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B15-3108 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. Builder Acceptance of Drawings - Approval of the manufacturers drawings and design data affirms that the manufacturer has correctly interpreted and applied the requirements of the order documents and constitutes Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of standard practice Sept 86 Section 4.2.1)(Mor 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 trades, the Metal Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) Materials by Others - All interface and compatibility of any materials not furnished by the manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria concerning any interface between materials if furnished as a part of the order documents, the manufacturers assumptions will govern. Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has been designed according to the Building Code and specifications and the loads shown on this drawing. Modification of the building configuration, such as removing wall panels or braces, from that shown on these plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to the 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 Design 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) J"0 A325 BOLT GRIP TABLE GRIP LENGTH BOLT LENGTH NOTE.• FULL THREAD ENGAGEMENT IS DEEMED TO HAVE BEEN MET THE END OF THE BOLT IS FLUSH W/TH THE FACE OF THE NUT. WAS REQUIRED ONLY WHEN SPECIFIED. HER MAY BE LOCATED UNDER HEAD OF BOLT, UNDER NUT, OR AT BOTH AT LOCA77ONS NOTED ON ERECTION DRAWNGS ADD 5/32" FOR EACH WASHER TO MATERIAL THICKNESS TO DETERMINE GRIP. 0 TO 9/16" 1 1/4' F. T.PGRIP Over 9/16" TO 1 1/16" 1 3/4" F.T.WHEN 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" LOCA77ONS OF BOLTS LONGER THAN 2 3/4" NOTED ON EREC77ON DRAWINGS F. T. DENOTES FULLY THREADED tnllic buildingn y ilk I'i I I ji 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 ENGINEERING DESIGN CRITERIA Building Code ..... ............ 2013 CALIFORNIA Bullding Risk Category ............ Normal (Risk Category II) Roof Dead Load Superimposed ................. 2.91 psf Collateral ................... 10.00 psf (0.00 psf Ce t l I ng 10.00 psf Other) Roof Live Load .................... 20.00 psf reduction allowed Wind Ultimate Wind Speed (Vutt) ... 110.00 mph Nominal Wind Speed (Vasd) .... 85 mph CIBC section 1609.3.1) Wind Exposure Category C Internal Pressure Coe f (GCpi) 0.55/-0.55 Loads for components not provided by building manufacturer Corner Areas (within 10.00 of corner) 38.96 psf pressure -48.64 psf suction Other Areas 38, 96 psf pressure -41.38 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 Soil Site Class .............. D Stiff Soil Ss ........................... 0.597 g Sds ..... 0.526 g S1 ...... .... . ...... . ... 0,260 g Shc ..... 0. 326 g Analysis Procedure ........... Equivalent Lateral Force Column Line 8 1-7 SWA & SWC Basic Force Resisting System B3 C4 C4 & B3 Response Modification Coefficient (R) 3.25 3.50 3.25 Seismic Response Coefficient (Cs) 0.162 0.150 0.162 Design Base Shear in kips (V) 53.21 51.61 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ord nary Steel Concentrically Braced Frame C4 - ❑rdtnary Steel Moment Frame ��:ZialX��►[i�i� Material properties of steel bar,plate, and sheet used In the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksl. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksl. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point Is 42 kst 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 minimum teld ppoint of 55 ksl. For Canada, material properties conform to CAN/CSA G40.20/G40.21 or equivalent. Bolted Joints with A325 Type 1 bolts greater than 1/2' diameter are specified as pre -tensioned points In accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, December 31, 2009. Pre -Tensioning can be accomplished by using the turn -of -nut method of tightening, calibrated wrench, twist -off -type tension -control bolts or direct -tension -Indicator as acceptable to the Inspecting Agency and Bullding Official, Installation inspection requirements for ppre-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 as given within order documents and Is applied In general accordance with the applicable Provlslons 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 supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. This pro,Ject 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 bullding products. The design collateral load has been uniformly applied to the design of the building, Hanging toads are to be attached to the purlin web. This may not be approprlate for heavlty concentrated loads. Any attached load In excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using concentrated loads and may require separate support members within the roof system. The materials by the manufacturer will be fabricated in a facility that has received certification of accreditation for the Manufacturers of Metal Bullding Systems <AC472> from International Accreditation Service <IAS>. This certification Is recognized under Section 1704 of the IBC for approved fabricators. The framing at bullding A, gridline 1 is designed to receive a future addition with a maximum bay spacing of 30.0 feet between centerline of the existing endwall frame to the centerline of the future frame. Additional frame braces shall be Installed at the expandable frame opposite the braces provided and shall match the existing braces In sizes and attachment. DEFLECTION CRITERIA The Material supplied by the Manufacturer has been designed with the following Minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS...i BLDG -A Roof Limits Rafters Purlins Panels Live L/ 180 150 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 Sidesway Portal Frame Sldesway Live H/ 60 E13 Connection Detail Snow H/ 60 Serviceabltity Wind H/ 60 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 Framed openings, walk doors, and open areas shall be located In the bay and elevation as shown in the erection drawings. The cutting or removal of glrts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer. X -Bracing Is to be Installed to a taut condition with all slack removed, Do not tighten beyond this state. Using 5 x 5 eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined In the MBMA Metal Bullding Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalk at a spacing not to exceed 53 feet with the first downspout from both ends of the gutter run within 26 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code, The gutter and downspout system as provided by the manufacturer Is designed to accommodate 3,3 In/hr rainfall Intensity. CBC SECTION 1704 SPECIAL INSPECTION REQUIRED See attached Special Inspection Note Drawing Index 0 U Page Description an F1 Anchor Rod F2 Anchor Rod Details F3 Reaction Drawings E1 Cover Sheet E2 Primary Steel BLDGA E3 Roof Framing BLDGA o E4 Roof Sheeting n E5 Sidewall BLDGA WALLSWA H E6 Sidewall BLDGA WALLSWC o E7 Endwall BLDGA WALLEWB E8 Endwall BLDGA WALLEWD R23 Trim Profiles E9 -Ell Main Frame Cross Sections E12 Portal Frame Cross Section 14 FRAMELINEA-SWA E13 Connection Detail R1 -R4 Erection Guides O 0 R5 -R22 Construction Drawings R23 Trim Profiles } G ` Gg 0 V dall o � O y H o-rn O U it rn a� u) _ UNU ® El �mzo N G '+ $ G � -Z n 3 Q m NZ El El 00 _J 0�to LLJ acci0 In ZQJ O N WM�LD Z N F L5�I. .0 +�.. ZM)ON 3 U In CV JJ O Scale: NOT TO SCALE Drawn by. HX 11/13/15 Checked by. TJD 11/18/15 Project Engineer: KMC Job Number. 15-B-15781-1 rBUTTE PERMIT # `� �� i COUNTY BUTTE COUNTY DEVELOPMENT SERVICES CODE COMPLIANCE DEC 201 DATE �Z I Z 3 �l_6 - EVELOPMENT SERVICES G `i; -J ( CPO Nov 18, 2015 BUILDING DESCRIPTIONS Building ID Width Length HeightRill Buildinq A 100'-0 210'-0 36'-0 Sheet Number. E1 of 13 I 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. Bejun Anklesaria, P.E. California P.E. 64613 DRMM15A ENMM10A C64613 up &91=IT 10 v (T ? W v v vv D D Z ©❑D A 3 Z � 3 0 v» 3 7 3 c 3' T 9 o 7 0 'T o C7 = x - N _ _ 0 0 0 0 0 O. 0 N 0 -0 fA 0 C, C W m r�* m r -i* o O � z �mc� O N 0 _n O �` ° O O O N W N O W 0,-� o a a nv v v M I_ �ZO 0 O'0'�a 00, 00007 N•0 D N Zzm .Z) h O x z,m m Z W O a N to tr o D O 7 0 =r °o 03 3 f G! N .O mzm W 70 a 0 '8 0 CL :3 C rr,� c� v vo p W N W D Z m m 3 N° w.� as y m 3 v, artm-F=o3'rt W ra W D mv 0 I 100'-0 OUT OUT OF STEEL Zcyl o moo 0 m° a o 0 v En m Z" 7 =, ' ° a 0 1 0 (no O o sa°•m �� o p o m v 0 Z � 1' p 00cr oaooc av ��`<�f,o3mao m o Z pa a 7' 3 0 o rt W F N En (AN n 3 0�0 �a�-o- fCD _ O 7 a N W 0 O rt C _ I• ° ° a. . Cc c RL 100 - C m p a 3 `'O 0 fr'I — — — — — N C ,+rt tap O � ay D 7 ° 0, A d �• a O �7 N 07 a0 O WWAy00 '0 7 O ,0- CD 0 art 7 3 0� "� m" S D a 0 rt O O 0 CL _C_1 0 0� 3. "' O :1 -�.5 7 OO D 7 o0 W O rt0 3 c O° r N C a (~D rt 730 as O no F� ,�._, 0 7 O 10 0< rt3 =N W y.0 W.7 O N N C D - Q O V m N __ Ip __ 7 0 ® O. ? O a07 ctci7tci°o- o`t O to v-n�n.m ° o CD • C O rt 0' .°r 3 0: I 98'-11 CENTER/ CENTER OF OUTER ANCHOR RODS. r W o ld 0° 7 Q. 0 a ' ° o ,i (HOLD THIS DIMENSION FOR FRAME LINES 1-7) x •0 tn D N n � Z x � O D 0 I O M M x w m � Q D � I' o M 0'-10J D Oz Z O ;a N .Z7 p O 1 0 N 1 N w O O M r w D ICA C > o Z m G7 0 co N D Z s+ m � r w 0 I O x v > o_ n I O M N tO J. D C � W X BRACE O ? v � ai. I MZm 0 n ®00 5-104 12'-34 C Z 20'-0 20'-0 20'-0 20'-0 20'-0 O 100'-0 OUT OUT OF STEEL z Z U Cb LJ U N O CJ1 0c cD 70 rtW o-O-i o m 0 0 3° a 3 0 '0 =r 0 rt-O ° ° �� S o ° 0 °2. metallic building company Revision Dote Description By Ck d o� a7�r rn o 1 7o m a' =M1 % 2 � '� , D -- 0 ° �° 0 0 c W 3 a.0 2 o Cb a Q 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40336 p. `•S ZIP 77041 (713) 466-7788 ZIP 77240 n I m rt W ' a 0 C C 0 0 ° N g N - 0 0 o 0 f 01 , `�° 2 m � Customer. Project Name &Location: o a ° ° ,° < 0 ° Q w .1 a x y SPANGLER STEEL STRUCTURE JIM BIANCHI v n Z � ; �+ � IMM 'm 3 In-5-r-00 a j' O 2445 MRGINIATOWN RD 936 NELSON RD. �. 5 w m 1' S a O LA _, 0 W .� W ; m K cn LINCOLN CA 95648 NELSON CA 95958 n LEE SPANGLER c 3 =t, 0 0 c 2 0 E rt a 3 5 � O j j 0) w ^� Drawing Status: Preliminary For Construction Permit ❑ -� 0 C O ,�+ = O 5 0 o a o m m w j S (N Far (,'OnStructlon) Ln 1♦ o: m to For Approval ❑ For Construction) ❑For Erector Installation N (f/pt = � � � m m r�* m r -i* o mom N x 0 x x x N =p� OZ �ZO Zzm m Z N � N � N O .O mzm C rr,� c� v 00 W N W D Z z 0 0 N 0 C 00 r C z � MZm 00 0 <<c Z �O:� z On 8" 03 ENDWALL x D OUT OF D m STEEL CoNC. m O NE nN. nN. N G) M n r IIII o D = m O U) 2" rn ;UM M v O N N z 0 CL 0 Om D N M 0 W; q .9 N D m Z r = D O z < C D N o_ I O W O D N M 0 ^* N D rn r r D C 1 C M z r z < C O U. 0 1 0 IHI F.O. WIDTH 31 1 OUT C I I � p a CONC. STEEL D UNE nN rUED M aD = 1} z 0 CD SIDEWALL OUT OF N LINE CONC. — 8. �'1 0 sOD 2" 2" N I. 2'-1 ri 3� 4" I' r '" ' x. M D � � W -I IIII 9 < Os Z n N C.) D IIII 0 = r 3» O (n o � m O 0 �6j v N Z CO D N M 0 rn N M r D M m 0 0 0 N SIDEWALL OUT OF STEEL _ _�_ LINE — 6» 02'-1 2" 2" D I 4" 31 x. N n E3 N _1 0 : O N Zflt1111 3" 6�1 w 0 ? I• 0 m wn w 1 Do µµ w ---(D 3 I I N ON H FF FF a m a 3 m 3 `" r. " 3 , 3 S 6 c. m a C) 0 wµ 3 3� 0 w 3 D N M -o n Ifl z v n Z n x O III m 0 0 rt it 0 0 m r -1 M 'a • D rA cc I+I+ D m° S `N° 3 n�i 0 D 3 v N 0 F � o �< N v O 0 O = CDm 0 N A 0 - 0 CL N 0 — — SIDEWALL OUT OF D STEEL CONC. 21 LINE 8" 2 O 2" 2" 00 OUT OF CONC. 0) M, m w �lw W Op 09 F4D C-)[ o M n D II = r D O N 3. ;U m M n < 0 0 oz 0 1" 0 STEEL LINE '6 O D I" z y .%. C7 r S ;U M IIII .Z) 0 O 0 v O Z 1111 3" O — — SIDEWALL CUT STEEL CONC.. LINE 8» 0 2» 2» x. N � IIII D s z DIII n r O N 3" M n O O N Z 0 0 0 AC 9. O SIDEWALL OUT OF STEEL CONC. LINE — 6• 0 1} 1 MoD N � 1111 O � w I 11 00 �2" (n M n O z SIDEWALL OUT C S _ CONIC. LINE F• I 0 N ntF. � IIII � Ca � 1111 r2" M 0 --1 O z 0 o a703•+m3o0-1 o� c o o (n m 00, � p a � F Ln a Revision Date Description B Ck d '' CL 1 o ,.so; i , metallic building company o' o o 0 m 0 0 =r3 e 3 a S 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 :3 1 0 , M0 a i3 .z ZIP 77041 (713) 466-7788 ZIP 77240 m e ? 'c m o -_mow 25 Co = °. 