind. Refer to appropriate lap detail'.. 7D: Install remaining roof insulation (and panels. To avoid accumulative error due to panel coverage gain or loss, I properly align each panel before it is fastened. Occasional checks should Ib)e made to ensure that correct panel coverage is maintained. Special attenition should be given to fastener, mastic and closure requirements. Refer to ddetails with erection drawings. 7E: At finishing end of roof, the lostt panels may require field modification for installation of rake trim. Refer to ro*e details. DO NOT BACK LAP THROUGH FASTENED ROOF SHEETS. NOTE: Roof panel types and installattion requirements will vary. Refer to the appropriate details for the specific poonel used. IMPORTANT: Loose fasteners, blind rivets, drill shaving, ETC. must be removed from roof to guard against corrosions. NEVER STEP ON LIGHTT TRANSMITTING PANELS, TRANSLUCENT PANELS, OR UNATTENDED ROOF PANELS. Panels May Collapse If Not Properly Secured! Roof panels must be completely attaclhied to the purlins and to panels on either side before they can be a safe walking sur-feace. Light transmitting panels or translucent panels can never be considered as a lwvolking surface. Partially attached or unattached [panels should never be walked on! Do Not: 1. Step on rib at edge of panel. 2. Step near crease in rib at edge of panel. 3. Step within 5 feet of edge on unsecured panel. A single roof panel must never be usecd as a work platform. An OSHA approved runway should be used for work platforms! (Co)nsult OSHA Safety and Health Regulations for the Construction Industry). Safety First! NOTE: For PBR roofs with a ridge panel, it is recommended that both sides of the ridge of a building be sheeted simultaneously. This will keep the insulation RAKE covered for the maximum amount of time and the panel ribs can be kept in TRIM proper alignment for the ridge panel. This is critical on the "PBR" panels so that the ridge caps can be properly installed. Check for proper coverage as the sheeting progresses. Note panel -sheeting sequence below! STEP 8: INSTALL TRIIIM AND ACCESSORIES vrtrnwu CN Vl1 ___ GUTTER 8A: Install rake trim and gable closure. 8B: If included with the building, install the eave gutter, corner closures and downspouts. NOTE_ Remove all loose fasteners, blind rivets, drill shavings, etc... from gutter to guard against corrosion. 8C: Install accessories (doors, windows, louvers, etc...) not previously installed. Refer to TION the appropriate details for installation inistructions. IMPORTANT: Remove debris from roof nand wall surfaces during installation and after. Clean surface of sheeting as required to) remove smudges and touch-up any minor/mild scratches with color match touch-up paint. E� iT T _ °, CYJ'NI Olf B . rr e�qq !! DRMM15A ENMM11A an Ub, �I FILLETS NOT ALLOWED�o ON CRANE BRACKETS S EXCEPT AS NOTED ON WS6. USE DETAILS B2 AND B3 ON CRANE BRACKETS WERE FILLET WELDS ARE NOT ALLOWED. !�)J T = 3/8" OR LESS FLUSH OR RECESSE CONNECTION PLATE AND BRACKET TO FLANGE C1> L 0" TO 1/16" -"-r / ,BACK GOUGE T - 3/8" OR LESS GENERAL NOTES AND DETAILS WS -1A Date Issued: EXTENDED, FLUSH OR RECESSED CONNECTION PLATE AND BRACKET TO FLANGE t ROOT FACE PER WPS BACK GOUGE 1/2" TO 2" October 30, 2015 GENERAL NOTES 1. ALL SAW WFB TO FLANGE WELDS TO BE CON77NUOUS ONE SIDE (ONLY UNLESS NOTED ON FABRICA77ON DOCUIdENTS. 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., SEE DETAIL D- 1A ON THIS SHEET. J. F11 LET WELD SIZE IS NO GREATER THAN THE SHORTEST LEG SIZE_ 4. FOLLOW APPROPRIATE WELDING PROCEDURE SPECIFICATIONS Fop' ALL WELDS, DETAIL 3 GENERAL USAGE GUIDELINES EXTENDED CONNECTION PLATE LI_M!T(S) FLANGE FILLET AND BRACKET TO FLANGE BOTH SIDES THICK S O 1/4" 3116- /16"5/16" 5/16" 3/8" 5116 * 1/4" CRANE BRACKET TO FLANGE BRACKET FLANGE THICKNESS LES` THAN OR EQUAL TO 3/8" B2 UNDER 1/4 0" TO 1/16" �I FILLETS NOT ALLOWED�o ON CRANE BRACKETS S EXCEPT AS NOTED ON WS6. USE DETAILS B2 AND B3 ON CRANE BRACKETS WERE FILLET WELDS ARE NOT ALLOWED. !�)J T = 3/8" OR LESS FLUSH OR RECESSE CONNECTION PLATE AND BRACKET TO FLANGE C1> L 0" TO 1/16" -"-r / ,BACK GOUGE T - 3/8" OR LESS GENERAL NOTES AND DETAILS WS -1A Date Issued: EXTENDED, FLUSH OR RECESSED CONNECTION PLATE AND BRACKET TO FLANGE t ROOT FACE PER WPS BACK GOUGE 1/2" TO 2" October 30, 2015 GENERAL NOTES 1. ALL SAW WFB TO FLANGE WELDS TO BE CON77NUOUS ONE SIDE (ONLY UNLESS NOTED ON FABRICA77ON DOCUIdENTS. 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., SEE DETAIL D- 1A ON THIS SHEET. J. F11 LET WELD SIZE IS NO GREATER THAN THE SHORTEST LEG SIZE_ 4. FOLLOW APPROPRIATE WELDING PROCEDURE SPECIFICATIONS Fop' ALL WELDS, DETAIL 3 GENERAL USAGE GUIDELINES CONDITION LI_M!T(S) BOTH DETAIL TO USE BOTH SIDES FLANGE THICKNESS LESS THAN Of EQUAL TO 3/8" CONNECTION PLATE IS EXTENDED 'AST FLANGE ENOUGH TO ALLOW REQUIRED FILLET SIZE B1 FLANGE TO CONNECTION PLATE FLANGE THICKNESS LESS THAN Of EQUAL TO 3/8" CONNECTION PLATE IS FLUSH TO RECESSED TO FLANGE SURFACE B2 5/16" 3/8" FLANGE THICKNESS GREATER THAI 3/8" B3 CRANE BRACKET TO FLANGE BRACKET FLANGE THICKNESS LES` THAN OR EQUAL TO 3/8" B2 UNDER 1/4 BRACKET FLANGE THICKNESS GREATER THAN 3/8" B3 NON—CRANE BRACKET TO FLANGE NON—CRANE BRACKET FLANGE THCKNESS LESS THAN OR EQUAL TO 3/8" B1 UNDER 1/4 NON—CRANE BRACKET FLANGE THCKNESS GREATER THAN 3/8" B3 COLUMN FLANGE TO MOMENT BASE PLATE, STIFFENER TO CONNECTION WEDLED PLATE THICKNESS LESS `HAN OR EQUAL TO 3/8" PLATE IS EXTENDED PAST WELDEE PLATE ENOUGH TO ALLOW REQUIRED FILLET SIZE B1 PLATE OR ANY CONDITION CALLING FOR DETAIL B BUT NOT MENTIONED ABOVE. WELDED PLATE THICKNESS LESS TIAN OR EQUAL TO 3/8" PLATE DOES NOT EXTEND PAST VELDED PLATE ENOUGH TO ALLOW REQUIRED FILLET SIZE B2 1 WELDED PLATE THICKNESS GREATER THAN 3/8" B3 L)C / H IL 5— I A SEE NOTE C2 IN DETAIL C -1A FLANGE TO CONNECTION PLATE AND BRACKET TO FLANGE BACK GOUGE 20 r—t��_O_ /16" W J WEB THIS SIDE OF PUTS FAR FLANGE SPLICE p O h C1 SAW W J WEB THIS SIDE OF PLATE FOR FLANGE SPLICE p I NOTES BACK GOUGE -0-1116- WB -1/16"W i 77.15 SIDE OF PLATE FOR FLANGE SPLICE R C2 CK GOUGE • N I O O x WEB THIS :D£ OF PLATE 7 A FOR FLANG SPLICE �J BACK GOUGE SAW BACK GOUGE 60' �w 0-1116 WEB THIS SIDE OF PLATE FOR FLANGE SPLICE ti h 0" - 1 8" lu / I OI jWEB 77f, SIDE OF PLATE FOR FLNGE SPLICE DETAIL C- 1A SPLICE 1,1VELDS FLAT OR HORIZ. g45"45" BACK GOUGE `--1 °p O 0 - 1/16" O J W£B 77-/S SIDE OF PLATE FOR FLANGE SPLICE C451AACK GOUGE t WEB THIS SIDE OF PLATE FOR FLANGE SPLICE p ti C2 ANY PREQUALIFIED OR 'PROCEDURE QUALIFIED" CLIP WELD MAY ALSO BE USED FOR DTAILS B AND C, WITH A WRITTEN NCI APPROVED WPDS 1:2 1/2 77ICKNESS TRANSITION REQUIRED FOR CANADA PROJFCTS TABLE 1 TiBLE 2 GENERAL BILLET WELDS MIN. FILLET WELD SIZES BOTH ONE SIDE BOTH SIDES PLATE THINNER PLATE (USUALLY THE WEB) THICKER PLATE < 1/4 1/4" 5/16" 3/8" 1/2" 5/8" 3/4" THINNER PLATE THICKNESS FILLET SIZE FILLET SIZE UNDER 1/4 3/16" - - - - - - UNDER 1/4 3/16" 3/16" - 1/4" 3/16" 3/16" c o �rn w 1 1" a 5/16 THRU 1/2 3/16" 3/16" 3/16" 3/16" 3/16" - _ 5/1166 5/1166" . 1 114/4" 5/8 THRU 3/4 3/16" 1/4" 1/4" 1/4" 1/4" 1/4" 1/4" OVER 5/i6 J 5/16" 5/16" OVER 3/4 3/16" 1/4" J 5/16-15116 " 5/16" 5/16 5/16" 5 a� p mIU TABLE 3 SINGLE PLATE WELDS BOTH SINGLE SIDES PLATE FILLET THICKNESS G SIZE 1/4 3/16 5/16 1/4 3/8 1/4 BACK GOUGE 20 R=1/4" t-0 - 1/8" z C5 � 5. ALL CLIPS SHOULD BE WELDED AT 90 -DEG TO THEIR SUPPORT,NG SURFACE UNLESS OTHERWISE NOTED IN THESE DPA WINGS OR THE PROJECT SHOP DPRAWNGS. 6. SC2 AND SC280 FLANGE BRACE CLIPS SHOULD BE ALIGNED WITH THE PURLIN/GIRT CLIP ABOVE REFER TO DETAIL ON SHEET W5-5. FILLET INCREASE AT SKEW INSURE THAT FILLET LEG SIZES ARE ACHIEVED GAP DUE TO SLOPE BEVEL OR SLOPE 2.12 = 9 DEGREES 4:12 = 18 DEGREES FOR SLOPE BETWEEN 2:12 AND 4:12 INCREASE FILLET 1/16", FOR 4:12 SLOPE AND GREATER USE CJP. GENERAL NOTE NO 2 IS IN ADD17701V TO SKEW IIINCREASE MAX. OPENING ALLOWED IS 3/16. THEN USE CJFP. IF REQUIRED FILLET EXCEEDS 5/16 THEN USE CJP. DETAIL A- 1A I IDEAL FIT -UP INCREASE FILLET FIT -UP GAP B`rY AMOUNT OF GAP op: A�P �O Q�j c, Wx tZET DESIGN DESIGN FILLET SIZE FILLET 1/8" 3/16• 1/4" 5/16"" GAPREQUIRED FILLET SIZE RFILLETD 1/16" 3/16" 1/4" 5/16„ 3/8"• SIZE 1/8" 1 1/4 5/16" 1 3/87/16"" USE CJP 3/16" 5/16" 3/8" 7/16" /2'"' SEE NOTE 2 DETAIL D— 1A FILLET IINCREASE BUTTIEE COUNTY BUILD!, -,,G a U z 0 0 c ,o 's } G o C_ !� o E�� o Oxa m F G O N Co O V y V c o �rn w a °o �0 C_ "2J M ? E <a U) •' �� Z Z>U ®a w./ U * O U O V 5 a� p mIU •� �� l Orn= U 0014 � 00 —ern a_ �? O N U j El Fu �ii � Q a)Z O ZU Z HE O U Q, oOUOZ y Z^ 2:5 3 V ONUm O Scale: NOT TO SCALE Drown by. MED 1/8/16 Checked by. EA 1/8/16 Project Engineer. • SG Job Number: 15-B-19397-1 Sheet Number: R5 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. Ronald W. Bennett, P.E. California P.E. C050732 DRMMI5A ENMM11A J 0 No. 0050732 an o6, GENERAL NOTES AND DETAILS WC -1R f)nta Iccisari ne-fnhar .7(1 7f11Fi PREPARE THIN PLATE PREPARE THIN PLATE GRIND THICKER FLANGE PREPARE THIN PLATE PER KIPS 2 1/2 PER WPS 1 PER WPS 2 1/2 WELD 7RANS177ON 2 1/2 WELD TRANSITION 7 ON THINNER FLANGE„ DETAIL ON THINNER FLANGES DETAIL BB* (see note 1) ,_ NA 0" — 1/8" 0" — 1/8" 0'— 1/8" FLANGE THICKNESS THICKNESS TRANS177ON FLANGE THICKNESS TRANSITION FLANGE THICKNESS TRANSITION Beam OR Girt WELD TRANSITION GRIND WIDER FLANGE M-5 and L-5 2 1/2 1 F ON SMALLER FLANGE \ 1 2�,( \ / 2 1/2 1 D TRANSITION WIDER FLANGE AS SHOWN r TRANS177ON FLANGES SAS SHOKd WELD TRANSITION ON SMALLER FLANGE TRANSITION SMALLER WS -5 Detail 0-5 FLANGE AS SHOWN L__ FLANGE WIDTH TRANSITION FLANGE WIDTH TRANSITION ge WS -5 Detail 0-5 FLANGE WIDTH TRANSITION OPTION -1 OP77ON-2 OPTION -3 TRANSITION ACHIEVED BY GRINDING OF TRANSITION ACHIEVED BY COMBINATION OF TRANSITION ACHIEVED BY WELDING ON WIDER/THICKER PART WELDING AND GRINDING SMALLER/THINNER PART FOR CANADA JOBS ONL Y 7RANS177ON CAN BE ACHIEVED BY WELDING ON THE THINNER/SMALLER PLATE (OP;ON-3), BY GRINDING THE THICKNER/WIDER PLATE (OPTION -1) OR BY A COMBINATION OF BOTH (OPTION -2) TO GET THE REQUIRED 1:2 1/2 TRANSITION. AT KNEE CONNECTION PLATES THIS TRANSITION MUST BE ACHIEVE BY USING OPTI(V-3, WELDING ON THE THINNER/SMALLER PLATE DO NOT MODIFY THE KNEE CONNEC770N PLATE TO GET THE REQUIRED 1:2 1/2 TRANSITION. FOR STEPPED THICKNESS, THINNER PLATE END PREPARA77ON MAY BE USED IF TRAIS177ON OF THICKER PLATE IS PREPARED PRIOR TO WELDING. END PLATE WELD GUIDANCE FOR GENERIC BEAMS BASED ON PARENT PIECE MARK PARENT MARK PREFIX DESCRIPTION PARTIAL DEPTH END PLATE FULL DEPTH END PLATE SHEET DETAIL SHEET DETAIL BB* (see note 1) Bracket NA WS -2 Below Eave Bracket 64 (413) TO UNDER 400 (2580) Crane End Stop End Plate Weld Requirements must be provided by the design engineer. BG* Beam OR Girt WS -5 M-5 and L-5 WVS-5 Detail 0-5 BM* Mezzanine Beam WS -5 M-5 and L-5 WS -5 Detail 0-5 BP* Purlin, Post or Column Beam WS -5 M-5 and L-5 WS -5 Detail 0-5 BR* Roof Beam WS -5 M-5 and L-5 WS -5 Detail 0-5 BS* Spandrel Beam WS -5 M-5 and L-5 WS -5 Detail 0-5 BW* Wall Beam WS -5 M-5 and L-5 WS -5 Detail 0-5 BE* Underhung Crane Bracket Extension NA WS -6 Underhung Crane Bracket Extension 1. Refer to WS -2 for at eave canopy and lean—to bra--kets. Refer to WS -6 for crane brackets SEAL WELD NOTES: 1. SEAL WELDS SHALL ONLY BE PROVIDED WHEN SPECIFICALLY REQ(ESTED ON THE SHOP DRAVIINGS 2. SEAL WELDS SHALL MEET ALL THE SAME QUALITY AND WORKMANSHIP REQUIREMENTS AS ANY OTHER WELD ON A MEMBER AND CRITERIA OF SECTION 1.5.8 OF THE NCI WELD MANUAL AND CLAUSE 5.4.10 OF CSA W59-13. J. SEAL WELD SIZE SHALL BE PER TABLE 2 SHOWN ON THE WELD ;TANDARD DRAWINGS 4. FOR MEMBERS REQUIRING SEAL WELDS NCI WILL PROVIDE MEMBEIS TO MEET CLASS I OR CLASS !1 CRITERIA AS DEFINED BY AMERICAN GALVANIZERS ASSOCIA77ON AGA) UNLESS OTHERWISE SPECIFICALLY REQUESTED BY THE CUSTOMER. PROPER. VENTING .OR OVERLAPPING PAF. IS SHALL BE PROVIDED IN THE FORM OF UNWELDED PORTIONS OR HOLES ?ER TABLE4 SHOWN ON THIS SHEET FOR ALL MEMBERS TO