0 o f m� m Customer. Project Name & Location: ° v m `< m° rt_ o Lj Z x y SPANGLER STEEL STRUCTURE JIM BIANCHI j'v o,o a3 a c.3 0 a 2445 VIRGINIATOWN RD 936 NELSON RD. I a LO. s� "� rn m n LINCOLN CA 95648 LEE SPANGLER NELSON CA 95958 - o c� o m o o w n 3? v o o � � w \ � Drawing Status: Preliminary ® For Construction Permit a a 8 o a a N= 0 w I (Not For Construct/on) N a a For Approval ❑ lNoErector Installation t For Construction) _]For FRQAwME DESCRIPTION. USER NAME:kmcarter DATE71/12/15 PAGE EW -1 PATH: R:\Jobs\Actl"\ENG\15-B-15781\wn01-kmcan�x�Bdg-AVu.01\ JOB NAME -.15781A FILE REEWW4BLDG1 SUPPORT REACTIONS FOR EACH LOAD GROUP 19,E:07:19: 33 NOTE: All reactions ore M kips and kip-tL REACTION NOTATIONS HL I VL I V1 I V2 I V3 I VR 8-A 8-B 8-C 8-D 8-F COLUMN OESCRPI10k1 _ DEAD LOAD 8-A COLLATERAL LOAD L B -F W+ WIND LOAD AS AN INWARD ACTING PRESSURE 8-B WIND LOAD AS AN OUTWARD ACTING SUCTION WR B -C WL WIND FORCE FROM THE LEFT 8-D EARTHQUAKE FORCE FROM RIGHT LOAD GROUP HL VL LL HR VR LR H1 I VI L1 H2 V2 L2 H3 V3 L3 D 0.0 1.1 0. 0.0 0.9 0. 0. 2.1 0.0 0. 2.1 0.0 0. 2.1 0.0 C 0.0 1.3 0. 0.0 1.3 0. 0. 3.3 0.0 0. 3.0 0.0 0. 3.0 0.0 L 0.0 2.3 0. 0.0 2.3 0. 0. 5.9 0.0 0. 5.3 0.0 0. 5.3 0.0 W+ -0.1 -6.2 3.2 0.1 -6.2 0. 0. -14.1 11.7 0. -12.8 12.2 0. -12.8 12.2 W- -0.1 -6.2 -3.5 0.1 -6.2 0. 0. -14.1 -12.7 0. -12.6 -13.3 0. -12.6 -13.3 WR -0.1 -6.2 0. 0.1 -6.2 0. 0. -1.6 -0.1 6.7 -25.1 -0.1 0. -12.6 WL -0.1 -6.2 0. 0.1 -6.2 0. -8.7 -27.1 -0.1 0. 0.5 -0.1 0. -12.6 ER 0. 0. 0. 0. 0. 6.4 0. 3.4 -5.4 0. 0. 0. [20. EL 0. 0. 0. -01-1-1), 0. 0. 0. -3.4 -6.5 0. 0. 6.6 0. 0. 0. LOAD GROUP D OESCRPI10k1 _ DEAD LOAD C COLLATERAL LOAD L LIVE LOAD W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT ER EARTHQUAKE FORCE FROM RIGHT EL EARTHQUAKE FORCE FROM LEFT FRAME b 03 USER NAWBskmcorter DATE. -11/12/15 PACE -3-3 as 100./36./30. 20./110./0. JOB NAME:15781A FIL :franea-1-7.fra SUPPORT REACTIONS FOR EACH LOAD GROUP 4OCATOM GAalklso: 1 2 3 4 5 6 7 NOTES.0) All reactions aro In kips and kip-fL TW- Ilk 53:28 ��EveratrenatA instar (Om I is not Included In the 'RSDWEQ' and 'RSUPEO' Load Group reactions. e m c ONLYY' combination rsac Ions k:dude an overotrength factor of. 2.000 HL -+V L HR IVL 'VR '-A LOAD GROUP REACTION TABLE • 1 2 3 4 5 6 7 U. COLUMN COLL o -F EQ Lateral Seismic Load [parallel to plane of frame] a -A Upward Acting Rod Brace Load from Longit. Seismic LOAD GROUP HL VL LNL HR VR LNR DL 2.9 7.7 0.0 -2.9 7.7 0.0 LL 8.1 18.0 0.0 -8.1 18.0 0.0 COLL 6.7 15.0 0.0 -6.7 15.0 0.0 EQ -3.8 -2.6 0.0 -3.8 2.6 0.0 RBUPEQ 0.1 -10.3 -8.6 -0.1 -12.9 0.0 WL1 -21.9 -50.2 0.0 3.0 -37.0 0.0 WI -2 -17.7 1 -5.8 0.0 -1.3 7.4 0.0 WI -3 -3.0 -37.0 0.0 22.0 -50.2 0.0 WI -4 1.2 7.4 0.0 17.7 -5.8 0.0 LWL1 -4.8 -46.5 0.0 5.8 -40.7 0.0 RBUPLW 0.1 -7.4 -6.2 -0.1 -9.3 0.0 LWL2 -5.8 -40.7 0.0 4.8 -46.5 0.0 LWL3 -0.5 -2.1 0.0 1.8 3.7 0.0 LWL4 -1.6 3.7 0.0 0.5 -2.1 0.0 RBDWEQ -0.0 10.3 0.0 0.0 12.9 0.0 LOAD r DESdtlp710111 DL Roof Dead Load U. 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 WLI Lateral Primary Wind Load WI -2 Lateral Primary Wind Load WI -3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LWLt Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load RBDWEO Downward Acting Rod Brace Load from Long. Seismic FRAME DESCRIPTON: USER NAME:kmcwrtor DAW-11/12/15 PAGE EW -2 JOB PATH: R:\Jobs\Actlw\ENG\75-8-15781\vm01-kmeortter ,g�n0l\ NAME 15781A FILE REW4BLDG7 SUPPORT REAC71ONS FOR EACH LOAD GROUP NOTE All reoctione aro in kips and kip-fL TIME: 07:19:33 REACTIdi suVrAr 8-E LOAD GROUP REACTION TABLE DEseson ON DEAD LOAD COLUMN COLLATERAL LOAD 8-E LIVE LOAD LOAD GROUP H4 V4 I L4 D 0. 2.1 0.0 C 0. 3.3 0.0 L 0. 5.9 0.0 W+ 0. -14.1 11.7 W- 0. -14.1 -12.7 WR 0. -14.1 -0.1 WL 0. -14.1 -0.1 ER 0. 0. 0. EL O. 0. 1 0. LOAD at" D DEseson ON DEAD LOAD C COLLATERAL LOAD L LIVE LOAD W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT ER EARTHQUAKE FORCE FROM RIGHT EL EARTHQUAKE FORCE FROM LEFT NOTES 1) THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANGE THE REACTIONS, THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 2) THE REACTIONS PROVIDED HAVE BEEN CREATED WITH THE FOLLOWING LAYOUT (UNLESS NOTED OTHERWISE). a) A REACTION TABLE IS PROVIDED WITH THE REACTIONS FOR EACH LOAD GROUP. b) RIGID FRAMES (1) GABLED BUILDINGS (a) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE LEFT SIDE OF THE BUILDING, AS SHOWN ON THE ANCHOR ROD DRAWING, FROM THE OUTSIDE OF THE BUILDING. (b) INTERIOR COLUMNS ARE SPACED FROM LEFT SIDE TO RIGHT SIDE. (2)SINGLE SLOPE BUILDINGS (a) LEFT COLUMN IS THE LOW SIDE COLUMN. (b) RIGHT COLUMN IS THE HIGH SIDE COLUMN. (c) INTERIOR COLUMNS ARE SPACED FROM LOW SIDE TO HIGH SIDE. c) ENDWALLS (1) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE WALL FROM THE OUTSIDE. (2)INTERIOR COLUMNS ARE SPACED FROM LEFT TO RIGHT. d) ANCHOR ROD SIZE IS DETERMINED BY SHEAR AND TENSION AT THE BOTTOM OF THE BASE PLATE. THE LENGTH OF THE ANCHOR ROD AND METHOD OF LOAD TRANSFER TO THE FOUNDATION ARE TO BE DETERMINED BY THE FOUNDATION ENGINEER. e)ANCHOR RODS ARE ASTM F1554 Gr. 36 MATERIAL UNLESS NOTED OTHERWISE ON THE ANCHOR ROD LAYOUT DRAWING. f) X -BRACING (1) ROD BRACING REACTIONS HAVE BEEN INCLUDED IN VALUES SHOWN IN THE REACTION TABLES. (2)FOR IBC AND UBC BASED BUILDING CODES, WHEN X -BRACING IS PRESENT IN THE SIDEWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ AND RBDWEQ) DO NOT INCLUDE THE AMPLIFICATION FACTOR, qy (3)FOR CANADA BUILDING CODE (NBC), WHEN X -BRACING IS PRESENT IN THE SIDEWALL OR ENDWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ do RBDWEO) ARE MULTIPLIED BY FORCE REDUCTION FACTOR, Rd, WHEN SPECIFIED SHORT -PERIOD SPECTRAL ACCELERATION RATIO IEF,Se(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. o) FOR PROJECTS USING ULTIMATE DESIGN WIND SPEEDS SUCH AS 2012 IBC OR 2010 FLORIDA BUILDING CODE, THE WIND LOAD REACTIONS ARE AT A STRENGTH 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. FRAME ID /5 USER NAMEkmcarter DATE -.11/12/15 PAGE. 5-2 pf 30./21. main building at p JOB NAMF-15781A FILE p5.fro SUPPORT REACTIONS FOR EACH LOAD GROUP LOCATION: bays 4 -(Gridline A NOTE All reactions aro In kips and klp-fL TWE: 07:39:37 QC1r`.TIr1Y YMAT WJQ HL LOAD GROUP REACTION TABLE COLUMN LEFT COLUMN RIGHT COLUMN LOAD GROUP HL VL LNL HR VR LNR DL 0.1 1.9 0.0 -0.1 1.9 0.0 EQ -12.7 -19.9 0.0 -13.8 19.9 0.0 WL1 -8.9 -13.9 0.0 -9.6 13.9 0.0 WI -2 9.6 13.9 0.0 8.9 -13.9 0.0 LOAD OR" DESCRIPTION DL Roof Dead Load EQ Lateral Seismic Load [parallel to plane of frame] WI -1 Lateral Primary Wind Load WI -2 Lateral Primary Wind Load --.._. _._r._-_. BUTTE COUNTY BUILDING DIVISION APPROVED Nov 18, 2015 DRMM15A ENMM10A Cl FA D R1FA RlEA `d3 L0 C1FA - - - - - - - - - - D W D R1FA R1 EA 0310 D W D Cl FC R1 FB R1EB V3 L0 D W D n R1 FB R1EB 8310 Cl FB — — — — — — — — — — D W D R1FA R1 EA 4310 D W D R1FA R1 EA V3 L0 Cl FA — — — — — — — — — — D W D C_ �p �j u i C zm A O K)01 N0) 0)>",4 1"CO) / `� C C z CC3A CC4A �\"JI W10X12 RE1AA RE1AB REM RE2AA M (n '® W10X17 W8X10 W8X10 W8X10 W8X10 0 :� Cb dD (b d) cb d) Z O O N O Cif 9- V v u c F t c c I c c cp 28'-10 30'-0 30'-0 I I 210'-0 OUT/OUT OF STEEL 30'-0 30' ril 30'-0 I 4- P-62 • - DENOTES: CLIP LOCATION SC90 AT 8" PURLINS T P-51 TYP. (TYP.) V SC92 AT 10" PURLINS (TYP.) OV V P-47 TYP. SC94 AT 12" PURLINS P-59 TYP. (TYP.) OV P-57 TYP. -�� DENOTESPURLIN OR GIRT STRUT. WHEN ROOF SYSTEM IS SSR, ROOF PANEL 8X2.5Z12 CLIPS ARE NOT REQUIRED AND HAVE NOT BEEN PROVIDED AT PURLIN STRUTS \ 8X2.5Z14 / 8X2.5Z14 8X2.5Z14 \ 8X2.5Z12 9- V v u c F t c c I c c cp 28'-10 30'-0 30'-0 I I 210'-0 OUT/OUT OF STEEL 30'-0 30' ril 30'-0 I 4- ROOF FRAMING PLAN I EWB swc KEY PLAN SWA EWD Z_SECTION LAP TABLE SYMBOL LAP(LENGTH) SYMBOL LAP(LENGTH) wRS 0'-2" (3j") T 2'-4"(2'-51") 1'-4'(1'-5:i") <V> 3'-0"(3'-1 i") LsJ Lo i0 i0� BUTTE COUNTY BUILDING DIVISION APPROVED Nov 18, 2015 DRMMI5A ENMMIOA I P-62 (TYP.) OV (TYP.) T T P-51 TYP. (TYP.) V P-49 TYP. (TYP.) OV V P-47 TYP. (TYP.) OT P-59 TYP. (TYP.) OV P-57 TYP. 8X2.5Z12 P-60 TYP. \ 8X2.5Z12 / \ 8X2.5Z14 / 8X2.5Z14 8X2.5Z14 \ 8X2.5Z12 / 8X2.5Z12 P-63 TYP. 8X2.5Z12 \ / \ \ / / \ \ / / FB4 0 \ / o cq weeOpL,$B �pC P-58 FB4 / \ 8X2.5Z12 / \ / P-52 \ P-50 P-48 P-58 FB4 P-64 8X2.5Z12 _ 61 \\8X2.5Z12 8X2.5Z12 8X2.5Z12 8X2.5Z12 8X2.5Z12 x NW3 w w \x/ I /x\ 08p /// �\ Ogp 0 / \ Og e\Op / / \0 cF\ // P-52 \ P-50 P-48 / \ P-58 Ld 8X2.5Z12 � 8X2.5Z12 8X2.5Z12 8X2.5Z12 N P-58 w 8X2.5Z12 0 D 0 BRA E�� �� m gRA�f�\ �3 0 - - I o m O_ N Lu CO P-56 / $ BRAS A 0 9{?AC m� A BRAC 8X2.5Z12 f� P-50 P-52 P-56 P-48 8X2.5Z12 / 8X2.5Z12 8X2.5Z12 \ / 8X2.5Z12 - \ x w I N //x\ nog e toa //x 'F'-46 ACF \ / / CF \ RP1 / -Tr-46 8X2.5Z12 \ ACF \ \ Q O a X / P-48 \ ` P-50 P-52 P-56 w m 8X2.5Z12 / 8X2.5Z12 8X2.5Z12 \ / 8X2.5Z12 FB4 \ \ / / \ \ / - - \ / P-56 \\ \\ \\ 8X2.5Z12 FB4 �p�/PG // // / *�7 x F134 I N P-44 TYP. 8X2.5Z12 . P-45 TYP. q / P-47 TYP P-49TYP. (TYP.) � /- .P-43 e e\per( P-55 (TYP. 8X2.5Z12 8X2.5Z12 (TYP-) 8X2.5Z14 (TYP-) 8X2.5Z14 8X2.5Z14 (TYP,) O 8X2.5Z12 MID) O5 ROOF FRAMING PLAN I EWB swc KEY PLAN SWA EWD Z_SECTION LAP TABLE SYMBOL LAP(LENGTH) SYMBOL LAP(LENGTH) wRS 0'-2" (3j") T 2'-4"(2'-51") 1'-4'(1'-5:i") <V> 3'-0"(3'-1 i") LsJ Lo i0 i0� BUTTE COUNTY BUILDING DIVISION APPROVED Nov 18, 2015 DRMMI5A ENMMIOA I m 5 N D N 9 A 0 0 :1W Z W � to w ! J to Z I O J CA 4 N -O O m � O D W 0 c ! I a a ETZ n SrtfO�D � o „ CL C_ J 0. (A I' J Ov S p cac 'a co a o Iv too O 0 o� D D O O Z Z O 3rrm cA�m A;0m=1 fnD II 0 mOW� r II Az c,Nm '0- D r� v 21'-4 28'-54 21'-4 28'-54 21'-4 28'-54 21'-4 21'-4 28'-54 I 28'-54 I 21'-4 UP 10'-8 18'-11 21'-4 28'-54 21'-4 28'-51 21'-4 28'-5j 21'-4 28'-54 21'-4 I 28'-5} 21'-4 28'-51 21'-4 28'-51 21'-4 28'-51 21'-4 LTP 10'-8 18'-1 } 21'-4 21'-4 28'-54 28'-51 21'-4 28'-54 21'-4 28'-5} 21'-4 28'-54 21'-4 21'-4 28'-54 28'-51 I 21'-4 28'-54 21'-4 28'-51 21'-4 LTP 10'-8 18'-1i 28'-51 ' 21'-4 28'-5j 21'-4 28'-5j 21'-4 28'-5j 21'-4 28'-5} i 21'-4 O O 18'-14 UP 10'-8 21'-4 28'-54 21'-4 28'-54 t(n0 21'-4 mo 28'-51 m 21'-4 v m 21'-4 28'-54 28'-54 21'-4 28'-51 18'-1 j LTP 10'-8 21'-4 28'-54 N 21'-4 C 28'-51 rn 21'-4 28'-54 21'-4 C 28'-54 v 0 M m z G) p r D z z 21'-4 21'-4 D 28'-54 21'-4 I z 28'-51 r 28'-54 m 28'-54 28'-51 c 28'-54 � I 21'-4 28'-51 21'-4 28'-54 21'-4 �a 0 ti 28'-51 21'-4 28'-51 = m N 28'-54 JO O ;7 28'-51 m 21'-4 v 28'-51 O O 18'-14 UP 10'-8 21'-4 28'-54 21'-4 28'-54 21'-4 28'-51 21'-4 28'-54 28'-54 21'-4 UP 10'-8 28'-54 21'-4 21'-4 28'-51 21'-4 21'-4 28'-54 21'-4 28'-54 28'-54 21'-4 28'-51 18'-1 j LTP 10'-8 21'-4 28'-54 28'-54 21'-4 21'-4 28'-51 21'-4 21'-4 28'-54 21'-4 C 28'-54 21'-4 0 M m z G) p r D z 28'-51 28'-54 21'-4 21'-4 I o 28'-54 21'-4 I 28'-51 21'-4 28'-54 21'-4 O O 18'-1} UP 10'-8 21'-4 21'-4 21'-4 28'-54 21'-4 28'-54 �"� {' 28'-5j 28'-51 21'-4 21'-4 28'-5j 28'-54 28'-54 21'-4 I 28'-51 28'-54 21'-4 21'-4 28'-51 28'-54 21'-4 21'-4 28'-54 I 21'-4 z 0 0 N 0 28'-54 21'-4 28'-54 21'-4 28'-54 21'-4 28'-51 28'-5j 21'-4 28'-5j 28'-54 21'-4 21'-4 21'-4 21'-4 28'-54 28'-54 28'-54 28'-54 - 21'-4 21'-4 28'-51 21'-4 21'-4 21'-4 28'-54 28'-51 18'-1j LTP 10'-8 21'-4 28'-51 21'-4 21'-4 21'-4 28'-51 28'-54 28'-51 21'-4 0 M m z G) p r D z I 21'-4 21'-4 21'-4 21'-4 21'-4 21'-4 D 28'-5} 28'-54 28'-54 28'-54 LTP 10'-8 28'-51 18'-14 28'-54 21'-4 28'-54 28'-51 I 28'-54 28'-51 I 21'-4 28'-51 21'-4 28'-54 21'-4 �a 0 ti 28'-51 21'-4 28'-51 21'-4 28'-54 21'-4 28'-51 21'-4 28'-51 21'-4 LTP 10'-8 21'-4 28'-54 21'-4 28'-54 21'-4 28'-54 21'-4 28'-54 21'-4 28'-54 0 O 21'-4 21-4 28'-54 28'-54 21'-4 28'-54 21'-4 28'-54 21'-4 LTP 10'-8 18'-1 } I 21'-4 28'-54 21'-4 28'-54 21'-4 28'-54 21'-4 28'-54 21'-4 28'-51 21'-4 28'-54 21'-4 28'-54 21-4 28'-54 21'-4 28'-54 21'-4 LTP 10'-8 18'-1l 21'-4 28'-54 21'-4 28'-51 21-4 28'-54 21'-4 28'-54 21'-4 28'-54 >cco ��m ®DO It 11 N < Z 1O:� z z 0 0 N 0 28'-54 21'-4 28'-54 21'-4 28'-54 21'-4 28'-51 ' 21'-4 28'-54 28'-51 21'-4 21'-4 18'-1 1 LTP 10'-8 21'-4 28'-5j 21'-4 28'-5j 28'-54 21'-4 21'-4 28'-54 21'-4 28'-51 21'-4 28'-5} 21'-4 28'-51 21'-4 28'-54 21'-4 28'-54 21'-4 18,-14 UP 10'-8 Ll 21'-4 28'-5j 21'-4 28'-51 21'-4 28'-54 21'-4 28'-54 21'-4 28'-54 28'-54 - 21'-4 21'-4 28'-51 21'-4 28'-54 21'-4 28'-54 21'-4 18'-1j LTP 10'-8 21'-4 28'-51 21'-4 28'-54 21'-4 28'-51 21'-4 28'-51 21'-4 28'-5j 21'-4 28'-54 21'-4 28'-5} 21'-4 28'-54 21'-4 28'-51 21'-4 18'-1 } UP 10'-8 21'-4 28'-54 21'-4 28'-54 21'-4 28'-51 21'-4 28'-51 21'-4 28'-54 21'-4 �a 0 ti z O AW m m v A �I I ? p x x v 4P - U) N V v N N n n I F F o (n N � IS N N lTT) l 1 0 0 m 'c C C m r v m m (n O A M -Ti Z D L� m Z m Z7 O O r A A � rl r� r� v D Z m r M ; -m0 zno A P. N 0 0 ;0m O A C;UO Z A � z�v �n M—� Z'l r Li rrI SCHEDULE OF FASTENERS NO. REQD DESCRIPTION COLOR #17A 12-14 x 1 1/4 SD Screw, Washer ASH GRAY #4A 1/4-14 x 7/8 SD Screw, Washer ASH GRAY -e- DENOTES: PIPE STRUT. ATTACHED WITH 1"0 X 4' A325 BOLTS. I EWB I- C 4 LL C I is M NOTE: FIELD CUT PANELS AS REQUIRED. FF481-2-I I I DJE2F----PJE2 I I I I I IN NI I I I I I N N ACABi v A I I I I 1 I I I I I I I I 3070 KNOCK DOWN TRIM 1 I 3070 KNOCK DOWN FRAMING [2] REQUIRED [2] REQUIRED FIELD LOCATE FIELD LOCATE E-2 E-2 nvz MCA I) REFER TO DETAILS ON INSTALLATION OF WALK DOOR. REFER TO DETAILS ON INSTALLATION OF FRAMED OPENINGS. USE STANDARD WALL PROCEDURES TO ERECT THE SIDEWALL AND ENDWALL PANELS. r -o [-9 F-3 m SCHEDULE OF ACCESSORIES NO. REQD DESCRIPTION 2 12'-0 X 12'-0 FACTORY LOCATED FRAMED OPENINGS 7 12" X 10'-0 RIDGE VENTS, WHITE, SINGLE VENT OPERATOR 2 3070 STANDARD INSULATED SWING DOOR W/ NO OPENING LHO CYLINDRICAL LEVERLOCK HARDWARE KEYED ALIKE W/ WEATHERSTRIP, THRESHOLD AND SWEEP, W/ CLOSER, W/ CL252 AT GIRT. 14 10'-8 ROOF LTP REFER TO DETAILS ON INSTALLATION OF WALK DOOR. REFER TO DETAILS ON INSTALLATION OF FRAMED OPENINGS. USE STANDARD WALL PROCEDURES TO ERECT THE SIDEWALL AND ENDWALL PANELS. r -o [-9 F-3 m 0 8X3.5E12 SC18 8X3.5E12 SC18PSWAX 0 - - 8X3.5E12 SC18 8X3.5E12 SC18 8X3.5E12 0 SC18� 0 0 0 0 P6X12.92 P6X12 92 0 0 0 to 0 G-2 G-4 G-5 G-7-, G-9 G-11 G-13 0 1 8X3.5Z12 OO 8X3.5Z14 8X3.5Z14 8X3.5Z14 �xi i O 8X3.5Z12 O rn O 8X3.5Z14 ® 8X3.5Z12 0 I 0 I G-1 G-3 G-5 G-6 G-8 G-10 G-12 0 I 8X3.5Z12 8X3.5Z14 8X3.5Z144 -.5Z1 a SOg Dei 8X3.5214 0)_8X3 8X3.5Z14 8X3.5Z12 0 I 0 I 0 I 0 I 0 I G -6I 9� 0 I 0 I 0 1 0 I 0 I 0 I G-3 0 G-B G-10 G -12d 1 PO I M rn 8X3.5Z14 8X3.5Z12 I M 8X3.5Z12 8X3.5Z14 8X3.5Z14RKW1G 8X3.5Z14 I r) I M I 1 ih G-1 G-3 G-5 G-8 G-10 G-12 1 iM - I iM 5212 TYP.) O 8X3.5Z14 (TYP.)OO O I M 8X3.5214 ()RO 8X3.5214 (TYP.) V i7 8X3.5Z14 OR ( )R R 8X3.5Z14 (TYP.) RO O V 8X3.5212 iM r) GC1 GC2 GC2 n GC2 GC2 GC2 GC3 M M 8X3.5C12 8X3.5C12 8X3.5C12 M 8X3.5C12 8X3.5C12 8X3.5C12 8X3.5C12 I i7 n iM n M iM c� c� M r) iM o M M 17 N iM N iM N Y OPEN TO 12'-0 Y N N N iv N N N N N v TO REMAIN OPEN v N N N 28'-10 30'-0 30'-0 30'-0 29'-8 `SC5 `SC5 `SC5 �-SC5 4" 1 2 3 Cb & C1 FA C1 FA C1 FA C1FC C1 FB C1 FA C1 FA CC3A W10X17 SIDEWALL ELEVATION "SWA" AT GRID LINE "A" ONE FB4A 0 25-9 LEFT F46-2BL F46-3BR F646-18 F46 -1B F646 -1B F653 -1B 1`2955-1B F653 -1B F47 -IBL F47 -28R -\% F47 -18L F893-1 ® 3'-0 O.C. F47-2BR F47-1BL F47-2BR v *PW03003" (TYP.) i M N PBR WALL PANELS PANEL COVERAGE - 3'-0 COLOR = ASH GRAY PANEL PKG. REQ'D. = PBS -1 SWC KEY PLAN SWA EWD Z_SECTION LAP TABLE SYMBOL LAP(LENGTH) SYMBOL LAP(LENGTH) F0'-2" (3J") T 2'-4"(2'-5j") R SF1'-4"(1'-5J") <g> IS-O"(S-1j") WALL SHEETING ELEVATION "SWA" BLDG "A" 31" BUTTE COUNTY BUILDING DIVISION APPROVED =0 - C Q o ` V d o iii ` o c X� W U m rn70< 0 0 v(nv ® ❑ mmz0 �a)Z c G c � c` a .E ¢ �0 a2 LZ N � ap ❑ ❑ LU NZ<-' w N W�UZ N E J5Ja O ZM)ON .[ 3 a,*ZwW o U v) c,4:3 Scale.- NOT TO SCALE Drown by. HX 11/13/15 Checked by. TJD 11/18/15 Project Engineer- KMC Job Number. 15-B-15781-1 Sheet Number. E5 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. Bejun Anklesoria, P.E. California P.E. 64613 DRMMI5A ENMM10A C 64613 Nov 18, 2015*r IIr.XP:&=IT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I 0 1 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 1 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 1 0 I 0 I 0 I 0 I 0 I 0 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 1 0 I 0 I 0 I 0 I 0 0 I I iM I M 1 PO I M I M 1 M I iM I M I iM I in I iM I M I r) I M 1 iM 1 ih I iM I M I r) I 5) I M I M 1 iM I in I iM I iM I in I M i7 ro i7 iM n M iM r) M n iM n to in in iM M M in iM M M in n iM M I i7 n iM n M iM M M r) iM n M M 17 N iM N iM N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N "GD04001"1F201-1 OPEN TO 12'-0 TO REMAIN OPEN EWD Z_SECTION LAP TABLE SYMBOL LAP(LENGTH) SYMBOL LAP(LENGTH) F0'-2" (3J") T 2'-4"(2'-5j") R SF1'-4"(1'-5J") <g> IS-O"(S-1j") WALL SHEETING ELEVATION "SWA" BLDG "A" 31" BUTTE COUNTY BUILDING DIVISION APPROVED =0 - C Q o ` V d o iii ` o c X� W U m rn70< 0 0 v(nv ® ❑ mmz0 �a)Z c G c � c` a .E ¢ �0 a2 LZ N � ap ❑ ❑ LU NZ<-' w N W�UZ N E J5Ja O ZM)ON .[ 3 a,*ZwW o U v) c,4:3 Scale.- NOT TO SCALE Drown by. HX 11/13/15 Checked by. TJD 11/18/15 Project Engineer- KMC Job Number. 15-B-15781-1 Sheet Number. E5 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. Bejun Anklesoria, P.E. California P.E. 64613 DRMMI5A ENMM10A C 64613 Nov 18, 2015*r IIr.XP:&=IT N D a z N p z n �np �oC�m ollaa NA V!Z N < O p�aO 1 W w r � J 35-11} 35-11} 35-11} 35-111 35'-11} 35-11} 35'-111 35-111 35-11J 35'-11� 35'-11} 35'-11} 35-11} 35-11} 35-111 35'-11} 35-11} 35-11} 35-11} 35-11} 35-111 35'-11} 35-111 35-11} 35-11} 35-11} 35 -it} 35-11} 35-111 35-11} 36-111 35-11} 35-11} F981-2 o a F482-1 -nN `C °+° 1 F482-1 F981-2 23'-10 ^ �` 23'-10 o ' ' C:> 23'-10 23'-10 O11 35 -it} m 35-11} I O 35'-11} O 35-11} O 35-11} 35-11} \\ 35-111 X w 35-111 ? 35-111 A 5C12 35-11} X25C1� 35-11} w 35-11} C7 co 35'-11} GIS N 35-11 35-11} I Cxil 35'-111 J m J r -nz mo r -I vm 0.. c .D z Z m N > N A c M 0 g m 0 IC&� XD O I� N .'a mt t -P Jm ,�W ml�+l— ' a � N A n v C Z m 36'-0 EAVE HOGHT 3'4 4'-0 4'-0 4'-9 4'-9 4'-9 4'-9 5-6 A N N N 0 mt t -P Jm ,�W A O11 Ol 101 Z x X X X j� X X X W w W N CNO I' co VI N W N CT N N W N W N N N N CT W U? CA A (T A CT N N N N N N N ;' x x w� W W N WO O O11 Oil O m co r" I O L, O O O 0 \\ / X w r ro ? ? 8X A 5C12 O! N X25C1� /) V w co C7 co 00 X X X X GIS N JLC1X Cxil I Cxil QVC W N W Ln wI CA 12'-0 >< f co P 4. \ r— N W y? CN {� C�� m WO N CD N / N n w 11 x C I o x \ z / \ o' [ 'M '� V I JRC2X tC----1-A�1 1'1 C5X z�-C-7 m 8X 5C12 DC7 X2.5c-12 CIO X GIS X ? X N �? i O w U CT N U t4 C. O O O X ,�W rl N N N cm N N A A ? I' 0 coo— iA m N z 0 mt t -P Jm . O11 Ol 101 Z A IJ O O ;' x x w� W W W WO a co r" I O L, O CT O CT O 0 Cx.I N m � f � ? ? 8X A 5C12 O! N X25C1� /) V w W CO 12 ^' JLC1X JLCU ; Ln wI 12'-0 >< f co P 4. r— N W y? CN {� C�� m v rriO N CD N C) N N n w 11 ---I C E2 x z o' [ 'M '� V I JRC2X tC----1-A�1 1'1 C5X z�-C-7 m 8X 5C12 DC7 X2.5c-12 CIO X GIS X ? X �? i O w U CT N U t4 cn O O / Co m X I X -r- '-I X X Cb 1� x rte N y+ W W W A t4 / N N N \\ ? ? / x \ N / \ / Co W rn \ CJ Cb G7 CA (b X 4I X 4I G7 X GIS N �+w W W C.+ w /. W W Ca cm \ N CA N O/ j 10 N CO / x N O O\\W O O O O O W CT X Cj X C) X n X? X �j X j� X j� N L OSA C. O CT O CJI C)t N (r N r r r P r r N N N N N N N coo— iA m N 2 2 O r o A 0 z 0 mt t -P Jm . > > m O v A IJ I � ;' x x J a N N v 0 n N 0 m � f � O! N /) V = S fD � 2 m 0 C r— {� C�� m v rriO N n 11 ---I z '� V I tC----1-A�1 1'1 z�-C-7 m DC7 CIO 2 2 O r o A 0 M X N N D r n D Z M 36'-0 EAVE HEIGHT m F123-1 N W A COD A O00 I A � X m ^' D M z 0 D r M r m D O 0_0 z AZ M s O D 0 I Z� s O 0 O a I' ao Z N 01 G7 m �7 r z M _s _M tNp U O O O _D I W I I X -r� D D V I F123-1 W r 36'-0 EAVE HEIGHT > 03 V F C z 000 0 0 0 0 < c: z O� 0 z N O C11 moo .•a 3o0 -i o m o 3 0 0 s a o � s l n Revision Dote Description By Ck d o 0.=_ o M TO Q rt 2CL metallic building comranY 3. D coo 0 �° w o EIMB 2 4 0 7301 FARNEW •HOUSTON TEXAS • P.O. BOX 10338 O F °< 0 Q o m o 3 Q ZIP 77041 (713) 166-T/88 ZIP 77240 �y rtN am arta 7' m Q , Z } m y CO:CL o m 10 oy Customer: Project Name & Location: �P v 0 C �< `� - c �` o .1 o x y SPANGLER STEEL STRUCTURE JIM BIANCHI A Z •°� 01 :3 Z o 3 m� n -,,, I 2445 VIRGINIATOWN RD 936 NELSON RD. 5 (+ m a 0 m S m W ti LINCOLN CA 95648 NELSON CA 95958 ft4 C+! > ��' a m = m o 3 o �• n f LEE SPANGLER 4 09-o a 3 ' 3 - � \ w ^1 Drawing Status: Preliminary -M2-07-;:* 7 0 9 For Construction Permit ❑ (Not For Construction) * o m CL Q.,3 m w I N F ' a o N ❑ (NotAFprr Constrvctlon) ❑For Erector lnstollatiQn D D � � OX m D D W D D m fTl Q7 (O t0 tD 00 fTl .ZJ W A 1 m c� SCHEDULE OF FASTENERS NO. REQD DESCRIPTION COLOR #17A 12-14 x 1 1/4 SO Screw, Washer ASH GRAY #4A 1/4-14 x 7/8 SD Screw, Washer ASH GRAY I EWB F - x c� w s W O 1 CL292- FASTENS BETWEEN THE M GIRTS ON EACH SIDE OF THE ENDWALL COLUMNS, AT ALL GIRT ELEVATIONS. REFER TO DETAILS. 12 1" (2) RA1-1 BGC2A W/A325 BOLTS SPLICE BOLT TABLE / CONN. QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A (2) X 1i A325 B&N 2 0 B (4) X 11 A325 B&N 8 0 C (4) X 1i A325 B&N 4 0 D (8) X 1i A325 B&N 8 0 12 1" (2) RA1-1 BGC2A W/A325 BOLTS / BGC1A / \ 8X2.5Z12 W/A325 REI AA BOLTS \\ G-16 yg/0 W8x10 G-15 / o PC22 A X2.5Z14 B ih PC22 G-14 ya 16 8X2.5Z12 rn I 9c\\ F ONE F848 ® 33'-6 LEFT ONE FB4B ® 33'-6 LEFT ONE FB4B ® 33'-6 LEFT / G-16 PC22 G-14 / 8X2.5Z12 rn 1 \8X2.5Z12 / G-16 < PC22 G-14 8X2.5Z12 rn I 00 8X2.5Z12 F50-1 PC22 G-14 8X2.5Z12 rn 1 G-14 o PC22 8X2.5Z12 G-14 PC22 8X2.5Z12 o I `t G-14 8X2.5Z12 o PC22fl- ih 12 1" (2) RA1-1 BGC2A W/A325 BOLTS 8X2.5Z12 G-16 8X2.5Z12 G-16 8X2.5Z12 G-16 8X2.5Z12 G-16 8X2.5Z12 G-16 8X2.5Z12 G-16 8X2.5Z12 G-16 8X2.5Z12 RE2AB BGC2A W/A325 BOLTS (2j) RAI -1 G-16 8X2.5Z12 B G-16 8X2.5Z12 G-19 8X2.5Z12 G-19 8X2.5Z12 LOa toto NU V N X0 � G-19 & G-19 � o 00 G-17 G-17 8X2.5Z16 G-17 8X2.5Z16 L� X -j O 0 HC3X C 8X2.5C16 u - N X U U N X �00 G-18 BGC1A W/A325 BOLTS RE2AA W8xlO G-21 8X2.5Z14 A G-20 8X2.5Z12 G-20 BX2.5Z12 G-20 8X2.5Z12 G-20 8X2.5Z12 G-20 8X2.5Z12 (TYP.) G-20 BXZ.5Z12 20'-0 / \ G-16 / \ 8X2.5Z12 - \\ G-16 yg/0 \ 8X2.5Z12 / W12X26 W12X26 G-16 ONE FB4B ® 11'-6 LEFT 8X2.5Z12Id- ONE FB4B ® 11'-6 LEFT ya 16 110 8X2.5Z12 9c\\ F ONE F848 ® 33'-6 LEFT ONE FB4B ® 33'-6 LEFT ONE FB4B ® 33'-6 LEFT / G-16 \ \ 8X2.5Z12 / \8X2.5Z12 / G-16 < 8X2.5Z12// \\ F916-1 B iG-16 00 8X2.5Z12 F50-1 8X2.5Z12 G-16 8X2.5Z12 G-16 8X2.5Z12 G-16 8X2.5Z12 G-16 8X2.5Z12 G-16 8X2.5Z12 G-16 8X2.5Z12 G-16 8X2.5Z12 RE2AB BGC2A W/A325 BOLTS (2j) RAI -1 G-16 8X2.5Z12 B G-16 8X2.5Z12 G-19 8X2.5Z12 G-19 8X2.5Z12 LOa toto NU V N X0 � G-19 & G-19 � o 00 G-17 G-17 8X2.5Z16 G-17 8X2.5Z16 L� X -j O 0 HC3X C 8X2.5C16 u - N X U U N X �00 G-18 BGC1A W/A325 BOLTS RE2AA W8xlO G-21 8X2.5Z14 A G-20 8X2.5Z12 G-20 BX2.5Z12 G-20 8X2.5Z12 G-20 8X2.5Z12 G-20 8X2.5Z12 (TYP.) G-20 BXZ.5Z12 20'-0 20'-0 20'-0 6'-0 12'-0 - 20'-0 20'-0 SWC MIMMIE SWA EWD F47-2BR v "PWO3001" (TYP.) I 0 M W W PBR WALL PANELS PANEL COVERAGE = 3'-0 COLOR = ASH GRAY PANEL PKG. REQ'D. = PBS -3 *PW02107" (TYP.) WALL SHEETING ELEVATION "EWD" BLDG "A" CD8A W12X26 ONE FB4B ® 11'-6 RIGHT ONE FB4B ® 21'-0 LEFT ONE FB4B ® 33'-6 LEFT F50 -3R F50-1 PC22 PC22 PC22 PC22 PC22 PC22 PC22 PC22 CC4A W10X12 F47 -IBL HW1112 APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT CC3A CC3A CD5A CD6A CD7A W10X17 W12X26 W12X26 W12X26 1067 ONE FB4B ® 11'-6 LEFT ONE FB4B ® 11'-6 LEFT ONE FB4B ® 11'-6 LEFT 454 ONE FB4B ® 21'-0 LEFT ONE FB4B ® 21'-0 LEFT ONE FB4B ® 21'-0 LEFT 454 ONE F848 ® 33'-6 LEFT ONE FB4B ® 33'-6 LEFT ONE FB4B ® 33'-6 LEFT ENDWALL ELEVATION "EWD" AT GRID LINE "8" NOTE: FIELD CUT PANELS AS REQUIRED. F916-1 B F50 -2L F50-1 SWC MIMMIE SWA EWD F47-2BR v "PWO3001" (TYP.) I 0 M W W PBR WALL PANELS PANEL COVERAGE = 3'-0 COLOR = ASH GRAY PANEL PKG. REQ'D. = PBS -3 *PW02107" (TYP.) WALL SHEETING ELEVATION "EWD" BLDG "A" CD8A W12X26 ONE FB4B ® 11'-6 RIGHT ONE FB4B ® 21'-0 LEFT ONE FB4B ® 33'-6 LEFT F50 -3R F50-1 PC22 PC22 PC22 PC22 PC22 PC22 PC22 PC22 CC4A W10X12 F47 -IBL HW1112 APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT CC3A 646 CC4A 474 CD5A 1024 CD6A 1067 CD7A 1067 CDBA 1024 RE1 AA 454 RE1AB 91 RE2AA 454 RE2AB 91 BUTTE COUNTY BUILDING DIVISION APPROVED Nov 18, 2015 DRMM15A ENMM10A I 0 t= C m z m Doo C Z 0 z O N O CII 36'-0 EAVE HEIGHT 3'-6 4'-0 4'-0 4'-9 4'-9 4'-9 4'-9 5'-6 O.F. 8.0 X 0.25 8.0 X 0.3125 36.69 TO 50.03 X 0.25 WEB 10.0 TO 36.69 X 0.185 50.0 TO 52.0 I.F. 8.0X0.375 8.0X0.5 n O N N N m C) O Z D D m r Z m s N W V s I.F. 8.0X0.5 8.0X0.625 8.0X0.375 t7.94 TO 51.92 X 0.25 WEB 0.0 TO 23.97 X 0.156 3.97 TO 37.94 X 0.185 51.92 TO 54.0 O.F. 8.0 X 0.3125 12'-0 I 4'-3 I 4'-9 I 4'-9 I 4'-9 I 5'-6 I� w_ 1 0) m.. W I rn W 1� 0) OW w I rn m.. W I� OD Ka w 1 _ W N W _ I� s 0) oi.. W I 0) W I 0) w rn 03w I� rn ON- 03 - Cl! I na.. 25 w 00 00 C- c mm 00 --I --I In <n 0 0 vv ww 1 I W00 I I 00 00 cu EnD mM 1 N Ii mm 1 tp W I I cn �' N as 1.F o� w � W� C-0 f D D\ v no 8\ X 0 O r r im mi� � o 0 � w f I W m1 10 j5� J v < 0 rno 01 3 30 0 0 o � a D I \ D � X X W OP W w CA w 0 to m w W vt m rn m Zr i* Dim -<>Z m0 *M;u v> Aor- 'iv �mz rr 0D0 AA r^zvui m z O m z 0 v_ O mz 0 N O mZ (./);a §V)—m vD 051 r m zm m;0 =jx 0 03 � ZD D Z v D A A m m m m O D CO W D X D D x rn m 8 m 8 m m c0 _ O '� N 0) N N �+ W W rr1 2 N I.F. 8.0X0.5 8.0X0.625 8.0X0.375 t7.94 TO 51.92 X 0.25 WEB 0.0 TO 23.97 X 0.156 3.97 TO 37.94 X 0.185 51.92 TO 54.0 O.F. 8.0 X 0.3125 12'-0 I 4'-3 I 4'-9 I 4'-9 I 4'-9 I 5'-6 I� w_ 1 0) m.. W I rn W 1� 0) OW w I rn m.. W I� OD Ka w 1 _ W N W _ I� s 0) oi.. W I 0) W I 0) w rn 03w I� rn ON- 03 - Cl! I na.. 25 w 00 00 C- c mm 00 --I --I In <n 0 0 vv ww 1 I W00 I I 00 00 cu EnD mM 1 N Ii mm 1 tp W I I cn �' N as 1.F o� w � W� C-0 f D D\ v no 8\ X 0 O r r im mi� � o 0 � w f I W m1 10 j5� J v < 0 rno 01 3 30 0 0 o � a D I \ D � X X W OP W w CA w 0 to m w W vt m rn m Zr i* Dim -<>Z m0 *M;u v> Aor- 'iv �mz rr 0D0 AA r^zvui m z O m z 0 v_ O mz 0 N O mZ (./);a §V)—m vD 051 r m zm m;0 =jx 0 03 � ZD D Z v C 03 t— C �Zm 000 <C o O b z 0 N o_ rn m m D 36'-0 EAVE HEIGHT 3'-6 4'-0 4'-0 4'-9 4'-9 4'-9 4'-9 5'-6 O.F. 8.0X0.25 8.0X0.3125 36.69 TO 50.03 X 0.25 WEB 10.0 TO 36.169 X 0.185 50.03 TO 52.0 X I.F. 8.0X0.375 8.0X0.5 mo�3orn3ov°s n "_,� ? o � D o metallic building company Revision Date o , S° ss z z m 0 O W D A > M *im m z 0o ao ao 00 00 0. X x x X x X UCD m O -' O � O -� 6 O 0n O Lq 0 Z ri X~ SPANGLER STEEL STRUCTURE r x x x x x �' y O -P (' ? O N s w m 'S' E a ..