BE HOT DIPPED GALVANIZED AFTER FABRCA TION. SEAL WE'_DS BUTTE COUNTY BU!I_Dl ,�G DIVSIG;",] an DRMM15A ENMMIIA Table 4 VENT HOLES FOR OVERLAPPED AREAS FOR STEELS 1/2 in. (12.75 mm) OR LESS IN THICKNESS OVERLAPPED AREA in.2 cm2 VLVT HOLES UNWELDED AREA. UNDER 16 (103) NONE NONE 16 103 TO UNDER 64 413 ONE Ya in. 1 cm 1 in. 2.5 cm 64 (413) TO UNDER 400 (2580) ONE 1/ in. (1.25 cm) 2 in. (5.1 cm) 400 2580 AND GREATER, EACH 400 2580 ONE 3'4 in. 1.91 cm VENT HOLES FOR OVERLAPPED AREAS FOR STEELS GI°=A TER THAN 1 2 in. 4 in. (10.2 cm) 12.75 mrr)IN THICKNESS OVERLAPPED AREA 1n.2(cm2) VEVT HOLES UNWELDED AREA UNDER 16 (1 OJ) NONE AIONE 16 103 TO UNDER 64 413 NONE_ NONE 64 (413) TO UNDER 400 (2580) ONE 1/? in. 1.25 Cm 2 in. (5.1 cm) 400 2580 AND GREATER, EACH 400 2580 ONE 34 in. 1.91 cm 4 in. (10.2 cm) SEAL WE'_DS BUTTE COUNTY BU!I_Dl ,�G DIVSIG;",] an DRMM15A ENMMIIA NEAR SIDE AND WHEN HOLES ARE 13/16" AND LARGER IN THE FLANGE TABLE 2 T,4B1_E 2 TYP. AND LARGER IN THE WEB AND WITHIN 12" OF A FLANGE FAR SIDE 3/16 OR SINGLE PLATE WITH 13/16" COLUMN AT MEZZANINE BEAM FULL LENGTH IF (WHEN REQUIRED) OF FLANGE D = 10" OR LES J. V 3. DETAIL B - 1A D DETAIL F-2 VARIES 3/16 D H" 1 O MAYBE SAW /WELD PER BYPASS GIRT TABLE 2 TABLE 1 TABLE 2 TABLE 1 DETAIL B -1A FROM CAP PLATE TO STIFFENER j DETAIL E-2 3/16" TABLE 2 \ 3/1t J. O TABLE 2 ALTERNATE EAVE STRUT SUPPORT ANGLE --DETAIL C- 1A sIr 3/16 II FLUSH EA VE DETAIL B-1 A GRIND FLUSH CANOPY AT FLUSH COLUMN DETAIL B— GRIND FL TABLE 2 I DETAIL B— O EAVE CANOPY OR FACADE BRACKET NEAR SIDE AND FAR SIDE 3/16 3/16 V I I I I I (IF NEAR SIDE AND 3/16 NEAR SIDE AND 3/16 LEAN TO BRACKET DETAIL F-2 R SIDE AND SIDE FA COLUMN EA VE CONDITIONS TABLE 1 S A. W. FULL LENGTH OF FLANGES MAY INCLUDE CONNECTION PL. DETAIL C-fA 3/16 TYPICAL B'ACE. REINFORCEAENT 3/16 DETAIL B— 1f TY R. 0 TYPI;AL COLUMN WELDS STRAIGHT OR TAPERED D, TAIL G-2 BASE PLATE TABLE 2 RIGID FRAME COLUMNS_ WS -2 Date Issued: October 30, 2015 SECTION H VIEW DETAIL B -1A DETAIL C -1A 3/8" OR LESS WELD 7RANSIT70N FOP, CANADA SEE WS -1B I LIr�Ag; DETAIL C-1 A WELD TRANSITION FOR CANADA SEE WS -1B WELD 7RANS177ON FOR CANADA SEE W5 -1B DETAIL E-2 )77CE — WHEN FLANGE IS SLOPED LOCATE .LET WELD ON OUTER SIDE OF FILANGE BASE PLATE IS EXTENDED ENOUfGH TO ALLOW. rccFER TO DETAIL D—lA FOR WELD GUIDANCE ON FILLETS AT SKEWED JOINTS. DETAIL B -1A WELD COPED GUSSET PER TABLE 2 WHEN PRESENT , TABLE 2 FULL LENGTH IF D = 10" OR LESS 3" DETAIL F-2 VARIES �\ TABLE 2 TABLE 1 FROM CAP PLATE DETAIL B— TO STIFFENER 3/16 �—{TABLE 2 DETAIL C—lA Not STRAIGHT OR TAPERED SAVE S77?UT BRACKET TO BE NWELDED IN PLACE AFTER THE COMPLETION OF THE HAUNCH WELD TABLFF 2 TABLE 2 DE NCI KNEE CONNECTIONS MAY VARY AIS SHOWN SINGLE -PLATE (if present) TABLE 2 WELD CONTINUOUS 1 1/2" BEYOND BOLT GROUP or SINGLE PLATE, ON SIDE OPPOSITE FROM SAW WELD, DETAIL B -1A TOP AND BOTTOM BOTH SIDES OF t7 COLUMN FLANGE TABLE :2 GMAW WELLD 3" PAST BOSSS L® WHEN HOLES ARE 13/16" AND LARGER IN THE FLANGE OR WHEN HOLES ARE 13/16" T,4B1_E 2 TYP. AND LARGER IN THE WEB AND WITHIN 12" OF A FLANGE OR SINGLE PLATE WITH 13/16" COLUMN AT MEZZANINE BEAM AND LARGER IS ATTACHED TO FLANGE OR ATTACHED TO WEB WITHIN 12" (WHEN REQUIRED) OF FLANGE rBLE 2 TYR TABLE 2 TABLE 2 TOP AND BOTTOM SPFFENER TOP AND BOTTOOM BEL 0 W EA VE BRA CKE T _E 2 BU TT1 3. C0��.lNTY' �;1.11DIi O D1V1�10 1 MOMENT BASE PL A TES } C E o o �F o En P\ o 00 C U m a of n b W > Q ® ❑ ZZZO =� >0c V p m 0) Orn2 _ a� � DDNU c c F Ca d.r n� q M C p C ZIT) a2 O In OD ❑ ❑ I W M �Qp1 v 0 Q o, Z O �o>az E VOUO °' 0 OUOZ 3 h Z ^ U Q U 0C140M O Scale. NOT TO SCALE Drawn by. MED 1/8/16 Checked by. EA 1/8/16 Project Engineer. SG Job Number. 15-8-19397-1 Sheet Number. R7 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. r,ad W. Bennett, P.E. rnia P.E. C050732 DRMMI5A ENMMIIA 1W1 Ci � No. CQ50732 FULL OR PAR77AL DEPTH STIFFENERS AS DETAILED DETAIL C -1A PIPE OF TURF_ COLUPYN DETAIL 1-1A BLE 2 TABLE 1 CONT. 1 1/2" BEYOND CONN. HOLES DETAILB—'A, FLUSH CONDITION GRIND WEDS FLUSH WHEN FL NGE HAS HOLES RAFTER INTERIOR SUPPCR TS TABLE 1 FOR FULL DEPTH STIFFEJERS TABLE 2 ^SAW TABLE 1 CO/T. BETWEEN STIFFENER: TABLE 2 TABLE 2 DETAIL E-2 TABLE 2 WF OR BUILT-UP COLUMN COLUMN PINNED CONNECTION (ALL HOLES INSIDE OF FLANGES OR STIFFENERS) (NEAR INNER FLANGE WITHIN 6" OF END) - SAW PULL-THRU WELDER OPERATOR - HAND FITTER RAFTER TAPER, MAY VARY AS SHOWN - HAND WELDERS (CENTER ON FLANGE) TYPICAL RAFTER UV✓ELDS WELD COPED GUSSET PER TABLE 2 WHEN PRESENT (TYP.) r'TAIL B— 1A RIGID FRAME RAFTERS --jam TABLE 2 DETAIL B -1A--\ DETAIL [—lA AT FLANGE `—<TABLE 2 FULL OR PARTIAL DEPTH TABLE 2 WHEN PRESENT DETAIL B—1A -- WS -3 Date Issued: October 30, 2015 S77FFENERS AS DETAILED SECTION K VIEW TABLE 1 FOR FULL Project Engineer. • SG DEPTH S17FF'ENERS DEPTH STIFFENERS RAFTER MAY VARY AS SHOWN TABLE 2 Job Number. 15—B-19397-1 TABLE 2 TABLE 2 TABLE 1 CONT. 1 1/2" BEYOND BETWEEN STIFFENERS TABLE 2 CONN.HOLES The engineer whose seal DETAIL B-1/1 GMAW WELD 1 1/2" AST BOLT AND 1-1/2" BEYOND PATTERN FOR 3/16- HOLES AND DETAIL C -1A appears hereon is an employee LARGER IF BOLT PATTERN IN WEB THICKNESS TRANSITION FOR CANADA SEE WS -13 OUTER CONNECTION IS WITHIN 12" OF FLANGE. PIPE C? TUBE COLUMN 3/16 DETAIL C-lA HOLES 11 ' kz 12" OR FULL ORPAR77AL DEPTH40 LESS o 0 DETAIL B—lA S77FFENE?S AS DETAILED TABLE 1- TABLE 2 0 0 seal or certification is limited TABLE 1 TABLE 2 J. TABLE 1 AT FULL to the products designed and DEPTH S77FFENERS TABLE 2 TABLE 2 X X — DETAIL E-2 AIL C - 1A DETAIL B -1A THICKNESS TRANS177ON FOR CANADA SEE WS -1R TABLE 1, S.A.W. TABLE 1 CONT. DETAIL C-- 1A K FULL LENGTH 1 1/2" BEYOND not the overall engineer of DETAIL B— 1A CONN. HOLES j WELDER ID STAMPS — ON FAR SIDE FULL OR PAR77AL DEPTH STIFFENERS AS DETAILED DETAIL C -1A PIPE OF TURF_ COLUPYN DETAIL 1-1A BLE 2 TABLE 1 CONT. 1 1/2" BEYOND CONN. HOLES DETAILB—'A, FLUSH CONDITION GRIND WEDS FLUSH WHEN FL NGE HAS HOLES RAFTER INTERIOR SUPPCR TS TABLE 1 FOR