� � m m m 1 co m m i L4 0 N x LEE SPANGLER 0 ,.0+ _'C 0 o a 3 v - � \ W W r^ m -w M-0=* -- N c� \ Not For Construction) M Ma a o 0 O< 0) OD 00 cn v' --I For Approval E](Not [:]For Erector Installation x x x Ln For Construction) J o J = r o cn o 0 m X x x � w 4� E Ii I v m 0 m.� 0 00) -C a Atr a X X x N (n m n(a'-�. sNi.. rs . r_ D D D n N rn N N (n Ln cr CID m O Ro z P? z Re z 0° ,p 03 >_>_ D MM z W a) 0 >m O O O vDi< C 03 t— C �Zm 000 <C o O b z 0 N o_ rn m m D 36'-0 EAVE HEIGHT 3'-6 4'-0 4'-0 4'-9 4'-9 4'-9 4'-9 5'-6 O.F. 8.0X0.25 8.0X0.3125 36.69 TO 50.03 X 0.25 WEB 10.0 TO 36.169 X 0.185 50.03 TO 52.0 X I.F. 8.0X0.375 8.0X0.5 I.F. 8.0X0.5 8.0X0.625 8.0X0.375 51.92 TO 54.0 X WEB 0.0 TO 23.97 X 0.156 13.97 TO 37.94 X 0.185 7.94 TO 51.92 X 0.25 8.0 X 0.3125 O.F. 12'-0 4'-3 4'-9 4'-9 1 4'-9 5'-6 36'-0 EAVE HEIGHT om mo�3orn3ov°s n "_,� ? o � D o metallic building company Revision Date o , S° ss z * ; (� A > M *im m m O O D W W 0. X Q `S ZI7=466-7788• ZP T7240 UCD m 0 0 rtCD CLCD C rtC> N (D 2:2 CD °- w C� O. 0 D D Z o Customer. x o o 0� G0°-.� N° 00 rt Z ri X~ SPANGLER STEEL STRUCTURE JIM BIANCHI K o 0 o 0,00303 5 'a o o- w o �' M 2445 VIRGINIATOWN RD 936 NELSON RD. s w m 'S' E a ..� � m Co G w co m m M L4 0 N x LEE SPANGLER ,.0+ _'C 0 o a 3 v - � \ W W r^ m -w M-0=* -- - c� \ Not For Construction) Ma a o 0 O< w cn v' For Approval E](Not [:]For Erector Installation rn a 0 Ln I.F. 8.0X0.5 8.0X0.625 8.0X0.375 51.92 TO 54.0 X WEB 0.0 TO 23.97 X 0.156 13.97 TO 37.94 X 0.185 7.94 TO 51.92 X 0.25 8.0 X 0.3125 O.F. 12'-0 4'-3 4'-9 4'-9 1 4'-9 5'-6 36'-0 EAVE HEIGHT om mo�3orn3ov°s n "_,� ? o � � M o metallic building company Revision Date o , S° ss z * ; ns -.. 0 0 -ID W'D P O . BOX 40338 177041 FAIRVIEW • H(713) ° 0 o c c v 0 m 3� S � 0. n Q `S ZI7=466-7788• ZP T7240 UCD m 0 0 rtCD CLCD C rtC> N (D 2:2 CD °- w C� O. 0 �O m �j Z o Customer. Project Name & Location: o o 0� G0°-.� N° 00 rt Z cam.. X~ SPANGLER STEEL STRUCTURE JIM BIANCHI o 0 o 0,00303 5 'a o o- w o �' v 2445 VIRGINIATOWN RD 936 NELSON RD. s w m 'S' E a ..� � m N LINCOLN CA 95648 NELSON CA 95958 i m �, o O o LEE SPANGLER ,.0+ _'C 0 o a 3 v - O \ W W r^ Drawing Status: preliminary For Construction Permit -w M-0=* -- - \ Not For Construction) Ma a o 0 O< w cn v' For Approval E](Not [:]For Erector Installation rn a 0 For Construction) W a mm W 0° G! W N I rn o,.. C I! 0) m.. W I 0) w I rn ti rn CM C I! 0) C I! NX.. ;125 w I� as � Description 00 vv 00 C- MM 00 N V) 0 U) N Ln Ln 0)W 00 ca� mrrl � i IL mm �S I 1 WW I � cn J IJ 0� O xF 33o O ° 0 W W \ w vt 0 co z 1* DMm = n < m A OOF moo- On "< m z rr- vA0 C;0 AX mZN mz 0m M 0 v! m m 0 N z v v 0 0M �z Z O N rr- O N � Dyi -.m v � D �-0 O A r -0 zm no � -jx 0 � zD vm D z v :� 03 co C rC xzm ®p < C Z C!) 0o:� 0 V) N N nl 0 O z D �7 D m r - Z M s s C) rn ° s m om m 3 'o a o 0 o cn v •,T° 13 c3 °m asny m y o m a z j 2 A A D z m ao 0o ao a0 00 O X X X X X O o o -L o o r 5:-m, a 'm C m v, cn o 0 O 2 x x x x x m r D O- W A O N —I o a a v m tO `< ° CD - - o X 7 7 CL p (D C N , m (T 1 O x SPANGLER STEEL STRUCTURE M S C4 !'' y ° u3 m 3 m° °- c m O- VIRGINIATOWN RD 936 NELSON RD. W co ao ro m �- N N LINCOLN CA 95648 NELSON CA 95958 2 M 00 v 0) \ r" x x x M D o 0 oo = CD �, o W 2 M X X X Construction) 2 4L W N m G) m t For Costruct/on) [-]For Erector Installation 00 0) O X X X u) (n �. N-. N m _U NW-. D D D C7 K)m U1 M W a0 z ao z v M p z 00 00 D =o CO �z No M co O O O :� 03 co C rC xzm ®p < C Z C!) 0o:� 0 V) N N nl 0 O z D �7 D m r - Z M s s ci c, �IID. JI— a, 36'-0 EAVE HEIGHT 3'-6 4'-0 4'-0 4'-9 4'-9 4'-9 4'-9 5'-6 O.F. 8.0X0.25 8.0X0.3125 10 WEB .0 TO 36. 9 X 0.185 6.69 TO 50.03 X 0253 TO 52.0 X IF 8.0X0.375 8.0X0.5 I.F.8.0X0.5 8.0X0.625 8.0X0.375 WEB 0.0 TO 23.97X0.156 3.97 TO 37.94X0.185 57.94 TO 51.92 X0252T054.OX O.F. 8.0 X 0.3125 12'-0 4'-3 4'-9 4'-9 4'-9 5'-6 36'-0 EAVE HEIGHT C) rn ° s m om m 3 'o a o D o cn v •,T° 13 c3 °m asny OO v j 2 A A D .Zl m m 4 m110 O mm MA � 7301 FAIRVIEW •HOUSTON 7DGS • P.O. BOX 40338 3 � 5:-m, a 'm C m O o a D 2 ZIP 77041 (713) 466-7788 ZIP 77240 ° y°��0<�'i�o�f w m m Customer Project Name & Location: o a a v m tO `< ° CD - - o X 7 7 CL p (D C N Cn O x SPANGLER STEEL STRUCTURE M S C4 !'' y ° u3 m 3 m° °- c m 12445 VIRGINIATOWN RD 936 NELSON RD. W co ao ro m �- L4 N LINCOLN CA 95648 NELSON CA 95958 2 a_ M o 3 0 3° o � \ r" LEE SPANGLER Drawing Status: Prelim/nory ❑(Not For ®For Construction Permit M 0- rt rt•a m � m o ° 4 oo c� 1 � CL m W 2 cn Construction) s m CL W, a m m ci c, �IID. JI— a, 36'-0 EAVE HEIGHT 3'-6 4'-0 4'-0 4'-9 4'-9 4'-9 4'-9 5'-6 O.F. 8.0X0.25 8.0X0.3125 10 WEB .0 TO 36. 9 X 0.185 6.69 TO 50.03 X 0253 TO 52.0 X IF 8.0X0.375 8.0X0.5 I.F.8.0X0.5 8.0X0.625 8.0X0.375 WEB 0.0 TO 23.97X0.156 3.97 TO 37.94X0.185 57.94 TO 51.92 X0252T054.OX O.F. 8.0 X 0.3125 12'-0 4'-3 4'-9 4'-9 4'-9 5'-6 36'-0 EAVE HEIGHT 00 �v A Z7 00 00 �U) ii � � I �< I I 00 00 00 00 00 W; (n a mr I m II II to do vt � I � a, I mm V v rn m 0 O 'c 3 O•g 0°' o w CID CL 1 � \ a a '110 1 W la a rn a ;0 n W 8X 1 \O X O rnm+ (A r (It m I m oar W � W W 0? �- M a W 1I y3 °�' 3 ° ° rt W _ � rn rt to I N � W W� al c, W D 00v X\ W �x \W wA 03. f� W W � os- W W � rn 0 w - I W co w 00 ox_ W O) oa.. W O) os.. w_ I rn ao. W 1' 00 na.. w (A N s W I' rn w 1' rn os.. w 1� rn 00" w 1' rn cum w I� o3.. w I rn W_. w I' i w I Zr�* yam az Mo <m� yr- mor- r-o{Fnz r 0>0 �il � ''�zuu) MZ z O __40 MM 0 ;0 otn z0 vo o� mZ 0 r -O (Ln znD aN .-.m vy OA r--uzm Mo ;no =!x 0 z> Revision Date Description By Ck'd C) rn ° s m om m 3 'o a o � o cn 7 •,T° 13 c3 °m asny OO O metallic building comps, 'Dm,Q `o '°°m' c 2 4 m110 °oocz0 N3 o � 7301 FAIRVIEW •HOUSTON 7DGS • P.O. BOX 40338 m m 5:-m, a 'm C m O o `SP 2 ZIP 77041 (713) 466-7788 ZIP 77240 ° y°��0<�'i�o�f w m Customer Project Name & Location: o a a v m tO `< ° CD - - o X 7 7 CL p (D C N Cn O x SPANGLER STEEL STRUCTURE JIM BIANCHI S C4 !'' y ° u3 m 3 m° °- c m 12445 VIRGINIATOWN RD 936 NELSON RD. n m o ° m C M o n LINCOLN CA 95648 NELSON CA 95958 4 a_ M o 3 0 3° o � \ r" LEE SPANGLER Drawing Status: Prelim/nory ❑(Not For ®For Construction Permit 0- rt rt•a m � m o ° 4 oo (A 1 � CL m W cn Construction) s m CL W, a m m For Apprownl E1% t For Costruct/on) [-]For Erector Installation 00 �v A Z7 00 00 �U) ii � � I �< I I 00 00 00 00 00 W; (n a mr I m II II to do vt � I � a, I mm V v rn m 0 O 'c 3 O•g 0°' o w CID CL 1 � \ a a '110 1 W la a rn a ;0 n W 8X 1 \O X O rnm+ (A r (It m I m oar W � W W 0? �- M a W 1I y3 °�' 3 ° ° rt W _ � rn rt to I N � W W� al c, W D 00v X\ W �x \W wA 03. f� W W � os- W W � rn 0 w - I W co w 00 ox_ W O) oa.. W O) os.. w_ I rn ao. W 1' 00 na.. w (A N s W I' rn w 1' rn os.. w 1� rn 00" w 1' rn cum w I� o3.. w I rn W_. w I' i w I Zr�* yam az Mo <m� yr- mor- r-o{Fnz r 0>0 �il � ''�zuu) MZ z O __40 MM 0 ;0 otn z0 vo o� mZ 0 r -O (Ln znD aN .-.m vy OA r--uzm Mo ;no =!x 0 z> Revision Date Description By Ck'd CONNECTION 4B, 41 OR 4P CONNECTION CODES TOP AND BOTTOM BOLT PAI CONNECTION CONNECTION 3F �dd.Lix lti:•1ml) � CONNECTION 1E CONNECTION 2E CONNECTION 3E CONNECTION 4F CONNECTION 4E 4E 2EH Z CONNECTION DESIGNATION BLANK = STANDARD CONNECTION H = HEAVY CONNECTION BOTTOM CONNECTION CODE BOTTOM QUANTITY OF BOLT ROWS CONNECTION DESIGNATION BLANK = STANDARD CONNECTION H = HEAVY CONNECTION TOP CONNECTION CODE TOP QUANTITY OF BOLT ROWS CONNECTION CODE FORMAT CONNECTION CODE DESCRIPTION B THIS DESCRIPTION CODE IS USED TO DEFINE SHEAR CONNECTIONS. BOLTS ARE LOCATED INSIDE THE 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 WITH 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. Q J O M _O U LLJ z z O U NAME DESCRIPTION FOR A325 BOLT DIMENSIONS A325 CONNECTION BOLT DIMENSIONS Material 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" 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" 7/8" 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 BOLTS1 1/2" 2 1/4" 2 5/8" 3" 3 3/4" 4" BSMAX MAXIMUM BOLT SPACING BETWEEN TOP AND BOTTOM SETS OF BOLTS ON CONNECTION PLATES LESS THAN OR EQUAL TO 3/4" THICK 2'-0" 2'-0" 2'-0" 2'-0" 2'-0" 2'-O" NG 1/2 BSMAX (fJ") WHEN BSMAX = 2'-0j" TO 4'-0 SPLICE BOLT SPACING (NOT TO EXCEED 2NG 1/3 BSMAX (t1j") WHEN BSMAX = 4'-0TI" TO 6'-0 1/4 BSMAX (±A-) WHEN BSMAX = 6'-04 TO 8'-0 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" 2 3/4" 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 & YB VALUE. PF FOR CONNECTION B, F, I AND P ARE THE SAME AS USED ON CONNECTION E NWT NUT AND WASHER THICKNESS SEE BOLT AT FLANGE DETAIL. NUT THICKNESS IS EQUAL TO THE BOLT DIAMETER AND .15625" WASHER THICKNESS IS USED EVEN IF A WASHER IS NOT REQUIRED. RNWT RISE ON NUT AND WASHER THICKNESS TT THICKNESS TOP FLANGE REFER TO FRAME CROSS SECTION DRAWING FOR LARGEST FLANGE THICKNESS EITHER SIDE OF THE CONNECTION. TB THICKNESS BOTTOM FLANGE YT 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 5 1/2" + TT 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 A FLANGE OR WEB WELD WITHOUT WASHER 7/16" 5/8" 3/4" 13/16" 1" 1 3/8" IWITH HARDENED WASHER 9/16" 3/4" 7/8" 1" 1 1/4" 1 1/2" WCSM MINIMUM WIDTH OF CONNECTION PLATE (Standard Connection) 5" 6" 8" 8" 10" 12" WCHM MINIMUM WIDTH OF CONNECTION PLATE (Heavy Connection) N/A 10"1 12" 1 12" 1 16" 1 18" TCMIN MINIMUM THICKNESS OF CONNECTION PLATE 1/4" 3/8" 7/16" 1/2" 5/8" 1" EED(R) G EED(R) EED(R) HG G HG EED(R) D (BOLT DIAMETER) HD (HOLE DIAMETER) Top Connection Code Splice Bolts (See BSMAX in Table Bottom Connection Code PF (REQ'D SPACES) S BFCD PF TT PF PF TB PF D (BOLT DIAMETER) HD (HOLE DIAMETER) EED(S) YT Top Connection Code S S r- Splice Bolt Spacing See BSMAX BSMIN and S lice Bolts - BSMAX See BSMAX in Table YB Bottom Connection Code - STANDARD CONNECTION DESIGNATION (CODE 4E/2E SHOWN) Cd•7>t�1�W BOLTS MAY BE FIELD INSTALLED IN EITHER DIRECTION CONNECTION PLATE LENGTH IS EQUAL TO OR GREATER THAN HALF THE RAFTER WEB DEPTH CONNECTION B & P (Low Side Shown, High Side Similar) EED(S) or EEDK Frame Documentation A325 Connection Bolt Details 05-12-10 Rev. '14 03 m B 4E/?EH Connection Code (See "Connection Code Format" on this drawing) \\- Connection Location CROSS SECTION CONNECTION CODE KEY (AS SHOWN AT CONNECTIONS ON FRAME CROSS SECTION DRAWINGS) 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 Bottom Connection Code- Top ode- PF TB PF HEAVY CONNECTION DESIGNATION (CODE 4EH/2EH SHOWN) GRIP PLATE THICKNESS WASHER (IF REQUIRED) BOLT EDGE DISTANCE BOLT COLUMN OR NWT RAFTER FLANGE RNWT PF PF; (—y YB Flange Brace Material Schedule Part Mark Material FB4_ L 2" x 2" x 14 Go. FB5_ L 2" x 2" x 14 Ga. FB6_ L2"x2"xAll FB7_ L 2J" x 2J" x" Gusset Plate (At Rafter Outer Flange shown) ` D (BOLT DIAMETER) LE DIAMETER) (T 5 Splice Bolt Spacing See BSMAX BSMIN and BSMAX (B 5 EED(S) or EEDK EED(S) or EEDK Gusset Plate (At Rafter Inner Flange shown) 4X CONNECTION DESIGNATION CONNECTION PLATE ( CODE 4X/4X SHOWN ) WASHER (IF REQUIRED) Z NUT BFCD IPF NWT BOLTS MAY BE FIELD INSTALLED IN EITHER DIRECTION BOLT AT FLANGE DETAIL (Top Flange Shown, Bottom Flange Similar) BUTTE COUNTY BUILDING DIVISION Nov 18, 2015 } C € o CC a G g {; o 0 Oo V d O '� V -1 Coo F @3 LO rn o m zm o 0 n 2 U�U ® ❑ awz �m zo sch V� a rnz ,Gv E c o U.1 .c E_ Q 00 m ❑ ❑ kw'aCY)M NZQ�-j` o OL•i �KV2 Sh E 0- a vim.. ziAON ; U V)NJJ O Scale: NOT TO SCALE Drawn by. HX 11/13/15 Checked by. TJD 11/18/15 Project Eng/neer. KMC Job Number. 