FULL DEPTH STIFFEJERS TABLE 2 ^SAW TABLE 1 CO/T. BETWEEN STIFFENER: TABLE 2 TABLE 2 DETAIL E-2 TABLE 2 WF OR BUILT-UP COLUMN COLUMN PINNED CONNECTION (ALL HOLES INSIDE OF FLANGES OR STIFFENERS) (NEAR INNER FLANGE WITHIN 6" OF END) - SAW PULL-THRU WELDER OPERATOR - HAND FITTER RAFTER TAPER, MAY VARY AS SHOWN - HAND WELDERS (CENTER ON FLANGE) TYPICAL RAFTER UV✓ELDS WELD COPED GUSSET PER TABLE 2 WHEN PRESENT (TYP.) J. — DETAIL B -1A r'TAIL B— 1A DETAIL B -1A 3//16 WELD COPED GUSSET PER --jam TABLE 2 DETAIL B -1A--\ . r L ° V J. — DETAIL B -1A WELD COPED GUSSET PER . r L ° V `—<TABLE 2 TABLE 2 WHEN PRESENT DETAIL B—1A -- • s SECTION K VIEW DETAIL B -1A Project Engineer. • SG BUTTE COU�N( BIJILD1 qG DIME 10 \ V- 5 F 11 C an 06 WELD COPED GUSSET PER . r L ° V TABLE 2 WHEN PRESENT DETAIL B—1A -- Checked y EA 1/8/16 TABLE 1 FOR FULL (T?P•) Project Engineer. • SG DEPTH STIFFENERS RAFTER MAY VARY AS SHOWN Job Number. 15—B-19397-1 TABLE 2 NSA ABLE 1 CON77N000S Sheet Number. R8 of 13 BETWEEN STIFFENERS The engineer whose seal AND 1-1/2" BEYOND appears hereon is an employee OUTER CONNECTION for the manufacturer for h HOLES materials described herein. Said DETAIL B—lA TABLE 2 seal or certification is limited to the products designed and manufactured by manufacturer — DETAIL E-2 only.The undersigned engineer is not the overall engineer of DETAIL B— 1A TABLE 1 record for this project. 3" FOR BUP Ronald W. Bennett, P.E. TABLE 2 WF OR BUILT—UP COLUMN THIS S77FFENER WILL HAVE HOLES ALND MAY OCCUR ON ONLY ONE SIDE OF WEB California P.E. C050732 DRMM15A ENMM11A COLUMN MOMENT CONNECTION HIP RAFTER STIFFENER (HAS BOLTS OUTSIDE OF FLANGES OR STIFFENER) FOR SKEWED RAFTER SUPPORT BUTTE COU�N( BIJILD1 qG DIME 10 \ V- 5 F 11 C an 06 ENGINEER TO SPECIE' COLUMNS �— v WELD SIZE WS -4 Date Issued: October 30, 2015 wPss OR wPs#s OR m f 3/16 3/16 3/1'6i 2PF1 31f8 27F1 r VPS ® ® ® 3/16 �� I� 3/16 T i = 3/4 MAX #8 TABLE 2 t JP WELD OR 2P V7 TABLE 1 S. A. W. TABLE 1 S A. V/. ; ifE�VEL X00 0.4J2" MAX WPS FULL LENGTH FULL LENGTH1/4" Sf S 1" OF FLANGES. OF FLANGES. „� o KIPS CJP VELD TABLE 2 FROM N ^ TABLE 2 FROM a OPTIONAL CANTILEVER BASE PLA -,E CAP PLATE -} CAP PLATE C)I I i STRAIGHT COLUMN WITH DOWN 12" DOWN 12" COMMERCIAL STEEL DEPTH RESTRICTIONSO BACKING RING I I CONT. CHANNEL WELD PER S77FFENER TO FLANGE3/16" DETAILS ON WS -5 DETAIL C-1 A i DETAIL H-4 DETAIL 1-4 II SEE WS -5 FOR MELD DETAIL H-4 TABLE 2 ii DETAIL C -1A HSS ROUND SPLICE I I w II TABLE 1 S.A. V/. If- FULL LENGTH II OF FLANGES. DET11L C -1A II 3/16" LEIGTH PER DESIGN I I TABLE 1 SA, W. T I 2PS2 (B -L l a -GF) II TABLE 1 S.A.W. FULL LENGTH i I T = 3/B MAX. II FULL LENGTH OF FLANGES I I OR WPS#80 C II \ OF FLANGES. T =UNUM. C E o II f II \ ROOT = PER W"S Q) I I / N TABLE 2 FROM GROOVE I C a o TABLE 2 FROM II END OF FLANGE BPS12PLA TE I PER WAS r o oG o a II UP 12" I 1 v o o W °m' o A II A DETAIL B -1A (lYP.) TABLE 2 CARBON STEEL I I �; o N0 � Q I I ----- BACKING ( I I C H F U° W II DETAIL J-4 3/16' 0 E a rn i° I I TABLE 2 C C 8^ z° ZR Z Z v ®❑ II _SECTION A -A # # a o WPS 6 OR = II TABLE 2 3/l6,- 3/16 0 TABLE 2 TABLE 2 DETAIL /— 4 2PFl 27F1 V S o m' o II ! O / RECTANGULAR TUBING SPLICE = a g �` m N 0 ii TABLE2 PIPE RECT TUBE .yR c c WELDS LARGER THAN THESE STANDARD SIZES MAY BE REQUIRED o ` II REFER TO (FABRICATION DOCUMENTS c a� DETAIL B- fA K N m II SECTION C—C II INTERIOR PIPE OR TUBIE COLUMNS DETAIL J-4 FIXED BASE CANTILEVER COLUMN - — Z � (0 0 CANTILEVER COLUMN B—B CANTILEVER BASE PLA TE — --- ANY PREQUALIFIED OR PROCEDURE QUALIFIED" FULL PEN WELD MA,Y ALSO BE USED WITH COMPANY APPROVED WPS. 0 w I 3/16 Z L TABLE 2 3/16 I I p Z v 'z: in I I I I TABLE 2 I I TABLE 2 I I o o 0 o z II II II II y Zr- �a o I I 4JI16 I I I I NO WELD REQUIRED U c� a c.� m o II I I I I ON THIS SIDE CALE Drawn by NO MEDTO S 1/8/16 TABLE 2 TABLE 2 I I I I I I S77FFENERS TABLE 2 TABLE 2 3/16 Checked by. EA 1/8/16 I I i i I I 3/16 I 3/167 Project Engineer: SG I I I I 3/16 I I 3/16 Job Number. 15-B-19397-1 II II II I I 3/16 Sheet Number. • R9 of 13 • II II II II II II II 3/16 The engineer whose seal II appears hereon is an employee II it II 3/16 for the manufacturer for the I I I I materials described herein. Said II II II seal or certification is limited II II II II to the products designed and I I TABLE 2 I I TABLE 2 I I TABLE 2 i TABLE 2 manufactured by manufacturer II II only.The undersigned engineer Is TABLE 2 I I I I I I not the overall engineer of II II II II record for this project. Ronald W. Bennett, P.E. TABLE 2 TABLE 2 TABLE 2 TABLE 2 California P.E. C050732 DRMMI5A ENMM11A TABLE 2 ENDWALL COLUMN ENDWALL COLUMN ENDWALL COLUMN ENDWALL (COLUMN CORNER COLUMN (AT RIGIL FRAME) (BYPASS GIRTT) (FLUSH OR INJSET GIRT (BYPASS GIRT) ) W. B(JITTE COUP,' -1y BIJ LDI;NR DIS 1,S)'0N No.C050732 .,, D `` Purlin to Rafter CF02036 Standard Connection - Flange Brace FB4_ Sec'10 O0 Erection Note Lap and attachment of Purlin varies refer to Roof Plan. and Lap Detail for requirements. Purlin Lap Symbol denoted on Roof Framina Plan Purlin to Rafter CF02039 Standard Connection - Flange Brace FB6_ or FB7_ Dec'101,10 rection Note Lop and attachment of Purlin varies refer to Roof Plan and Lap Detail for requirements. Purlin Lap Symbol denoted on Roof Froming Pian (2) TO Bolts each end of Purlin lap 4" or 5 �0' (2) J"o Bolts R 2 — unless noted on erection drawings nI 0 Flange Brace —� FB6_ or F87_ (when specified) Erection Note Flange Broces may be required one or both sides of Rafter. For requirements, and locations at Main Frame and RIg!d Frame In Endwa!I refer to "Cross Section". For requirements, and locations at Bearing Frame Endwall refer to 'Roof P!c11.. Rad Brace ---�--�_—_-~--^ PF04101 Attachment at Web Jan'14H02 Rod Brace (See Erection Drawings for Part Mark and required location) Burr threads after final tightening Slope Washer Note; These Items shipped loose. • Flat Washer See table below for Part Marks. /-- Hex Nut ERECTION NOTE: DETAIL SHOWN AT COLUMN SIMILAR AT RAFTER. For Rod Bracing that falls within the Girt Web, the Erector is to Align slot with add a minimum size slot for Rod Bracing the passage of the Rod. PART MARKS FOR ROD BRACE ROD ROD SLOPE FLAT HEX DIAMETER BRACE WASHER WASHER NUT 4"0 WR08— WS110 WFH500 HSN500 J"0 WR10_ WS110 WFH625 HSN625 j"0 WR12_ WS120 WFH750 HSN750 fl"0 WR14_ WS120 WFH875 HSN875 1"0 WR16_ WS130 WFH1000 1 HSN1000 By -Pass Zee Installation I �X I E� 1:11 —Triangle Punch — Points In Direction Of Large Flange Large Flange Zee Lap (Typical) A CF01121 c'1010 1 /4"f 1~ t Section A 6c) 1 A I ' V L_ __� ZLorge a Flan gqe q—gFrome I (i–Vromee I -r 1 The large leg of the Zee must be alternateed from top to bottom in order to nest the member ccorrectly. A triangle has been added to the end of thel Zee near the connection holes, that will point to they large leg of the member. —CF01122 Eave Strut Stiffener Plate - 4 Bolt Connection U'6FO2031 Eave Strut Connection at End Bay CF02033I Purlin with Anti -Roll Back-up Clip �"D- CF02035 B -Pass Purlin and Girt Connections eats "'' Low Eave Interior Bay - Slope Thru 42:12 nate RevBypass And Flush Girts Feb'12L3_j at Rafterc'14 Roo Y ©ct 14 01 Oct'14 01 Anti—Roll :i Roof Line Roof Line Back—up Cl*,p P i See Roof Framing Plan or Location }^ }" 3 " 3�" � SC92 atf10" Purlins Purlin Eave Strut Stiffener � u SC92 at 10" Purlins Eave Strut Clip or 2 _ SC94 at 12" Purlins Plate SC -18 I Frame Rafter or Column in V) 0 I 0 MOO o 7CD > p (2) �"0 x i�"o"":a ""rt CTI A325 BoltsO O w 2 2 �' = 41 2 .s Unless Noted on O O ( O O + > + Erection Drawings w w _ O 01110 O All bolts are �= Y t Rafter bo is A325 .A. I 1 _ rr ; f=..rj jT _ —_Bay Bay y Lap Symbol © Lap Symbol �s FfOTe Er1ve strut J I__J Bcottom Flange y V> Girt Depth + 1/4" N r- Anti -Roll Back-up Clip See Roof Framing By -Pass Girls Flush &,',s Plan for Location B B CL of Ratter SC90 at 8" Purlins Pu lin SC92 at 10" Purlins 1" 1" 1/4" SC94 at 12" Purlins O O Eave strut Roof Line — s _ —_ O I o Eave Strut Stiffener 2 0 x A325"Bolts ^ Plate SC -18 r0 Unless Noted on 0 0 (8) 0 A325 Bolt W/Nut I Erection Drawings Eave Strut I II a> Lap c Symbol B (2) Bolts unless noted on erection 0 ® 1'-5j' drawings w Eave Strut Clip or d /� 2._5 . Frcrne Rafter or Columin I — — — — — — — — — �',� �V> 3'-1 Section "A" 1 See Erection Drawings for (Low Eave) �—(4) 4"O A325 Belts Lap Sizes & Locations La Detail c' —� I Varies Column or Rrafter Rafter By -Pass Purlin / Girt Lap Details rl End Bay BUTTE COU N-1 Y BUIL )I a DIVISION t A'V 43 } G E a E N O 0 m O N00 U i UN y U o C J > M V W r° •.7 ��^-- Z Z Z U • v>OUO U F m N U r G R r c °c .EL? Z 04 m to a2 �2 O V)Do ❑ ❑ �Wr1 > wn arn 0 ��rnw a �o>azin UOUOO OOUOZ.3 y Z ^ U Q U ONUm O Scale: NOT TO SCALE Drown by. MED 1/8/16 Checked by. EA 1/8/16 Project Engineer. SG Job Number: 15-B-19397-1 Sheet Number. • R10 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. Ronald W. Bennett, P.E. California P.E. C050732 DRMMI5A ENMM11A WV C C H0. C050732 d'' 16 PBR Panel Flat Eave Trim - Partially or Fully Open Wall PR03005 iv'14x02 Two Continuous Tape Sealant i Down Slope of Scrt PBF PBR Panel I GPP04015 End Lap Detail DeIF Rev Jun'14 1 02 5" 7" 5' ErolLoo Screty.5tgpjpg Festener #3 12-14 x 11" LL SO W/Washer PER Panel Peak Box - Open Wall Box - Wall ° (3) Fastener /4 1/4-14 x 7/8' (Rake to Peak Box) , 1 l t l F � I I 1 l I Rake Trim Peak Box Rake Trim ill l 0 O -. -- _0 0 I 1' Min. i 1' Min. Fastener j4 Tape Seeder HW506 1/4-14 x 7/8' LL SO W/Woaher at 1'-0 O.C. Raaf Panel Rake Angle Peak Box (See Erection Dwge Fastener 117A for Piece Marks) 12-14 x 1 1/4' SD W/Washer Fastener /4A 1/4-14 x 7/8' SD W/Washer at each panel rib Spacer Trim (See Erection Dwgs for Piece Marks) Flashing profile may vary dependent upon project order. Attachment as illustrated are applicable for all prof!les. 9yII PBR Panel Fixed Ridge Detail (6) Fastener /4 }-14xiLL SD W/Washer i 1 1 1 I 1 1 I I I Fastener /3 i 12-14 x 1i'LL SD W/Washer 'PBR' Roof Panel Die Formed Ridge Cap F52 i -----'--Peak Purlins Tape Secaler HW506 R06003 '14 R02 PBR Panel Fixed Ridge Detail p�PR06004 Nov'14 x02 Fastener 13 eMPRO5003 Nov 14 RO2 Sheetin 12-14 x 1 1f4' LL SD W/Wosher I PBR Roof Panel Perimeter Trim Fastener and Sealant Referemce ee ayou at 5-7'-5 O.C. Fastener #4 -14 x J" LL SD W/Wa�her at 1'-0 O.C. Fastener #17A Tare Sealer HW506 12-14 x 11" SD W/Washer at each pur!1n Roof Panel _ Fastener #17A \ 12-14 x 14" SO W/Washer t , —it at 2'-0 D.C. - Inside Pana Closure HW455 ✓ t" with Continuous Tape Sealer F High Side F Low Side HW506 top & battom TRANSVERSE EXPAN. - PBR Ralf Panel CONTINNUOUS EAVE HIP FLASHING F35o Fastener 4A Flat Eave Trlm� Flt 1�8' z D.C. 5-0' O.C. (2) Fastener 012A 12-14 x 1' P.H. SO 74" saolant/Lop 24• Tape Sedont per Foot Trim F2955 F-istener /4A 1-14 x a'{• SD W/ Washer atrt 12' O.C. Trrrhn Calor Fastener /4 }-14 x b' LL SO W/ Washer at 6" O.C. rr (6) per Lap Trim Calor 35' Tube sealant Fastener 4 o j 1/B' x 3 Fastener;r7A Die Formed Ridge Cap F52Fa=tenor j3 4"+/- Sym. 12-14 x 11'#3 LL SD W/Nhsh� at 36' O.C. 1" bead of Tube 2 Sealant to overlap t Fastzner #14 Tape Sealer Aly as* x 4' 12-14 x 1 1/4' SD W/Washer at 2'-0 O.C. Eave Strut Spacer Trim Fastener 117A F2901 8 or B 1/2 Member 12-14 it 1 1/4' SD W/Washer PBR j Roof Pane! ' __--- ----- 1 F2914 10 Member _ 2 r C.Placement max. (For Placement see details below) bead j Tube Sea'ont 1 1/4• at P-0 O.C. F2927 12 Member PR03005 iv'14x02 Two Continuous Tape Sealant i Down Slope of Scrt PBF PBR Panel I GPP04015 End Lap Detail DeIF Rev Jun'14 1 02 5" 7" 5' ErolLoo Screty.5tgpjpg Festener #3 12-14 x 11" LL SO W/Washer PER Panel Peak Box - Open Wall Box - Wall ° (3) Fastener /4 1/4-14 x 7/8' (Rake to Peak Box) , 1 l t l F � I I 1 l I Rake Trim Peak Box Rake Trim ill l 0 O -. -- _0 0 I 1' Min. i 1' Min. Fastener j4 Tape Seeder HW506 1/4-14 x 7/8' LL SO W/Woaher at 1'-0 O.C. Raaf Panel Rake Angle Peak Box (See Erection Dwge Fastener 117A for Piece