15-B-15781-1 Sheet Number. Ela 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. Bejun Anklesaria, P.E. California P.E. 64613 DRMM15A ENMM10A WA i i (T 5 Splice Bolt Spacing See BSMAX BSMIN and BSMAX (B 5 EED(S) or EEDK EED(S) or EEDK Gusset Plate (At Rafter Inner Flange shown) 4X CONNECTION DESIGNATION CONNECTION PLATE ( CODE 4X/4X SHOWN ) WASHER (IF REQUIRED) Z NUT BFCD IPF NWT BOLTS MAY BE FIELD INSTALLED IN EITHER DIRECTION BOLT AT FLANGE DETAIL (Top Flange Shown, Bottom Flange Similar) BUTTE COUNTY BUILDING DIVISION Nov 18, 2015 } C € o CC a G g {; o 0 Oo V d O '� V -1 Coo F @3 LO rn o m zm o 0 n 2 U�U ® ❑ awz �m zo sch V� a rnz ,Gv E c o U.1 .c E_ Q 00 m ❑ ❑ kw'aCY)M NZQ�-j` o OL•i �KV2 Sh E 0- a vim.. ziAON ; U V)NJJ O Scale: NOT TO SCALE Drawn by. HX 11/13/15 Checked by. TJD 11/18/15 Project Eng/neer. KMC Job Number. 15-B-15781-1 Sheet Number. Ela 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. Bejun Anklesaria, P.E. California P.E. 64613 DRMM15A ENMM10A FIELD SERVICE PROCEDURES 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 YOUR PACKING LIST WHILE UNLOADING. MARK ANY ITEMS, WHICH APPEAR TO BE MISSING AND NOTIFY THE FIELD SERVICE DEPARTMENT AT THE NUMBER SHOWN IN THE TITLEBLOCK AS SOON AS POSSIBLE. CALLING SOMEONE ELSE COULD DELAY THE PROPER RESPONSE. SHORT MATERIALS- IMMEDIATELY UPON DELIVERY OF MATERIAL, QUANTITIES ARE TO BE VERIFIED BY THE CUSTOMER AGAINST QUANTITIES THAT ARE BILLED ON THE SHIPPING DOCUMENT. NEITHER THE MANUFACTURER NOR THE CARRIER IS RESPONSIBLE FOR THE MATERIAL SHORTAGES AGAINST THE QUANTITIES BILLED ON SHIPPING DOCUMENT IF SUCH SHORTAGES ARE NOT NOTED ON SHIPPING DOCUMENTS WHEN THE MATERIAL IS DELIVERED, AND THEN ACKNOWLEDGED BY THE CARRIER'S AGENT. IF THE CARRIER IS THE MANUFACTURER, CLAIMS FOR SHORTAGES ARE TO BE MADE BY THE CUSTOMER TO THE COMMON CARRIER. IF THE MATERIAL QUANTITIES RECEIVED ARE CORRECT ACCORDING TO THE QUANTITIES THAT ARE BILLED ON THE SHIPPING DOCUMENTS, BUT ARE LESS THAN THE QUANTITIES ORDERED OR THE QUANTITIES THAT ARE NECESSARY TO COMPLETE THE METAL BUILDING ACCORDING TO THE ORDER DOCUMENTS, CLAIM IS TOO BE MADE OF THE MANUFACTURER. DAMAGED OR DEFECTIVE MATERIAL - DAMAGED OR DEFECTIVE MATERIAL, REGARDLESS OF THE DEGREE OF DAMAGE, MUST BE NOTED ON THE SHIPPING DOCUMENTS BY THE CUSTOMER AND ACKNOWLEDGED IN WRITING BY THE CARRIER'S AGENT. THE MANUFACTURER IS NOT RESPONSIBLE FOR MATERIAL DAMAGED IN UNLOADING OF PACKAGED OR NESTED MATERIALS, INCLUDING, BUT NOT LIMITED TO: FASTENERS, SHEET METAL, 'C" & "Z" SECTIONS & COVERING PANELS THAT BECOME WET AND/OR DAMAGED BY WATER WHILE IN THE POSSESSION OF OTHERS. PACKAGED OR NESTED MATERIAL THAT BECOMES WET IN TRANSIT MUST BE UNPACKED, UNSTACKED AND DRIED BY THE CUSTOMER. IF THE CARRIER IS THE MANUFACTURER, THE CUSTOMER MUST MAKE CLAIM FOR DAMAGE DIRECTLY TO THE MANUFACTURER. IF THE CARRIER IS A COMMON CARRIER, THE CUSTOMER MUST MAKE THE CLAIM FOR DAMAGE TO THE COMMON CARRIER. THE MANUFACTURER IS NOT LIABLE FOR ANY CLAIM WHATSOEVER INCLUDING, BUT NOT LIMITED TO LABOR CHARGES OF CONSEQUENTIAL DAMAGES RESULTING FROM THE CUSTOMER'S USE OF DAMAGED OF DEFECTIVE MATERIALS THAT CAN BE DETECTED BY VISUAL INSPECTION. OIL CANNING IS NOT CAUSE FOR REJECTION EXCESSIVE MATERIAL - THE MANUFACTURER RESERVES THE RIGHT TO RECOVER ANY MATERIAL DELIVERED IN EXCESS OR THOSE REQUIRED BY THE ORDER DOCUMENTS. AUTHORIZATION FOR CORRECTIVE WORK NORMAL ERECTION OPERATIONS INCLUDE THE CORRECTION OF MINOR MISFITS BY MODERATE AMOUNTS OF REAMING, CHIPPING, WELDING OR CUTTING AND THE DRAWING OF ELEMENTS INTO LINE THROUGH THE USE OF DRIFT PINS. ERRORS WHICH CANNOT BE CORRECTED BY THE FOREGOING MEANS OR WHICH REQUIRE MAJOR CHANGES IN THE MEMBER CONFIGURATION SHOULD BE REPORTED IMMEDIATELY TO THE OWNER AND FABRICATOR BY THE ERECTOR, TO ENABLE WHOEVER IS RESPONSIBLE EITHER TO CORRECT THE ERROR OR TO APPROVE THE MOS EFFICIENT AND ECONOMICAL METHOD OF CORRECTION TO BE USED BY OTHERS. (AISC 303-10, SECTION 7.14) (MAR 05 SECTION 7.14) IF THE ERROR IS THE FAULT OF THE MANUFACTURER, 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 MAXIMUM TOTAL COST SET FORTH. ALTERNATIVE CORRECTIVE WORK OTHER THAN THAT PROPOSED IN THE "INITIAL CLAIM" MAY BE DIRECTED BY THE MANUFACTURER IN THE "AUTHORIZATION OF CORRECTIVE WORK." ONLY THE FIELD SERVICE DEPARTMENT MAY AUTHORIZE CORRECTIVE WORK. UNLOADING, HANDLING, AND STORING MATERIALS STRUCTURAL - A GREAT AMOUNT OF TIME AND TROUBLE CAN BE SAVED IF THE BUILDING PARTS ARE UNLOADED AT THE BUILDING SITE ACCORDING TO A PRE -ARRANGED PLAN. PROPER LOCATION AND HANDLING OF COMPONENTS WILL ELIMINATE UNNECESSARY HANDLING. 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 FOR LOADS THAT MAY HAVE SHIFTED DURING TRANSITI REMEMBER, SAFETY FIRSTI BLOCKING UNDER THE COLUMNS AND RAFTERS PROTECTS THE SPLICE PLATES AND THE SLAB FROM DAMAGE DURING THE UNLOADING PROCESS. IT ALSO FACILITATES THE PLACING OF SLINGS OR CABLES AROUND THE MEMBERS FOR LATER LIFTING AND ALLOWS MEMBERS TO BE BOLTED TOGETHER INTO SUB -ASSEMBLIES WHILE ON THE GROUND. EXTRA CARE SHOULD ALWAYS BE EXERCISED IN THE UNLOADING OPERATION TO PREVENT INJURIES FROM ** IMPORTANT NOTE " - COST OF EQUIPMENT (RENTAL OR DEPRECIATION), SMALL TOOLS, SUPERVISION, OVERHEAD AND PROFIT ARE NOT SUBJECTED TO CLAIMS. SHIPMENT ARRIVAL TIME - EVERY EFFORT WILL BE MADE TO SEE THAT THE CARRIER INITIAL CLAIM - IN THE EVENT OF ERROR, THE CUSTOMER MUST PROMPTLY MAKE A WRITTEN ARRIVES AT THE JOBSITE ON THE REQUESTED DAY AND AT THE REQUESTED HOUR. OR VERBAL INITIAL CLAIM" TO THE MANUFACTURER FOR THE CORRECTION OF DESIGN, MANUFACTURER MAKES NO WARRANTY AND ACCEPTS NO RESPONSIBILITY FOR COSTS DRAFTING, BILL OF MATERIALS OF FABRICATION ERROR. ASSOCIATED WITH A SHIPMENT NOT ARRIVING AT A REQUESTED TIME UNLESS A SEPARATE THE "INITIAL CLAIM' INCLUDES: AGREEMENT HAS BEEN MADE IN WRITING FOR A GUARANTEED ARRIVAL TIME. 1. DESCRIPTION OF THE NATURE AND EXTENT OF THE ERRORS,INCLUDING QUANTITIES. 2. DESCRIPTION OF THE NATURE AND EXTENT OF PROPOSED CORRECTIVE WORK INCLUDING ESTIMATED MAN-HOURS 3. MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING ESTIMATED QUANTITIES AND COST. 4. MAXIMUM TOTAL COST OF PROPOSED CORRECTIVE WORK AND MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER. R1-01 TYPES OF FINISHES SHOP PRIMED STEEL ALL STRUCTURAL MEMBERS OF THE METAL BUILDING SYSTEM NOT FABRICATED OF CORROSION RESISTANT MATERIAL OR PROTECTED BY A CORROSION RESISTANT COATING ARE PAINTED WITH ONE COAT OF SHOP PRIMER MEETING THE PERFORMANCE REQUIREMENTS OF SSPC PAINT SPECIFICATION NO. 15. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. SHOP PRIMED STEEL WHICH IS STORED IN THE FIELD PENDING ERECTION SHOULD BE KEPT FREE OF THE GROUND AND SO POSITIONED AS TO MINIMIZE WATER -HOLDING POCKETS, DUST, MUD AND OTHER CONTAMINATION OF THE PRIMER FILM. REPAIRS OF DAMAGE TO PRIMED SURFACES AND/OR REMOVAL OF FOREIGN MATERIAL DUE TO IMPROPER FIELD STORAGE OR SITE CONDITIONS ARE NOT THE RESPONSIBILITY OF THE MANUFACTURER. THE MANUFACTURER IS NOT RESPONSIBLE FOR DETERIORATION OF THE SHOP COAT OF PRIMER OR CORROSION THAT MAY RESULT FROM EXPOSURE TO ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS, NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING. MINOR ABRASIONS TO THE SHOP COAT (INCLUDING GALVANIZING) CAUSED BY HANDLING, LOADING, SHIPPING UNLOADING AND ERECTION AFTER PAINTING OR GALVANIZING ARE UNAVOIDABLE. (MBMA 06 IV 4.2.4) GALVALUME GALVALUME IS THE TRADE NAME FOR A PATENTED STEEL SHEET & COIL PRODUCT HAVING A COATING OF CORROSION RESISTANT ALUMINUM -ZINC ALLOY. THE ALLOY MIXTURE IS BALANCED TO OBTAIN THE COATING THAT RETAINS THE CORROSION RESISTANCE & HEAT REFLECTIVITY OF ALUMINUM & THE SACRIFICAL ACTION OF GALVANIZED. THE BEST PROPERTIES OF BOTH ALUMINUM & ZINC ARE COMBINED IN THIS COATING & OFFER ADDED SERVICE LIFE FOR BUILDING PANELS PRE -PAINTED USING GALVALUME STEEL AS A SUBSTRATE, PRE -PAINTED STEEL IS GIVEN AN ADDITIONAL RUST INHIBITOR PRIMER COAT. THIS PRIMER COAT FURTHER INCREASES THE CORROSION RESISTANCE. THESE COATINGS ARE APPLIED TO THE EXTERIOR SURFACE OF THE PANELS AND THE WASH COAT, DESIGNED ONLY FOR INTERIOR USE, IS APPLIED ON THE OPPOSITE SIDE. GALVALUME AND PRE -PAINTED STEEL CAN GIVE EXCELLENT SERVICE FOR MANY YEARS IF A FEW RULES CONCERNING THEIR CARE AND MAINTENANCE ARE OBSERVED. ALL OF THESE FINISHES ARE EQUALLY SUBJECT TO DAMAGE AND CORROSION WHEN CARE IS NOT PROVIDED. PAINT AND COATING MAINTENANCE REMOVE SMUDGE MARKS FROM BARE GALVALUME®. FORMULA 409 HAS PROVEN TO BE SOMEWHAT EFFECTIVE. LIGHTLY RUB WITH A CLEAN CLOTH AND RINSE WITH WATER. DO NOT RUB MORE THAN REQUIRED TO REMOVE SMUDGE. NO PRODUCT WILL REMOVE ALL SMUDGE MARKS. REMOVE RUST STAINS. SOFT SCRUB WITHOUT BLEACH HAS PROVEN TO BE SOMEWHAT EFFECTIVE. LIGHTLY RUB WITH A SOFT CLOTH AND RINSE WITH WATER. DO NOT RUB MORE THAN REQUIRED TO REMOVE STAIN. NO PRODUCT WILL COMPLETELY REMOVE RUST STAINS. TO TOUCH-UP SCRATCHES IN PAINT (NOT TO BARE METAL), CLEAN AREA TO BE PAINTED WITH MILD DETERGENT. RINSE THOROUGHLY AND DRY. USING A SMALL ARTISTS BRUSH, LIGHTLY APPLY THE MINIMAL AMOUNT OF COLOR MATCHED TOUCH-UP PAINT REQUIRED TO FILL/COVER THE SCRATCH. CONTACT BUILDING MANUFACTURER FOR ASSISTANCE WITH ORDERING/PURCHASING TOUCH-UP PAINT AS NEEDED. R1-06 Erection Guide �. R1 �. May'14 05 R1-02 DAMAGE FROM CONDENSATION OR TRAPPED WATER IT IS EXTREMELY IMPORTANT THAT THE PANELS BE MONITORED FOR EVIDENCE OF TRAPPED WATER OR MOISTURE CONDENSATION WHILE AWAITING ERECTION. HIGH HUMIDITY CONDITIONS WITH TEMPERATURE CYCLING WILL CAUSE CONDENSATION BETWEEN THE PANELS WITHIN THE BUNDLE. CONDENSATION CAN OCCUR FREQUENTLY NEAR THE SEA COAST OR OTHER LARGE BODIES OF WATER. IF JOBSITE COVERS ARE USED, THEY SHOULD BE TIED AWAY FROM THE BUNDLE AT THE CORNERS TO ALLOW AIR CIRCULATION AROUND THE BUNDLE. THIS WILL HELP PREVENT MOISTURE EVAPORATING FROM THE GROUND OR BUILDING FLOOR FROM CONDENSING ON THE PANELS PLASTIC OR OTHER IMPERMEABLE COVERS ARE NOT RECOMMENDED. IMMEDIATE ACTION 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 SIDES. RE -STACKING THE PANELS AT A SLIGHT ANGLE TO EACH OTHER TO PREVENT NESTING WILL ALLOW AIR CIRCULATION AND ASSIST IN KEEPING THE PANELS DRY. IN SEVERE CONDITIONS LARGE FANS CAN BE USED TO CIRCULATE AIR BETWEEN THE UNSTACKED PANELS AND ACCELERATE DRYING. DAMAGE TO THE PANEL COATING OCCURS WHEN PANELS BECOME WET AND ARE ALLOWED TO STAY WET. DAMAGE CAN OCCUR TO NESTED PANELS WITHIN 24-48 HOURS. THIS DAMAGE SHOWS AS CORROSION AND DISCOLORATION OF THE PANEL SURFACE AND IS COMMONLY CALLED WET STORAGE STARK, ZINC OXIDATION, CR "WHITE RUST'. TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING 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 LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION. (SECT. 7.9.1 AISC CODE OF STANDARD PRACTICE, 9TH ED.). R1-03 SAFETY COMMITMENT THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR APPLYING AND OBSERVING ALL PERTINENT SAFETY RULES AND OSHA STANDARDS AS APPLICABLE. THE BUILDING MANUFACTURER HAS A COMMITMENT TO MANUFACTURE QUALITY BUILDING COMPONENTS THAT CAN BE SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB SITE PRACTICES OF THE ERECTOR ARE BEYOND THE CONTROL OF THE BUILDING MANUFACTURER. IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION PRACTICES BE THE TOP PRIORITY OF ANY JOB SITE. LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, WHETHER STANDARD STATUTORY OR CUSTOMARY, SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER SAFETY. MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED. THE USE OF HARD HATS, RUBBER SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL AND SAFETY NETS WHERE APPLICABLE, ARE RECOMMENDED. FOR PURPOSES OF DETERMINING LIFT REQUIREMENTS, NO BUNDLE SUPPLIED BY THE MANUFACTURER WILL EXCEED 4,000 POUNDS. FOR FURTHER INFORMATION ALSO REFERENCE THE BILL OF MATERIALS FOR INDIVIDUAL MEMBER WEIGHTS OF OTHER STRUCTURAL MEMBERS. IF ADDITIONAL INFORMATION IS REQUIRED CONTACT THE FIELD SERVICE DEPARTMENT. ICE AND SNOW REMOVAL EXCESSIVE ICE AND SNOW SHOULD BE REMOVED FROM ROOF IMMEDIATELY TO PREVENT DAMAGE TO ROOF AND POSSIBLE COLLAPSE. DO NOT USE METAL TOOLS TO REMOVE THE ICE TARP OR SNOW AS THIS CAN DAMAGE THE PAINT AND/OR GALVALUME COATINGS. ALSO, BE CAREFUL AROUND PLUMBING PIPES AND FLASHINGS. BE EXTREMELY CAREFUL IF YOUR ROOF HAS LIGHT TRANSMITTING PANELS. THESE PANELS WILL NOT SUPPORT A PERSON'S WEIGHT AND WILL BE DIFFICULT OR IMPOSSIBLE TO SEE IF THEY ARE COVERED WITH ICE AND SNOW. SEE 2002 MBMA LOW-RISE BUILDING SYSTEMS MANUAL APPENDIX AB FOR DETAILS ON SNOW REMOVAL PROCEDURES. THESE PROCEDURES MOULD COMMENCE WHEN HALF OF THE DESIGN ROOF SNOW LOAD SHOWN ON THIS SHEET IS AIR CIRCULATION REALIZED. A SOFTENING OF THE PAINT FILM CAN OCCUR WITH PRE -PAINTED STEEL UNDER WET STORAGE CONDITIONS AND THE DURABILITY OF THE PANEL FINISH SUBSTANTIALLY DECREASED. BARE GALVANIZED AND GALVALUME PANELS REACT MORE QUICKLY TO SURFACE OXIDATION SINCE THEY LACK THE ADDITIONAL PROTECTION OF PAINT. ZINC COATED OR GALVALUME PANELS UNDER NORMAL EXPOSURE FORM A ZINC OR ALUMINUM OXIDE FILM ON THEIR SURFACE ALLOWING A SLOW OXIDATION PROCESS CALLED "WEATHERING" TO OCCUR THAT INHIBITS FURTHER CORROSION. IN NESTED BUNDLES CONSTANT CONTACT OF THE PANELS WITH CONDENSED OR TRAPPED WATER PREVENTS THIS WEATHERING PROCESS. RAPID OXIDATION OF THE ZINC OR ZINC ALUMINUM COATING CAN NOW OCCUR AND MAY LEAD TO "RED RUST" IN A SHORT TiME. IF DISCOLORATION OR STAINS ARE MINOR, A HOUSEHOLD CLEANER OF THE TYPE USED ON PORCELAIN SINKS AND BATHTUBS MAY BE USED TO REMOVE THE STAINS. WIRE BRUSHING OR USING ABRASIVE MATERIALS SHOULD BE AVOIDED SINCE SCRATCHING OR REMOVAL OF THE COATING COULD OCCUR. PANELS WITH SIGNIFICANT DAMAGE SHOULD BE REPLACED BY THE BUYER BEFORE ERECTION. DEBRIS REMOVAL ANY FOREIGN DEBRIS SUCH AS SAWDUST, DIRT, LEAVES, ANIMAL DROPPINGS, ETC. WILL CAUSE CORROSION OF THE ROOF, GUTTERS, TRIM, ETC. IF LEFT ON BUILDING SURFACE FOR A LONG ENOUGH TiME. THE ROOF SHOULD BE PERIODICALLY INSPECTED FOR SUCH CONDITIONS AND IF FOUND, THEY SHOULD BE RECTIFIED IN A MANNER CONSISTENT WITH THESE ROOF MAINTENANCE GUIDELINES. NEVER ALLOW TREATED LUMBER OR CONCRETE/MORTAR/GROUT TO COME IN CONTACT WITH ROOF PANELS, ESPECIALLY GALVALUME®, FOR EXTENDED PERIODS OF TIME. PERIODIC INSPECTION ALL HIGH-STRENGTH BOLTS SHALL BE PERIODICALLY INSPECTED FOR TIGHTNESS, PARTICULARLY IN CRANE BUILDINGS AND AFTER ANY SEISMIC ACTIVITY OR WIND ACTIVITY. THE CRANE MANUFACTURER WILL SPECIFY A MINIMUM PERIOD BUT IT SHOULD NOT EXCEED 2 YEARS. DRAINAGE + KEEP ROOF FREE OF DEBRIS AND KEEP DEBRIS OUT OF GUTTER TO ALLOW WATER TO QUICKLY DRAIN FROM ROOF. • DO NOT USE WOOD BLOCKING TO HOLD EQUIPMENT OFF OF PANEL SEAMS. THIS BLOCKS THE FLOW OF WATER AND HOLDS MOISTURE. DO NOT ALLOW ROOFTOP AC UNITS OR EVAPORATIVE COOLERS TO DRAIN ONTO THE ROOF. * ANYTHING THAT TRAPS OR HOLDS MOISTURE ON A ROOF WILL CAUSE PREMATURE CORROSION. R1-07 I R1-08 ROOF AND WALL PANELS MANUFACTURER'S WALL AND ROOF PANELS INCLUDING COLOR COATED, GALVALUME & GALVANIZED, PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING & ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY MERCHANDISE, WHICH MERITS CAUTIOUS CARE IN HANDLING. UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY, PACKAGES OF SHEETS SHOULD BE LIFTED OFF THE TRUCK WITH EXTREME CARE TAKEN TO INSURE THAT NO DAMAGE OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED OFF THE GROUND SUFFICIENTLY HIGH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. THIS AVOIDS GROUND MOISTURE & DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE END OF THE PACKAGE SHOULD ALWAYS BE ELEVATED TO ENCOURAGE DRAINAGE IN CASE OF RAIN. THE MFGR EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS, WATER FORMED BY CONDENSATION OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAIN. THIS MAY CAUSE DISCOLORATION CAUSED BY TRAPPED MOISTURE. THE STAIN IS USUALLY SUPERFICIAL & HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE LIFE OF THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN ON THE 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. SEE R1-07 "DAMAGE FROM CONDENSATION OR TRAPPED WATER." CAUTION: CARE SHOULD ALWAYS BE TAKEN WHEN WALKING ON PANELS. USE SAFETY LINES AND NETS WHEN NECESSARY! PANELS ARE SLIPPERY. WIPE DRY ANY MOISTURE OR SURFACE MATERIAL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE. DEW, FROST, OR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. ALWAYS ASSUME PANEL SURFACE IS SLIPPERY & ACT ACCORDINGLY. NEVER WALK OR STEP ON SKYLIGHTS OR TRANSLUCENT PANELS! USE WOOD BLOCKING TO ELEVATE & SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. WHEN HANDLING OR UNCRATING THE PANELS, LIFT RATHER THAN SLIDE THEM APART. BURRED EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID OVER ONE ANOTHER. NEVER ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. R1-04 ROOF MAINTENANCE GUIDELINES • INSPECT ROOF FOR DAMAGE AFTER HEAVY STORMS. • INSPECT AND RESEAL AS NECESSARY ALL ROOF CURBS AND OTHER PENETRATIONS WITH URETHANE SEALANT. ALWAYS GET MANUFACTURER APPROVAL BEFORE MAKING ANY MODIFICATIONS TO THE ROOF. * REPAINT ANY AREAS THAT ARE SUSCEPTIBLE TO RUST AS REQUIRED. * WHEN PERFORMING ROOF MAINTENANCE, ALWAYS TAKE THE FOLLOWING PRECAUTIONS: • USE FALL PROTECTION AND OTHER SAFETY EQUIPMENT AS REQUIRED. • DO NOT WALK ON ROOF FLASHINGS SUCH AS GUTTER, RAKE, HIP OR RIDGE FLASH. • DO NOT WALK ON LIGHT TRANSMITTING PANELS (LTPS). THEY WILL NOT SUPPORT A PERSON'S WEIGHT. • GUARD ALL LTPS AND ROOF OPENINGS. * STEP ONLY IN THE PANEL FLAT DIRECTLY ON OR IN CLOSE PROXIMITY TO A SUPPORTING ROOF STRUCTURAL • AFTER OTHER TRADES HAVE BEEN ON THE ROOF FOR ANY REASON. INSPECT THE ROOF FOR DAMAGE CAUSED BY WORKERS INCLUDING CHEMICAL OR SOLVENT SPILLS, SCRATCHES IN THE PAINT OR GALVALUME R COATING, EXCESSIVE FOOT TRAFFIC AND PUNCTURES. MAKE SURE THAT ANY DEBRIS OR SCRAP LEFT BEHIND BY THE WORKERS IS REMOVED FROM THE ROOF IMMEDIATELY. AVOID USING CUTOFF SAWS AND WELDING EQUIPMENT OVER THE ROOF. IN CASES WHERE THIS IS NOT POSSIBLE, THE ROOF MUST ADEQUATELY PROTECTED. FOOT TRAFFIC KEEP FOOT TRAFFIC TO A MINIMUM. HEAVY FOOT TRAFFIC CAN CAUSE PONDING ON LOW PITCHED ROOFS. THIS IS PARTICULARLY TRUE JUST UPSLOPE FROM THE EAVE AND AT ENDLAPS. ALWAYS WALK IN THE FLAT OF THE PANEL NEAR A SUPPORTING ROOF STRUCTURAL DO NOT WALK ON TRIM OR IN GUTTERS ON BARE GALVALUME® ROOFS, EXCESSIVE FOOT TRAFFIC MAY CAUSE BLACK BURNISH MARKS. IF REGULAR FOOT TRAFFIC IS PLANNED FOR A ROOF, PROVISIONS SHOULD BE MADE FOR A PROPERLY DESIGNED AND INSTALLED ROOF WALKWAY SYSTEM. IN ORDER TO LIMIT AOCESS TO THE ROOF, ROOF HATCHES OR ACCESS LADDERS SHOULD BE LOCKED AT ALL TIMES. A SIGN SHOULD BE POSTED AT THE POINT OF ACCESS, STATING THAT ONLY AUTHORIZED PERSONNEL ARE ALLOWED ONTO THE ROOF. IN ADDITION, A LOG BOOK SHOULD BE KEPT OF ALL VISITS TO THE ROOF AND THE REASON FOR SUCH VISITS DISSIMILAR METALS NEVER ALLOW YOUR ROOF TO COME IN CONTACT WITH, OR WATER RUNOFF FROM, ANY DISSIMILAR METAL INCLUDING BUT NOT LIMITED TO: COPPER, LEAD OR GRAPHITE. THIS INCLUDES COPPER AND ARSENIC SALTS USED IN TREATED LUMBER, CALCIUM USED IN CONCRETE, MORTAR AND GROUT. R1-09 DAMAGE DURING CONSTRUCTION THE QUALITY OF WORKMANSHIP IN STEEL ERECTION, CONSTRUCTION PRACTICES, AND HANDLING METHODS USED DURING THE CONSTRUCTION OF THE METAL BUILDING CAN SIGNIFICANTLY AFFECT THE APPEARANCE AND PERFORMANCE OF THE BUILDING PANELS PANEL DAMAGE DURING CONSTRUCTION CAN BE THE RESULT OF FAULTY INSTALLATION METHODS AND/OR CARELESSNESS. OVERDRIVEN FASTENERS CAUSE INDENTATIONS OR SHALLOW POCKETS IN THE PANEL AROUND THE FASTENER HEAD. RAIN WATER OR CONDENSED MOISTURE COMBINED WITH ATMOSPHERIC POLLUTANTS (PRINCIPALLY SULFUR DIOXIDES) AND DIRT PARTICLES COLLECT IN THESE POCKETS. THE COMBINATION OF POLLUTANTS AND WATER CREATES ACID SOLUTIONS THAT WILL CAUSE CORROSION DAMAGE TO THE PANEL AND FASTENER. RAIN MAY WASH SOME POLLUTANTS AWAY, BUT MOISTURE IN THE FORM OF HIGH HUMIDITY CAN KEEP THESE AREAS WET AND CONTINUE THE PROBLEM. OVERDRIVING THE FASTENER ALSO FORCES THE SEALING WASHER FROM UNDER THE FASTENER HEAD CREATING A LEAK AT THIS POINT. PROPER TORQUE ADJUSTMENT OF THE SCREW GUN OR PREFERABLY THE USE OF A DEPTH GAUGE WILL ELIMINATE THE PROBLEM OF OVERDRIVEN FASTENERS. IT IS EXTREMELY IMPORTANT THAT ALL DRILL SHAVINGS FROM THE INSTALLATION OF PANEL 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 OR FILLINGS ARE NOT REMOVED AND ARE ALLOWED TO COME IN CONTACT WITH WATER OR CONDENSED MOISTURE. WHEN 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 TO PREVENT CORROSION OF THE PANEL BY THESE PARTICLES IT IS IMPERATIVE THAT THE 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 SHAVINGS ARE NOT DEPOSITED INTO THE GUTTER AND LEFT TO CORRODE. ANY OTHER FOREIGN OBJECTS OR DEBRIS LEFT BY CONSTRUCTION PERSONNEL SHOULD ALSO BE REMOVED FROM THE ROOF. DURING THE ERECTION OF THE ROOF AND THE INSTALLATION OF EQUIPMENT SUCH AS AIR CONDITIONING UNITS, ETC... PERSONNEL WALKING ON THE PANELS CAN CAUSE DAMAGE. WORKMEN SHOULD STEP OR 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 EDGES MUST BE STRAIGHTENED PRIOR TO ERECTION SINCE THE APPEARANCE AND/OR WEATHER TIGHTNESS OF THE PANEL COULD BE AFFECTED. DRAGGING ONE PANEL ACROSS ANOTHER CAN CUT OR ABRADE THE COATING CAUSING UNSIGHTLY MARKS ON THE PANEL SURFACE. ATTEMPTS TO ERECT PANELS DURING WINDY CONDITIONS SHOULD BE AVOIDED TO PREVENT DAMAGE AND FOR SAFETY CONSIDERATIONS. LEAVING DIRT PILED AGAINST THE EXTERIOR WALL PANELS AT THE FOUNDATION WILL CAUSE PANEL DAMAGE THIS DIRT MAY BE WET OR AT LEAST WILL CONTAIN SOME MOISTURE. MUD MAY HAVE BEEN SPLASHED ONTO THE WALL DURING CONSTRUCTION. CORROSION DAMAGE MAY OCCUR WHERE THIS DIRT OR MUD CONTACTS THE PANELS. IN AREAS WHERE LIME STABILIZATION OF THE SOIL IS REQUIRED, CORROSION DAMAGE FROM THE SOIL'S CONTENT WILL BE ACCELERATED AND MOST LIKELY BE SEVERE. ALL DIRT MUST BE REMOVED FROM THE PANEL WALLS AT THE COMPLETION OF THE WORK. PRE -PAINTED PANELS MAY REQUIRE 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 ARE LOCATED IN HIGHLY VISIBLE PLACES SUCH AS AROUND DOORS, WINDOWS, ETC... IF THE DAMAGE IS EXTENSIVE THEN REPLACEMENT OF THE ENTIRE PANEL SHOULD BE CONSIDERED. R1-05 BUTTE COUNTY BUILDING DIVISION ,/ PPPOVE-D Nov 18, 2015 a U ma 0a� O } C G C E g 0 ga m R ,O V d 0 � o LO J CO �LO � rn —� 2 UNV a� �mzo = p �toJ a� 5 W Z yC R E Co o C w i Q� asU. N Co El El .t kam� NZQ! 0 i; D- Of z v, a E C.c .a.. Z !O j 1LW f3 3 U NNJJ O Scale: NOT TO SCALE Drawn by. HX 11/13/15 Checked by. TJD 11/18/15 Project Engineer: KMC Job Number: 15-B-15781-1 Sheet Number. R1 of 23 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 man;rfactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Beiun Anklescria, P.E. DRMM15A ENMM10A C64613 HANDLING THE STEEL AND TO PREVENT DAMAGE TO MATERIALS AND THE CONCRETE SLAB. FINAL CLAIM - THE 'FINAL CLAIM" IN WRITING MUST BE FORWARDED BY THE CUSTOMER TO IF WATER IS ALLOWED TO REMAIN FOR EXTENDED PERIODS IN BUNDLES OF PRIMED PARTS THE MANUFACTURER WITHIN TEN (10) DAYS OF COMPLETION OF THE CORRECTIVE WORK SUCH AS CARTS, PURLINS, ETC., THE PIGMENT WILL FADE AND THE PAINT WILL GRADUALLY AUTHORIZED BY 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 WATER TO DRAIN AWAY AND PERMIT AIR CIRCULATION FOR DRYING. PUDDLES OF WATER THE "FINAL CLAIM" MUST INCLUDE: 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 AND ACTUAL HOURLY RATES OF PAY SAME REASON. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A 2. TAXES AND INSURANCE ON TOTAL ACTUAL DIRECT LABOR. SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. THE COAT OF SHOP 3. OTHER DIRECT COSTS ON ACTUAL DIRECT LABOR. PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND 4. COST OF MATERIAL NOT MINOR SUPPLIES AUTHORIZED BY THE MANUFACTURER TO BE CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING COPIES OF PAID INVOICES. 5. TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK (SUM OF 1, 2, 3 & 4). THE -FINAL TOUCH-UP OF THESE MINOR ABRASIONS IS THE RESPONSIBILITY OF THE END CUSTOMER. ALL CLAIM" MUST BE SIGNED AND CERTIFIED TRUE AND CORRECT BY THE CUSTOMER. "FINAL PRIMER SHOULD BE TOUCHED UP AS REQUIRED BEFORE ERECTION! - SEE R1-06 TITLED CLAIMS" ARE CREDITED TO THE CUSTOMER BY THE MANUFACTURER IN AN AMOUNT NOT TO "SHOP PRIMED STEEL' EXCEED THE LESSER OF THE MAXIMUM TOTAL COST SET FORTH IN WRITING IN THE "AUTHORIZATION FOR CORRECTIVE WORK" OR TOTAL ACTUAL DIRECT COST OF CORRECTIVE TEMPORARY SUPPORTS WORK. ** IMPORTANT NOTE " - COST OF EQUIPMENT (RENTAL OR DEPRECIATION), SMALL TOOLS, SUPERVISION, OVERHEAD AND PROFIT ARE NOT SUBJECTED TO CLAIMS. SHIPMENT ARRIVAL TIME - EVERY EFFORT WILL BE MADE TO SEE THAT THE CARRIER INITIAL CLAIM - IN THE EVENT OF ERROR, THE CUSTOMER MUST PROMPTLY MAKE A WRITTEN ARRIVES AT THE JOBSITE ON THE REQUESTED DAY AND AT THE REQUESTED HOUR. OR VERBAL INITIAL CLAIM" TO THE MANUFACTURER FOR THE CORRECTION OF DESIGN, MANUFACTURER MAKES NO WARRANTY AND ACCEPTS NO RESPONSIBILITY FOR COSTS DRAFTING, BILL OF MATERIALS OF FABRICATION ERROR. ASSOCIATED WITH A SHIPMENT NOT ARRIVING AT A REQUESTED TIME UNLESS A SEPARATE THE "INITIAL CLAIM' INCLUDES: AGREEMENT HAS BEEN MADE IN WRITING FOR A GUARANTEED ARRIVAL TIME. 1. DESCRIPTION OF THE NATURE AND EXTENT OF THE ERRORS,INCLUDING QUANTITIES. 2. DESCRIPTION OF THE NATURE AND EXTENT OF PROPOSED CORRECTIVE WORK INCLUDING ESTIMATED MAN-HOURS 3. MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING ESTIMATED QUANTITIES AND COST. 4. MAXIMUM TOTAL COST OF PROPOSED CORRECTIVE WORK AND MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER. R1-01 TYPES OF FINISHES SHOP PRIMED STEEL ALL STRUCTURAL MEMBERS OF THE METAL BUILDING SYSTEM NOT FABRICATED OF CORROSION RESISTANT MATERIAL OR PROTECTED BY A CORROSION RESISTANT COATING ARE PAINTED WITH ONE COAT OF SHOP PRIMER MEETING THE PERFORMANCE REQUIREMENTS OF SSPC PAINT SPECIFICATION NO. 15. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. SHOP PRIMED STEEL WHICH IS STORED IN THE FIELD PENDING ERECTION SHOULD BE KEPT FREE OF THE GROUND AND SO POSITIONED AS TO MINIMIZE WATER -HOLDING POCKETS, DUST, MUD AND OTHER CONTAMINATION OF THE PRIMER FILM. REPAIRS OF DAMAGE TO PRIMED SURFACES AND/OR REMOVAL OF FOREIGN MATERIAL DUE TO IMPROPER FIELD STORAGE OR SITE CONDITIONS ARE NOT THE RESPONSIBILITY OF THE MANUFACTURER. THE MANUFACTURER IS NOT RESPONSIBLE FOR DETERIORATION OF THE SHOP COAT OF PRIMER OR CORROSION THAT MAY RESULT FROM EXPOSURE TO ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS, NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING. MINOR ABRASIONS TO THE SHOP COAT (INCLUDING GALVANIZING) CAUSED BY HANDLING, LOADING, SHIPPING UNLOADING AND ERECTION AFTER PAINTING OR GALVANIZING ARE UNAVOIDABLE. (MBMA 06 IV 4.2.4) GALVALUME GALVALUME IS THE TRADE NAME FOR A PATENTED STEEL SHEET & COIL PRODUCT HAVING A COATING OF CORROSION RESISTANT ALUMINUM -ZINC ALLOY. THE ALLOY MIXTURE IS BALANCED TO OBTAIN THE COATING THAT RETAINS THE CORROSION RESISTANCE & HEAT REFLECTIVITY OF ALUMINUM & THE SACRIFICAL ACTION OF GALVANIZED. THE BEST PROPERTIES OF BOTH ALUMINUM & ZINC ARE COMBINED IN THIS COATING & OFFER ADDED SERVICE LIFE FOR BUILDING PANELS PRE -PAINTED USING GALVALUME STEEL AS A SUBSTRATE, PRE -PAINTED STEEL IS GIVEN AN ADDITIONAL RUST INHIBITOR PRIMER COAT. THIS PRIMER COAT FURTHER INCREASES THE CORROSION RESISTANCE. THESE COATINGS ARE APPLIED TO THE EXTERIOR SURFACE OF THE PANELS AND THE WASH COAT, DESIGNED ONLY FOR INTERIOR USE, IS APPLIED ON THE OPPOSITE SIDE. GALVALUME AND PRE -PAINTED STEEL CAN GIVE EXCELLENT SERVICE FOR MANY YEARS IF A FEW RULES CONCERNING THEIR CARE AND MAINTENANCE ARE OBSERVED. ALL OF THESE FINISHES ARE EQUALLY SUBJECT TO DAMAGE AND CORROSION WHEN CARE IS NOT PROVIDED. PAINT AND COATING MAINTENANCE REMOVE SMUDGE MARKS FROM BARE GALVALUME®. FORMULA 409 HAS PROVEN TO BE SOMEWHAT EFFECTIVE. LIGHTLY RUB WITH A CLEAN CLOTH AND RINSE WITH WATER. DO NOT RUB MORE THAN REQUIRED TO REMOVE SMUDGE. NO PRODUCT WILL REMOVE ALL SMUDGE MARKS. REMOVE RUST STAINS. SOFT SCRUB WITHOUT BLEACH HAS PROVEN TO BE SOMEWHAT EFFECTIVE. LIGHTLY RUB WITH A SOFT CLOTH AND RINSE WITH WATER. DO NOT RUB MORE THAN REQUIRED TO REMOVE STAIN. NO PRODUCT WILL COMPLETELY REMOVE RUST STAINS. TO TOUCH-UP SCRATCHES IN PAINT (NOT TO BARE METAL), CLEAN AREA TO BE PAINTED WITH MILD DETERGENT. RINSE THOROUGHLY AND DRY. USING A SMALL ARTISTS BRUSH, LIGHTLY APPLY THE MINIMAL AMOUNT OF COLOR MATCHED TOUCH-UP PAINT REQUIRED TO FILL/COVER THE SCRATCH. CONTACT BUILDING MANUFACTURER FOR ASSISTANCE WITH ORDERING/PURCHASING TOUCH-UP PAINT AS NEEDED. R1-06 Erection Guide �. R1 �. May'14 05 R1-02 DAMAGE FROM CONDENSATION OR TRAPPED WATER IT IS EXTREMELY IMPORTANT THAT THE PANELS BE MONITORED FOR EVIDENCE OF TRAPPED WATER OR MOISTURE CONDENSATION WHILE AWAITING ERECTION. HIGH HUMIDITY CONDITIONS WITH TEMPERATURE CYCLING WILL CAUSE CONDENSATION BETWEEN THE PANELS WITHIN THE BUNDLE. CONDENSATION CAN OCCUR FREQUENTLY NEAR THE SEA COAST OR OTHER LARGE BODIES OF WATER. IF JOBSITE COVERS ARE USED, THEY SHOULD BE TIED AWAY FROM THE BUNDLE AT THE CORNERS TO ALLOW AIR CIRCULATION AROUND THE BUNDLE. THIS WILL HELP PREVENT MOISTURE EVAPORATING FROM THE GROUND OR BUILDING FLOOR FROM CONDENSING ON THE PANELS PLASTIC OR OTHER IMPERMEABLE COVERS ARE NOT RECOMMENDED. IMMEDIATE ACTION 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 SIDES. RE -STACKING THE PANELS AT A SLIGHT ANGLE TO EACH OTHER TO PREVENT NESTING WILL ALLOW AIR CIRCULATION AND ASSIST IN KEEPING THE PANELS DRY. IN SEVERE CONDITIONS LARGE FANS CAN BE USED TO CIRCULATE AIR BETWEEN THE UNSTACKED PANELS AND ACCELERATE DRYING. DAMAGE TO THE PANEL COATING OCCURS WHEN PANELS BECOME WET AND ARE ALLOWED TO STAY WET. DAMAGE CAN OCCUR TO NESTED PANELS WITHIN 24-48 HOURS. THIS DAMAGE SHOWS AS CORROSION AND DISCOLORATION OF THE PANEL SURFACE AND IS COMMONLY CALLED WET STORAGE STARK, ZINC OXIDATION, CR "WHITE RUST'. TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING 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 LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION. (SECT. 7.9.1 AISC CODE OF STANDARD PRACTICE, 9TH ED.). R1-03 SAFETY COMMITMENT THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR APPLYING AND OBSERVING ALL PERTINENT SAFETY RULES AND OSHA STANDARDS AS APPLICABLE. THE BUILDING MANUFACTURER HAS A COMMITMENT TO MANUFACTURE QUALITY BUILDING COMPONENTS THAT CAN BE SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB SITE PRACTICES OF THE ERECTOR ARE BEYOND THE CONTROL OF THE BUILDING MANUFACTURER. IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION PRACTICES BE THE TOP PRIORITY OF ANY JOB SITE. LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, WHETHER STANDARD STATUTORY OR CUSTOMARY, SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER SAFETY. MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED. THE USE OF HARD HATS, RUBBER SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL AND SAFETY NETS WHERE APPLICABLE, ARE RECOMMENDED. FOR PURPOSES OF DETERMINING LIFT REQUIREMENTS, NO BUNDLE SUPPLIED BY THE MANUFACTURER WILL EXCEED 4,000 POUNDS. FOR FURTHER INFORMATION ALSO REFERENCE THE BILL OF MATERIALS FOR INDIVIDUAL MEMBER WEIGHTS OF OTHER STRUCTURAL MEMBERS. IF ADDITIONAL INFORMATION IS REQUIRED CONTACT THE FIELD SERVICE DEPARTMENT. ICE AND SNOW REMOVAL EXCESSIVE ICE AND SNOW SHOULD BE REMOVED FROM ROOF IMMEDIATELY TO PREVENT DAMAGE TO ROOF AND POSSIBLE COLLAPSE. DO NOT USE METAL TOOLS TO REMOVE THE ICE TARP OR SNOW AS THIS CAN DAMAGE THE PAINT AND/OR GALVALUME COATINGS. ALSO, BE CAREFUL AROUND PLUMBING PIPES AND FLASHINGS. BE EXTREMELY CAREFUL IF YOUR ROOF HAS LIGHT TRANSMITTING PANELS. THESE PANELS WILL NOT SUPPORT A PERSON'S WEIGHT AND WILL BE DIFFICULT OR IMPOSSIBLE TO SEE IF THEY ARE COVERED WITH ICE AND SNOW. SEE 2002 MBMA LOW-RISE BUILDING SYSTEMS MANUAL APPENDIX AB FOR DETAILS ON SNOW REMOVAL PROCEDURES. THESE PROCEDURES MOULD COMMENCE WHEN HALF OF THE DESIGN ROOF SNOW LOAD SHOWN ON THIS SHEET IS AIR CIRCULATION REALIZED. A SOFTENING OF THE PAINT FILM CAN OCCUR WITH PRE -PAINTED STEEL UNDER WET STORAGE CONDITIONS AND THE DURABILITY OF THE PANEL FINISH SUBSTANTIALLY DECREASED. BARE GALVANIZED AND GALVALUME PANELS REACT MORE QUICKLY TO SURFACE OXIDATION SINCE THEY LACK THE ADDITIONAL PROTECTION OF PAINT. ZINC COATED OR GALVALUME PANELS UNDER NORMAL EXPOSURE FORM A ZINC OR ALUMINUM OXIDE FILM ON THEIR SURFACE ALLOWING A SLOW OXIDATION PROCESS CALLED "WEATHERING" TO OCCUR THAT INHIBITS FURTHER CORROSION. IN NESTED BUNDLES CONSTANT CONTACT OF THE PANELS WITH CONDENSED OR TRAPPED WATER PREVENTS THIS WEATHERING PROCESS. RAPID OXIDATION OF THE ZINC OR ZINC ALUMINUM COATING CAN NOW OCCUR AND MAY LEAD TO "RED RUST" IN A SHORT TiME. IF DISCOLORATION OR STAINS ARE MINOR, A HOUSEHOLD CLEANER OF THE TYPE USED ON PORCELAIN SINKS AND BATHTUBS MAY BE USED TO REMOVE THE STAINS. WIRE BRUSHING OR USING ABRASIVE MATERIALS SHOULD BE AVOIDED SINCE SCRATCHING OR REMOVAL OF THE COATING COULD OCCUR. PANELS WITH SIGNIFICANT DAMAGE SHOULD BE REPLACED BY THE BUYER BEFORE ERECTION. DEBRIS REMOVAL ANY FOREIGN DEBRIS SUCH AS SAWDUST, DIRT, LEAVES, ANIMAL DROPPINGS, ETC. WILL CAUSE CORROSION OF THE ROOF, GUTTERS, TRIM, ETC. IF LEFT ON BUILDING SURFACE FOR A LONG ENOUGH TiME. THE ROOF SHOULD BE PERIODICALLY INSPECTED FOR SUCH CONDITIONS AND IF FOUND, THEY SHOULD BE RECTIFIED IN A MANNER CONSISTENT WITH THESE ROOF MAINTENANCE GUIDELINES. NEVER ALLOW TREATED LUMBER OR CONCRETE/MORTAR/GROUT TO COME IN CONTACT WITH ROOF PANELS, ESPECIALLY GALVALUME®, FOR EXTENDED PERIODS OF TIME. PERIODIC INSPECTION ALL HIGH-STRENGTH BOLTS SHALL BE PERIODICALLY INSPECTED FOR TIGHTNESS, PARTICULARLY IN CRANE BUILDINGS AND AFTER ANY SEISMIC ACTIVITY OR WIND ACTIVITY. THE CRANE MANUFACTURER WILL SPECIFY A MINIMUM PERIOD BUT IT SHOULD NOT EXCEED 2 YEARS. DRAINAGE + KEEP ROOF FREE OF DEBRIS AND KEEP DEBRIS OUT OF GUTTER TO ALLOW WATER TO QUICKLY DRAIN FROM ROOF. • DO NOT USE WOOD BLOCKING TO HOLD EQUIPMENT OFF OF PANEL SEAMS. THIS BLOCKS THE FLOW OF WATER AND HOLDS MOISTURE. DO NOT ALLOW ROOFTOP AC UNITS OR EVAPORATIVE COOLERS TO DRAIN ONTO THE ROOF. * ANYTHING THAT TRAPS OR HOLDS MOISTURE ON A ROOF WILL CAUSE PREMATURE CORROSION. R1-07 I R1-08 ROOF AND WALL PANELS MANUFACTURER'S WALL AND ROOF PANELS INCLUDING COLOR COATED, GALVALUME & GALVANIZED, PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING & ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY MERCHANDISE, WHICH MERITS CAUTIOUS CARE IN HANDLING. UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY, PACKAGES OF SHEETS SHOULD BE LIFTED OFF THE TRUCK WITH EXTREME CARE TAKEN TO INSURE THAT NO DAMAGE OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED OFF THE GROUND SUFFICIENTLY HIGH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. THIS AVOIDS GROUND MOISTURE & DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE END OF THE PACKAGE SHOULD ALWAYS BE ELEVATED TO ENCOURAGE DRAINAGE IN CASE OF RAIN. THE MFGR EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS, WATER FORMED BY CONDENSATION OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAIN. THIS MAY CAUSE DISCOLORATION CAUSED BY TRAPPED MOISTURE. THE STAIN IS USUALLY SUPERFICIAL & HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE LIFE OF THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN ON THE 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. SEE R1-07 "DAMAGE FROM CONDENSATION OR TRAPPED WATER." CAUTION: CARE SHOULD ALWAYS BE TAKEN WHEN WALKING ON PANELS. USE SAFETY LINES AND NETS WHEN NECESSARY! PANELS ARE SLIPPERY. WIPE DRY ANY MOISTURE OR SURFACE MATERIAL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE. DEW, FROST, OR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. ALWAYS ASSUME PANEL SURFACE IS SLIPPERY & ACT ACCORDINGLY. NEVER WALK OR STEP ON SKYLIGHTS OR TRANSLUCENT PANELS! USE WOOD BLOCKING TO ELEVATE & SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. WHEN HANDLING OR UNCRATING THE PANELS, LIFT RATHER THAN SLIDE THEM APART. BURRED EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID OVER