Marks) 12-14 x 1 1/4' SD W/Washer Fastener /4A 1/4-14 x 7/8' SD W/Washer at each panel rib Spacer Trim (See Erection Dwgs for Piece Marks) Flashing profile may vary dependent upon project order. Attachment as illustrated are applicable for all prof!les. 9yII PBR Panel Fixed Ridge Detail (6) Fastener /4 }-14xiLL SD W/Washer i 1 1 1 I 1 1 I I I Fastener /3 i 12-14 x 1i'LL SD W/Washer 'PBR' Roof Panel Die Formed Ridge Cap F52 i -----'--Peak Purlins Tape Secaler HW506 R06003 '14 R02 PBR Panel Fixed Ridge Detail p�PR06004 Nov'14 x02 PBR Panel -Standard and Standard Large Signature Rake Trim - Open Wall ' eMPRO5003 Nov 14 RO2 PBR Roof Rake End Lap Installation -14' Wall Panel �1lPR05010 Nov 14 �03 I PBR Roof Panel Perimeter Trim Fastener and Sealant Referemce PGPR00008 °O R" Oct'14 00 Fastener #4 -14 x J" LL SD W/Wa�her at 1'-0 O.C. Fastener #17A Tare Sealer HW506 12-14 x 11" SD W/Washer at each pur!1n Roof Panel _ Fastener #17A \ 12-14 x 14" SO W/Washer t , —it at 2'-0 D.C. - Fastener #4 x-74 x I" LL SD W/Washer 3" O.C. max. Fastener #4 (Trim Color, For Placement See Details Below 7 ) �14 x ea LL SO W/Washer at Lap ✓ F High Side F Low Side TRANSVERSE EXPAN. VALLEY FLASHING CONTINNUOUS EAVE HIP FLASHING F35o F7n F283 F28a Flt 34• Tube Sealant (6) Fastener /4 }-14 x r LL. SO W/ Washer per Lap Trim Color (2) Fastener 012A 12-14 x 1' P.H. SO 74" saolant/Lop 24• Tape Sedont per Foot F-istener /4A 1-14 x a'{• SD W/ Washer atrt 12' O.C. Trrrhn Calor Fastener /4 }-14 x b' LL SO W/ Washer at 6" O.C. rr (6) per Lap Trim Calor 35' Tube sealant Rake TrimStandard Standard La gF50(shown) F3 O II Rake Angle j RA1 o j Die Formed Ridge Cap F52Fa=tenor j3 4"+/- Sym. 12-14 x 11'#3 LL SD W/Nhsh� See Below 1" bead of Tube 2 Sealant to overlap t Fastzner #14 Tape Sealer Aly as* x 4' PBR j Roof Pane! ' __--- ----- 1 Spacer Trim — ` F2901 - FS" Member F2914 - 10' Member 1" - F2927 - 12" Member r Steel Fastener #17A 12 14 x 1�' Ins SD W/Washer _ 2 r C.Placement max. (For Placement see details below) bead j Tube Sea'ont —� To a Sealy H Peck Purlin each puriin Rake Trim Rake Trim Rake Slide Trim t Fastener #4A - F215 4-14 x �" SD WIWosher at 1 -0 O.C. Fastener #4A 11-14 x �" 5D W/Washer at 1 -0 O.C. _Standard Alternate For roof runs of For roof iruns 100' or less greater them 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 tram if required. Rake Trim (Profile varies, Backside View of Lap Standard F50 shown) ca p1 -Na s rm J Ir L— am p�p.1 .11 smt canwrNa soft l caaapy.rr.r.1;1• samt la -h Cmapy Low 8�' Cee - Low 83" Cee Low 1V Cee Loww 10' Coe Low Eave Trkn (7) Fastener #14 required at lap Fastener #4 -14 X �" LL SO W/Washer (4) Req'd At Lap t (7) Fastener #14 required at lap Fastener �4 -14 x LL SD W/Washer (4) Req'd At Lap 4 t P—� (7) Fastener #14 required at lap Fastener 4 # x--14 X �" LL SO W/Washer (4) Req'd At Lap (8) Fastener #14 required at lop Fastener 4 # 3-14 x J" LL SD W/Washer (4) Req•d At Lap T 1 t F2957 F2958,F2959,F2960 F2951 F2962.4F2963,F2964 F2955 12" Tune sealant (7) Fastener /t4 x P Riwt d' 1�' op per Lap Faetmer #17A 12-14 x 13' So W/ Washer 24' O.C. To. R 12' O.C. Bottom TOrn Color 12' Tube sedont (7) Fastener 4 f �• x qb" Pop Rlwt per La D p Foetener /17A 12-14 x ti• SD W/ Washer 24"O.C. Fastener ¢!4 12" O.C. Trim color 12' Tube sealant (7) Fwteaer /14 r x 11' Pon RKvt per Lop Fastener #17A 12-14 x 1}" SD W/ Wazher 24. O.C. Top & 12' O.C. Bottom Trim color 12' TTube sealant (7) FFaetener #14 r x 1ti' PPop Rlwt per Lap Fastener #/17A 12-14 x 1}' 50 W/ Y Washer 24'O.C. Fasienerer j14 12' O.C. Tirim odor 9 Tube sealant (2) Fastener #14 �" x111" Pop Rlwt per Lap Fastener 14 36. O.0 W O / / Closure Fastener /14A j" x �" Pop Rlwt 12. O.C. W/ aoeure Trim Color Canopy -No Soft CannpY-3".1•.1;• soft r—py-No soft Con 'opy .-. High 8` Cee High 8 • Cee High 10' Cee Hlghh 10" Cee F!oating Eaw Trim F2965 F2965.F2967,F2968 F2969 F2970.%F2971,F2972 F2952 Standard F50 Standard Large F3850 Northern F234 �}, �J Dol Orthem Large F996 I 12" Tubs Saaiaal (7) Fastener /14(7) x A* Pap Rivet per Lop Fastener #17A 12-14 x 1#" ASO W/ Woehm 24r O.C. Top & 12" D.C. Bottom Lmm Color 12" Tuba Sealant Fastener g14 Ir x }1a' Pop Rlwt per Lap Fastener /17A 12-14 x 13' SD W/ Washer 24'O.C. Fastener ¢14 12' D.C.& him Color 12" Tube sealant (7) Fastener /14 3" x 1b• Pop Rlwt per Lop Fastener j17A 12-14 x 13' SO W/ washer 24" O.C. Top 12" O.C. Bottom Trim Color 12' TTube Sealant (7) FFaetener /14 t1' x 4* PPop Riwt per Lop Fastener /#17A 12-14 x 1j' SD W/ 1 Washer 24.0.C. Fastenmsr r14 12' O.C. I Trrrim Color 9" Tube Sealant Fastener /4A 1-14 x r SD W/ Washer 12' O.C. (2) Fastener /14 f x j' Pop Rlwt per 2 Lap Trim color BUTTE COUNTY BUILDING DIVI='310!\11 ID 0 O C 0 .ra 5 O G � o � O O q ® x a C N m A •� 00 V o O - to O ^ d U t) 0o C U Ve O w U C 0) L 0 m O Q to J Q 0 �ZZU ® ❑ • v>OUO N V S p m 0) U Om0 a]NU c c R a Z 04 �2 0 1n oo ❑ ❑ M Qof m t F Z Q Z O UZUZ_ E Uo o OUOZ 3 c� Z^UQ U CDNUM O Scale: NOT TO SCALE Drawn by. MED 1/8/16 Checked by. EA 1/8/16 Project Engineer.- SG Job Number: 15-B-19397-1 Sheet Number. • R11 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. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM1IA 9 ill. CO50 3 an PBR Panel Perimeter Trim Reference - Trim Fastener/Mastic Nov '15 R 10 Fastener #17 I Ll_ 12-14 x 1" Eme/Rake Trim Eave/Rake Trim Rake Trim 5/16" Hex Washer Head F2901,1`2914,1`2927 F2902,F2915,F2928 F2903,F2916,F2929 F2901-12" Sealant F2902-12' Sealant F2903-12" Sealant F2914-14" Sealant F2915-14" Sealant F2916-14" Sealant F2927-16" Sealant F2928-16" Sealant F2929-16' Sealant (6) #14 per Lap (7) }14 per Lap (7) #14 per Lop Trim Color Trim Color Trim Color Ewe -No Soffit Eave-With Soffit Rake -3/4' Soffit Fastener #17A Fastener #17A Fastener #17A 12-14 x 14" SD W/Washer 12-14 x 1}' SD W/Wosher 12-14 x 1}" SD W/Washer a1 2'-0 O.C. at Top 2'-0 O.C. at Top 2'-0 O.C. at Top and Each @ V-0 O.C. of Bottom #14 1'-0 O.C. at Bottom Puffin Pun at Bottom 0_ Soffit Fastener #4 Rake Rake }-14 x a' LL SD W/Washer Fastener #17A Fastener 117A 1'-0 O.C. Sv 12-14 x 1}" SD W/Washer 12-14 x 1}' SD W/Washer Trim Color 2'-0 O.C. at Top and Each 2'-0 O.C. at Top and Pu nnat Each Purlin at Bottom m With Soffit With 3' or 1}" soffit -�c Fastener #4 Fastener #4 1-14 x b" LL }-14 x i' LL SD W/washer SD W/Washer V-0 O.C. With 1" Soffit V-0 O.C. #14 12' O.C. Trim Color Trim Color High Sles-rb Son Hghs Soffit F6gn Sole Ewe Trim High Eove 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 #17A Fastener #17A 12-14 x 14 12-14 x 11' 12-14 x 1}' SD W/Washer SD W/Washer SD W/Washer 2'-0 O.C. at Top 2'-0 O.C. at Top 2'-0 O.C. at Top 1'-0 O.C. at Bottom and Eaah Purlin at Bottom Trim Color Trim Color WRh Soffit #14 1'-0 O.C. Trim Color Tape Sealant and Tube Sealant TRI -BEAD TAPE SEALER FLAT TAPE SEALER HW504 HW507 W " X 9" X 25'-0" X 4" X 50' -0 - TRIPLE BEAD TAPE SEALER FLAT TAPE SEALER HW502 HW506 srt>®wi fi" X 21" X 20'-0"" X 1" X 45'-0" URETHANE TUBE SEALANT TAPE SEALER MINOR RIB HW512 k HW540 (White) HW541 (Gray)" X 1j" X 4" HW542 (Bronze) Note: 25'-0" per Tube at 1/4" Bead 2" WIDE X 24 GA. STRAPPING Raaa GPR00009 PPR Panel GPR00010 PBR Panel 1PEMPRO0008 NOTE: Refer to bill of ateriois Fasteners G000( Dat, Rw. Dote— xw. pate Ref. for specific job requimrements AT '15 Qct'14 02 Perimeter Trim Reference -Trim Fastener/Mastic Mar'14 01 Perimeter Trim Reference - Trim Fastener and Sealant 0ec'14 06 �Sep FASTENERX2]7 _FASTENER X24 FASTENER #228 Ewe and Rake F'r° oral Rak• F1D. Masonry Trim Eave/Rake Trim Ewe/Rake Trim Rake Trim Masonry Trim ftck_ late F2940,F2942,F2944 1`2906,1`2919,F2932 F2907,F2920,F2933 F2908,F2921,F2934 F:2946,F2948,F2950 Eave Trim Ewe Trim LAP Closure Vented Ridge Metal Closure Long!tudal� Ridge Sealant F2940-12' F2906-12Sealant F2907-12 Seciont F2902-12' Sealant F2946-12" Sealant F69 2" UP HW4040 HW4041 HVl2998_ Seclant F2942-14" F2919-14" Sealant F2920-14 Seciant P1921-14" Sealant F:2948-14" Sealant 8-18 X 1/2" 8 X 5/8" 10 x 1/2" F2932-16" Sealont F2933-16" Seoklnt Fastener /4A 1/4-14 x }" 6" Tube Sealant (3) Fastens #3 (3) Fastener #S 2C' -C' Locg Sealant F2944-16' F2934-18' Sealant F:2950-16" Sealant 5D W/Washer 1'-0" O.C. (12) Fastener 114 12-14 x 1 1/4" LL SD 12-14 x 1 1/4' LL SD Trim Screw Nibbed Driller Grommet Washer (7) #14 per Lap (6) #14 per Lap (7) #14 per Lop (7) #14 per lap i(7) #14 per Lap Fastener #14A Trim Cdcr W/Wa*w W/Wa.her Fastener #17A Trim Color Trlm Color Trim Color Fastener #17A at 5-0" 0.0. (2) Fastens H 1/4-14 x }" (2) Fn•tens #4 1/4-14 x j" 12-14 x 1}' .2'-0 O.C. of Top Trim Color LL SD N'/Woshs LL SD W/Waehs SD W/Washer Trim Color Roof Color Roof Color /W Ewe -No Soffit Ewe-V6th Soffit Rake -3/4" Soffit 28" Tape Mastic 26" Tape MrMlc 2'-0 O.C. to Top .FF..,SIELER X14 FASTENER 14A -FASTENER Trim Color Fastener #t7A Fastener #17A Fastener #17A 12-14 x 1}" SD W/Waeher 12-14 x 1}" SD W/Washer 12-14 x 1}' SD W/Washer 2'-0 O.C. at Top 2'-0 O.C. at Top 2'-0 O.C. of Top and Each V-0 O.C. at Bottom #14 V-0 O.C. at Bottom Purlin at Bottom Tilrn Color Trim Color With Soffit .J r Rake Rake Fastener 14 4!1 '=r C }-14 x i' LL SD W/Washer Fostener #17A Fastener V-0 O.C. S 12-14 x 1}" SD W/Wosher 12-14 x 1}- SD W/Washer Trim Color Expansion Ridge Trim Ridge Closure Flat Ewe Trim Inside Closure Outside Closure `- 2'-0 O.C. at Tap and Each 2'-0 O.C. at Top and -- C Puffin at Bottom Each Purlin at Botlam F675 F679 F2955 HW455 FtW456 With Soffit With }" or 14" Soffit Fastensµ 1 4-14 x a' 30" Tube Cauiktnq 13' Tube sealant 1/8" x 3/16" 1/8" x 3/8" 3/16" x 9/16" Fastener #4 Fastensr #4 Pop Rivet Pop Rivet Closed End Rivet LL SD W (12) Fastens In (2) /14 per d Lap 4-14 x ;' LL }-14 x }" LL SD W/Washer 2 runs at 6' O.C. 1/4-14 x it /14 3'-0' O.C. W/out Stainless Steel Stainless Steel SO W/Washer 1'-0 O.C. With 1' Soffit (1e) Fastener #4 1/4-14 x LL SD W/Washs Closure #IM V-0 O.C. #14 12. O.C. LL SD W/Washer Trim Color 11-0' O.C. W/0— Trim Color Trim Color per Ino Trim Cds Trim Color " 68Tube Sealont -- - 'S FASTENER#43L FASTENER ilHW399 Mph SMs-No Soffit /4glu"kk�1".1'.13" Som• Mqh Sloe ,� Euve Trim High Ewe Trim Masonry Trim Rake Slide Trim Ridge Cap Parapet High Skis Parapet Rake Trim F2909.F2922,F2935 F2910,F2923,F2936 F2947,F2949,F2951 F215 F52 F195 F852 F2910-12' Sealant F2947-12" Sealant Fastens #4A 1/4-14 x a" 121' Tape Mae 14" Tube Sealant 27' Tape Mastic F2sos-7z' sealant L.T.P. Member Screw LT.P. Member Screw (Long Life) #6 x 1" Rubber Grommet F2922-14' Sealant F2923-14" Seciont F2949-14" Sealant SD W/Waehs (12) Fastens #3 (2) Fastens /14 k (3) Fastens #4 1-14 x r F2935-16' sealant 7 14 F2936-16" Sealant F2951-16' Sealant 1'-0 o.c. 12-14 x 1 1/4' LL SD (2) F,�arw µ 1/4-14 x j' LL SD W/N'mber 1/4"-14 x 1 1/4' 1/4"-14 x 1 1/4" 1/4" Hex Head w/ Washer ( ) # Trim Color W/Waehs LL Sa W/Waehs et Lop Trim Cdar per Lap (7) #14 per Lap (7) #14 per Lap (e) Fa: ens #4 5/16" Hex Washer Head 5/16" Hex Washer Head Fastenerµ 1/4-14 x} w 1 1 8" O.D. Washer w 1 1 8" O.D. Washer Fastener #17A Fastener #17A Fastener #17A 1/h14 x it LL SD W(Waehs / / / / 12-14 x t}' SD W/Ylaeher 12-74 x 1}" SD W/Washer 12-14 x 1}' SD W/Washer LL SD W/Waaher 1'-0' O.C. Tdm Color 2'-0 O.C. at Top 2'-0 O.C. at Top and Each 2'-0 O.C. at Top Panel Color V-0 O.C. at Bottom Purlin at Bottom Trim Color FASTENE 44 FASTENER 44LP STENE35 Trim Color With Soffit -J #14 1'-0 O.C. Trim Color += •lllls� r L.T.P. Stitch Screw L.T.P. Stitch Screw (Long Life) #14 x 1 1/8' O.D. 1/4"-14 x 7/8" 1/4"-14 x 7/8" Bonded Washer 5/16" Hex Washer Head 5/16" Hex Washer Head w/ 1 1/8" O.D. Washer w/ 1 1/8" O.D. Washer G000005 Date ev Oct'15 03 TAPE SEALER - SWAGED HW515 A" X 2}" X 6" b BattenLok HS SuperLok Various Fasteners I G000009 Nov '15 R 10 Fastener #17 Fastener #38 12-14 x 1" 1/4"-14 x 7/8" Lap TEK 5/16" Hex Washer Head 5/16" Hex Washer Head w/ Washer i b NON -SKINNING BUTYL TUBE (VAPOR SEALANT) Fastener #55 12-24 x 1 1/4" DP5 5/16" Hex Washer Head IMP7100 (WHITE) Note: 12'-6" per Tube at 3/8" Bead 1 FLEXIBLE MEMBRANE (EPDM) io DEKSTRIP 7" WIDE - HW5227 DEKSTRIP 9" WIDE = HW5228 DEKSTRIP 12" WIDE = HW5229 COLOR =Gray a FL470 - 25'-0" Roll a HW520 - 16" x 50'-0" Roll SCREWS 2" O.C. MAX. PERIMETER Galvalume Plus Only a HW521 - 24" x 50'-0" Roll TAPE SEALANT BOTH SIDES e FL471 - 100'-0" Roll TUBE SEALANT EACH END Galvalume Plus Only TERMINATION STRIP HW5305 EACH a FL569 - 500'-0" Roll END (1" Wide x 4'-0" Long Alum.) Galvalume Plus or White Wash Coat NOTE: Refer to bill of materials for specific job requirements Fastener #76 12-14 x 2" 5/16" Hex Washer Head Fastener #16 12-24 x 11* Pancake SD DP5 W/0 Washer Fastener #12A 12-14 x 1" DP3 Pancake Head Fastener #70 12-24 x 1 1/2" DP5 5/16" Hex Washer Head Fastener #61 12-14 x 1 1/4" 5/16" Hex Washer Head NOTE: Refer to bill of materials for specific job requirements Fasterner #142 1/4"-14 x 1 1/2" 5/16" Hex Washer Head Fastenner #1B 1/4"-144 x 1 1/4" 5/16" Hex Washer Head Fastener #46 1/4-14 x 5/8' Type B Lobng Life 5/16" Hex Was"r Head w/ Washer 10" BUTTE COUNTY BUILDING DIVISION .k\TED } Y E O E C v� lis xa C N m F ODo U o O cO OD y U Crn J I U W F M 4b < Ln00 L° O V S p 0 0) LOO) 2 M N U C C Ca 0 ` aw ^4 R °c E `` Q all F- o 0 Fwl M K QD7 h f (Zn Qa,Z 0 N OZUZ tit U O U U oOUOZ'3 wZ�UQ U 0CIA 0M O Scale. NOT TO SCALE Drown by. MED 1/8/16 Checked by. EA 1/8/16 Project Engineer: SG Job Number. 15-B-19397-1 Sheet NumberR12 of 13 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. Ronald W. Bennett, P.E. California P.E. C050732 DRMM15A ENMM11A r<;P No. C050732 an 06. F50 Rake Trim F430 Corner Bo; End Ca I F916 F2901 Peak Box Low Eave and Rake Trim 1 F2955 Flat Eave Trim BUTTE COUNTY BUILDING DIVISION APPROVED DRMM15A ENMM1IA i GENERAL NOTES 1. GENERAL ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. THE ENGINEER HAS PROVIDED AND IS RESPONSIBLE FOR SPECIFIC STRUCTURAL ITEMS ONLY, ALL OTHER REQUIREMENTS OF THE BUILDING CODE INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN IN THE STRUCTURAL DESIGN CALCULATIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. ANY CONDITIONS NOTED AS EXISTING MUST DECIELD VERIFIED I I I I I N EDGE OF STEEL A.B. PER PLAN WHERE OCCURS I I SLAB ON GRADE PER BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST DRAINAGE BY OTHERS PLAN WHERE OCCURS BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE �__ REVIEW OF THE ENGINEER. AodALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. SLGRA E 6 Ti ---1 I'T 6" SIMO CONDITION SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1704 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: HIGH STRENGTH BOLTING OF METAL BUILDING ABOVE THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE ENGINEER OF RECORD AND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT. 2. SITE WORK / FOUNDATIONS #4 VERT. 12"1 AST 24 O.C. I (© 2 -POUR FOUNDATION) (1) #4 CONT. 1'-0" TOP AND BOTT CONTINUOUS FOOTING 4 NO SCALE ASSUMED MAXIMUM SOIL BEARING = 1500 PSF (NO SOILS REPORT PROVIDED) N EDGE OF STEEL--,., FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. A.B. PER PLAN - LVARI 3. CONCRETE / REINFORCING CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI U.N.O. (DESIGNED BASED ON 2500 PSI MIN.) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE ACI CODE AND CBC APPENDIX, CHAPTER 19. REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER 1 %" #6 BARS AND LARGER 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4" REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP REINFORCING 40 BAR DIAMETERS U.N.O. #5 AND LARGER REBAR SHALL NOT BE RE-BENT. ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. ANCHOR BOLTS SHALL BE ASTM A 307 AND SHALL BE PROVIDED NEW, W/O EXCESSIVE RUST. I S1 OF COLUMN STEEL COLUMN, EQUAL EQUAL DIM PER SCHEDULE DETAIL AT SPREAD FOOTING 3 NO SCALE FOOTING SCHEDULE MARK I (2) #5 VERT AT EACH F6 I COLUMN AS SHOWN J� CIVIL gTFOF HOOK REINFORCING AROUND 01/15/16 BOLTS AT HAIRPIN TIE I I THE ATTACHED STRUCTURAL I I .. __ .._._ .___..._.._.....- o° oo 000.. d°n Ti=m= '�-- SLAB ON I 383 Rio Lindo Ave. GRADE PER Suite 200 J PLAN I SummitChico.com q m w �' _j 00 LU 0 =mav Uj ISI Z i0 L I . REINFORCING I �E PER SCHEDULE z JU 3" CLD O m ~�. EQUAL EQUAL DIM PER SCHEDULE DETAIL AT SPREAD FOOTING 3 NO SCALE FOOTING SCHEDULE MARK (DIM X) X (DIM Y) X (THICKNESS) 1 REINFORCING F6 6'-0" X 6'-0" X 3'-6" 14 4 E.W., TOP & BOTT. FOOTING SCHEDULE NO SCALE ANCHOR BOLT SCHEDULE A.B. TYPE A.B. SIZE EMBEDMENT A (4) 1" DIA 15" ANCHOR ROD SHALL CONFORM TO ASTM F1554 GR. 36 WITH PLATE WASHER 5/8" X 2 3/4" X 2 3/4" SECURED WITH DOUBLE NUTS, TYP. NOTE: SEE ANCHOR BOLT SETTING PLAN PROVIDED BY METALLIC METAL BUILDING CORP. FOR ANCHOR BOLT SPACING. VERIFY ALL NON-STRUCTURAL BOLTS FOR OPENINGS AND DOORS AS THEY MAY OR MAY NOT HAVE BEEN SHOWN ON THIS PLAN. ANCHOR BOLT SCHEDULE NO SCALE S1 � LI EXTEND SLAB f30'-0" (VERIFY WITH OWNER - I 0 I r - /F6 _n" r—�— /F6 r—�—_ F \F6 NOTE: SEE ANCHOR BIOLT SETTING PLAN PROVIDED BY METALLIC METAL BUILDING CORP. FOR ANCHOR BOLT SPACING. VERIFY ALL NON-STRUCTURAL BOLITS FOR OPENINGS AND DOORS WITH OWNER AS THEY MAY OR MAY N07 HAVE BEEN SHOWN ON THIS PLAN. FOUNDATION PLAN SCALE: 1/8" = V-0" CBC SECTION 1704 SPECIAL INSPECTION REQUIRED See attached Special Inspection Note 1'-2" r — -( F6 L — J COMPLY WITH CALIFORNIA ELECTRICAL CODE- ARTICLE 25� REQUIREMENTS FOR GROUNDING AND BOND,NG SEPARATE PERMIT REQUIRED FOR THE INSTAI-LATION OF ELECTRICAL EQUIPMENT AND OR ELECRICAL COMPONENTS PERMIT #�.:. 1._.� UTTE .tet ---- �' COUNTS' ✓.� i ti CR� JAN 15 2016 0r �_ DALE DEVELOPMENT SERVICES Q��FESSIpN9 a ��z �N 69 8� m * E 6 0/1 J� CIVIL gTFOF CALIF 01/15/16 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.5921407 SummitChico.com q 00 a�. ISI z �E _ Q 0 z JU O m ~�. z — Q :D I— L U O LIJ 2i LU C) c O CO O u. D c-1 O LEJ L� L LIJ Z REVISIONS: DATE: 01/15/16 SCALE: 1/8" = 1'-0" DRAWN BY: ACJ JOB NUM BER: 16-109 SHEET: si IL a 'WSW