ONE ANOTHER. NEVER ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. R1-04 ROOF MAINTENANCE GUIDELINES • INSPECT ROOF FOR DAMAGE AFTER HEAVY STORMS. • INSPECT AND RESEAL AS NECESSARY ALL ROOF CURBS AND OTHER PENETRATIONS WITH URETHANE SEALANT. ALWAYS GET MANUFACTURER APPROVAL BEFORE MAKING ANY MODIFICATIONS TO THE ROOF. * REPAINT ANY AREAS THAT ARE SUSCEPTIBLE TO RUST AS REQUIRED. * WHEN PERFORMING ROOF MAINTENANCE, ALWAYS TAKE THE FOLLOWING PRECAUTIONS: • USE FALL PROTECTION AND OTHER SAFETY EQUIPMENT AS REQUIRED. • DO NOT WALK ON ROOF FLASHINGS SUCH AS GUTTER, RAKE, HIP OR RIDGE FLASH. • DO NOT WALK ON LIGHT TRANSMITTING PANELS (LTPS). THEY WILL NOT SUPPORT A PERSON'S WEIGHT. • GUARD ALL LTPS AND ROOF OPENINGS. * STEP ONLY IN THE PANEL FLAT DIRECTLY ON OR IN CLOSE PROXIMITY TO A SUPPORTING ROOF STRUCTURAL • AFTER OTHER TRADES HAVE BEEN ON THE ROOF FOR ANY REASON. INSPECT THE ROOF FOR DAMAGE CAUSED BY WORKERS INCLUDING CHEMICAL OR SOLVENT SPILLS, SCRATCHES IN THE PAINT OR GALVALUME R COATING, EXCESSIVE FOOT TRAFFIC AND PUNCTURES. MAKE SURE THAT ANY DEBRIS OR SCRAP LEFT BEHIND BY THE WORKERS IS REMOVED FROM THE ROOF IMMEDIATELY. AVOID USING CUTOFF SAWS AND WELDING EQUIPMENT OVER THE ROOF. IN CASES WHERE THIS IS NOT POSSIBLE, THE ROOF MUST ADEQUATELY PROTECTED. FOOT TRAFFIC KEEP FOOT TRAFFIC TO A MINIMUM. HEAVY FOOT TRAFFIC CAN CAUSE PONDING ON LOW PITCHED ROOFS. THIS IS PARTICULARLY TRUE JUST UPSLOPE FROM THE EAVE AND AT ENDLAPS. ALWAYS WALK IN THE FLAT OF THE PANEL NEAR A SUPPORTING ROOF STRUCTURAL DO NOT WALK ON TRIM OR IN GUTTERS ON BARE GALVALUME® ROOFS, EXCESSIVE FOOT TRAFFIC MAY CAUSE BLACK BURNISH MARKS. IF REGULAR FOOT TRAFFIC IS PLANNED FOR A ROOF, PROVISIONS SHOULD BE MADE FOR A PROPERLY DESIGNED AND INSTALLED ROOF WALKWAY SYSTEM. IN ORDER TO LIMIT AOCESS TO THE ROOF, ROOF HATCHES OR ACCESS LADDERS SHOULD BE LOCKED AT ALL TIMES. A SIGN SHOULD BE POSTED AT THE POINT OF ACCESS, STATING THAT ONLY AUTHORIZED PERSONNEL ARE ALLOWED ONTO THE ROOF. IN ADDITION, A LOG BOOK SHOULD BE KEPT OF ALL VISITS TO THE ROOF AND THE REASON FOR SUCH VISITS DISSIMILAR METALS NEVER ALLOW YOUR ROOF TO COME IN CONTACT WITH, OR WATER RUNOFF FROM, ANY DISSIMILAR METAL INCLUDING BUT NOT LIMITED TO: COPPER, LEAD OR GRAPHITE. THIS INCLUDES COPPER AND ARSENIC SALTS USED IN TREATED LUMBER, CALCIUM USED IN CONCRETE, MORTAR AND GROUT. R1-09 DAMAGE DURING CONSTRUCTION THE QUALITY OF WORKMANSHIP IN STEEL ERECTION, CONSTRUCTION PRACTICES, AND HANDLING METHODS USED DURING THE CONSTRUCTION OF THE METAL BUILDING CAN SIGNIFICANTLY AFFECT THE APPEARANCE AND PERFORMANCE OF THE BUILDING PANELS PANEL DAMAGE DURING CONSTRUCTION CAN BE THE RESULT OF FAULTY INSTALLATION METHODS AND/OR CARELESSNESS. OVERDRIVEN FASTENERS CAUSE INDENTATIONS OR SHALLOW POCKETS IN THE PANEL AROUND THE FASTENER HEAD. RAIN WATER OR CONDENSED MOISTURE COMBINED WITH ATMOSPHERIC POLLUTANTS (PRINCIPALLY SULFUR DIOXIDES) AND DIRT PARTICLES COLLECT IN THESE POCKETS. THE COMBINATION OF POLLUTANTS AND WATER CREATES ACID SOLUTIONS THAT WILL CAUSE CORROSION DAMAGE TO THE PANEL AND FASTENER. RAIN MAY WASH SOME POLLUTANTS AWAY, BUT MOISTURE IN THE FORM OF HIGH HUMIDITY CAN KEEP THESE AREAS WET AND CONTINUE THE PROBLEM. OVERDRIVING THE FASTENER ALSO FORCES THE SEALING WASHER FROM UNDER THE FASTENER HEAD CREATING A LEAK AT THIS POINT. PROPER TORQUE ADJUSTMENT OF THE SCREW GUN OR PREFERABLY THE USE OF A DEPTH GAUGE WILL ELIMINATE THE PROBLEM OF OVERDRIVEN FASTENERS. IT IS EXTREMELY IMPORTANT THAT ALL DRILL SHAVINGS FROM THE INSTALLATION OF PANEL 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 OR FILLINGS ARE NOT REMOVED AND ARE ALLOWED TO COME IN CONTACT WITH WATER OR CONDENSED MOISTURE. WHEN 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 TO PREVENT CORROSION OF THE PANEL BY THESE PARTICLES IT IS IMPERATIVE THAT THE 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 SHAVINGS ARE NOT DEPOSITED INTO THE GUTTER AND LEFT TO CORRODE. ANY OTHER FOREIGN OBJECTS OR DEBRIS LEFT BY CONSTRUCTION PERSONNEL SHOULD ALSO BE REMOVED FROM THE ROOF. DURING THE ERECTION OF THE ROOF AND THE INSTALLATION OF EQUIPMENT SUCH AS AIR CONDITIONING UNITS, ETC... PERSONNEL WALKING ON THE PANELS CAN CAUSE DAMAGE. WORKMEN SHOULD STEP OR 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 EDGES MUST BE STRAIGHTENED PRIOR TO ERECTION SINCE THE APPEARANCE AND/OR WEATHER TIGHTNESS OF THE PANEL COULD BE AFFECTED. DRAGGING ONE PANEL ACROSS ANOTHER CAN CUT OR ABRADE THE COATING CAUSING UNSIGHTLY MARKS ON THE PANEL SURFACE. ATTEMPTS TO ERECT PANELS DURING WINDY CONDITIONS SHOULD BE AVOIDED TO PREVENT DAMAGE AND FOR SAFETY CONSIDERATIONS. LEAVING DIRT PILED AGAINST THE EXTERIOR WALL PANELS AT THE FOUNDATION WILL CAUSE PANEL DAMAGE THIS DIRT MAY BE WET OR AT LEAST WILL CONTAIN SOME MOISTURE. MUD MAY HAVE BEEN SPLASHED ONTO THE WALL DURING CONSTRUCTION. CORROSION DAMAGE MAY OCCUR WHERE THIS DIRT OR MUD CONTACTS THE PANELS. IN AREAS WHERE LIME STABILIZATION OF THE SOIL IS REQUIRED, CORROSION DAMAGE FROM THE SOIL'S CONTENT WILL BE ACCELERATED AND MOST LIKELY BE SEVERE. ALL DIRT MUST BE REMOVED FROM THE PANEL WALLS AT THE COMPLETION OF THE WORK. PRE -PAINTED PANELS MAY REQUIRE 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 ARE LOCATED IN HIGHLY VISIBLE PLACES SUCH AS AROUND DOORS, WINDOWS, ETC... IF THE DAMAGE IS EXTENSIVE THEN REPLACEMENT OF THE ENTIRE PANEL SHOULD BE CONSIDERED. R1-05 BUTTE COUNTY BUILDING DIVISION ,/ PPPOVE-D Nov 18, 2015 a U ma 0a� O } C G C E g 0 ga m R ,O V d 0 � o LO J CO �LO � rn —� 2 UNV a� �mzo = p �toJ a� 5 W Z yC R E Co o C w i Q� asU. N Co El El .t kam� NZQ! 0 i; D- Of z v, a E C.c .a.. Z !O j 1LW f3 3 U NNJJ O Scale: NOT TO SCALE Drawn by. HX 11/13/15 Checked by. TJD 11/18/15 Project Engineer: KMC Job Number: 15-B-15781-1 Sheet Number. R1 of 23 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 man;rfactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Beiun Anklescria, P.E. DRMM15A ENMM10A C64613 Specified Column Centerline Steel Line I I t3mm) 1. To determine that the foundation is square, measure diagonal dimensions to be ' (t3mm) • sure they are of equal length. ANCHOR ROD SETTING TOLERANCES 2. To determine that the foundation is level, set up a transit or 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 fumished 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 owners 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 an 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 owner's designated representative for construction shall be completed so as not to delay or interfere with the work of the fabricator and the erector. The owner's 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 owner's 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. STEEL UNE STEEL UNE TEMPLATE STAKE SHEETING NOTCH B E FORM BOARD Bottom of Base Plate 11/2" t13mm) LJ *Variation in Elevation to the Tops of Anchor Rods BASE PLATE AND ANCHOR ROD TOLERANCES FIELD TOLERANCES COLUMN ALIGNMENT TOLERANCES i FORM BOARD �D A Erection Guide ANCHOR RODS 'li "'i' ' C C PROJECTION OF ANCHOR RODS "D' GIVEN ON ANCHOR ROD PLAN. SHEETING NOTCH SHOWN TEMPLATE BUT MAY NOT BE REQUIRED DIMENSIONS A, B, AND C AS GIVEN (SEE ANCHOR ROD PLAN) ON ANCHOR BOLT PLAN Pam R2 Dab Rw. Oct'15 05 MEZZANINE BEAM HEIGHT TOLERANCE SIDEWALL 1 1 1 500 500 500 I I I I 3 I 3 Z i I I 500 500 500 1 1 1 SIDEWALL PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES ROOF CURBS (When not Supplied by Building Manufacturer) Down Curb Base Length Hill 6. 1f"��— ®V Purlin Line J Indicates Roof Panel Support location A C b S rt 1 t' H/500 HEIGHT (t) TOLERANCE 10' 1/4' 12' 5/16- 15' 3/8" 20' 1/2" 25' 5/8' 30' 3/4" 45' 11/16' 60' 1 7/16• COLUMN ALIGNMENT TOLERANCES i FORM BOARD �D A Erection Guide ANCHOR RODS 'li "'i' ' C C PROJECTION OF ANCHOR RODS "D' GIVEN ON ANCHOR ROD PLAN. SHEETING NOTCH SHOWN TEMPLATE BUT MAY NOT BE REQUIRED DIMENSIONS A, B, AND C AS GIVEN (SEE ANCHOR ROD PLAN) ON ANCHOR BOLT PLAN Pam R2 Dab Rw. Oct'15 05 MEZZANINE BEAM HEIGHT TOLERANCE SIDEWALL 1 1 1 500 500 500 I I I I 3 I 3 Z i I I 500 500 500 1 1 1 SIDEWALL PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES ROOF CURBS (When not Supplied by Building Manufacturer) Down Curb Base Length Hill 6. 1f"��— ®V Purlin Line J Indicates Roof Panel Support location A C b S rt 1 t' Panel Rib Indicates ur Base uppo oca on profile Floating Panel Support ❑ Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These 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 e a o H ❑ Use EPDM rubber roof jacks with an integral aluminum band bonded into the perimeter of Up Lift Plate Curb Base the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone L)o �_ (If Required) N rubber roof jacks. Retrofit rubber roof jacks are available for applications in which the top o % of the pipe is inaccessible, eliminating the possibility of sliding the roof jack over the top of the pipe.0 XV: o a Section : 'A' ❑ Do not use tube caulk/silicone to seal roof jack to the roof panels. Use only tape sealan (Insulation when specified) 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. 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 C style 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. G 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 Cg d a procedures established by these details. Failure by the erector / installer tocompression seal. E follow these recommendations may result in the curbs damaging the roof system ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration 0 mR o in center of panel to allow the base of the rubber roof jack to seal to the pan of the %0 o 0 or excluded from warranties. panel. G1� °o All roof curbs to be: 1. .080 Aluminum or 18ga. Stainless (No Galvalume/No Galvanized) If a pipe must be installed through a panel seam, or if the pipe diameter is so large to C -jd� ` block the flow of water down the roof panel, you must install a "pipe curb" into the roof L5 Q)o ` 2. Panel rib to rib installation (No flat skirt or lay -over Curbs) 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 — -- Z 0 (n U E -ZQ Li accessed, atwo-piece pipe curb is available. 0 ��- panel splice a w z 4. p 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 ' M Z0 a. Wind load exceeds 110 mph or retention system immediately up slope from the pipe. �! g rn z b. Curb base crosses a purlin '`� 5. Supported on (4) four side by primary or secondary framing 6. Max ROOF JACK INSTALLATION +' a Single Curb weight Recommend = 1500# ** 0 (Not by Metal Bldg Manufacturer) E � 4 � ` n .E_ Q Panel profile varies v SUGGESTED METHOD OF PURLIN ATTACHMENT Roof Jack ** a (FOR BLDG ACCESSORIES) - — Roll Top Down Nz Da ❑ ❑ ** Stainless Steel ClampJ 3 v w0�� in W< 0) 1/4-14 x 7/8' Lap Tek N z a o Step 1 S.D. w/Washerat 1' O.C.w 0 L) z ELSJa •. Tri—Bead Tape Sealant y a a ov w o HW5D4 o • z rj PURLIN ANGLE (W/ 2 SELF—DRILLERS** ANGLE** HANGER ROD** SPRINKLER HANGER % PIPE ROD ** SUGGESTED METHODS ** (Not by Metal Bldg Manufacturer) An angle is self -tapped to the web of the purlin to catch hanger rod. This method does not preclude other forms of attachment to the purlin web. The total hanger load shall not exceed the design collateral load for the building. A sample calculation is shown below: 5' (purlin spacing) x 5' (hanger spacing) x 6 psf (collateral load) = 150 lbs. See cover sheet for design collateral load for this building. Note: If this building is designed for 0 psf collateral load, then adding any suspended system (ie. duct work, piping, lights, ceilings, etc.) will correspondingly reduce the design live load. Incorrect n Install Pipe in center to allow base of rubber roof Jack py C1 lay flat on panel. Cannot encompass more than 75% of panel. DO NOT INSTALL HANGER ROD IN FLANGE OF PURUN rHE INCORRECT\WAY-S i ROD, ANGLE '—Z' PURUN OR CHAIN CUP DO NOT INSTALL PURLIN CUPS OF ANY KIND ON FLANGE OF THE PURUN AS SHOWN ** Stainless Steel Ste ** Stainless Steel Cic Step 3 Tri—Bead Tap( HW504 —Apply Tri—Bead Tape Sealant Continuously around Pipe Roof Jack ** 1/4-14 x 7/8" Lap Tek S.D. w/Washer at 1' O.C. Tri—Bead Tape Sealant \ HW504 —Bead Tape Sealant 1504 Jack ** I x 7/8" Lap Tek /Washer at 1' O.C. OTE: Roll roof Jack up ver Tri—Bead Tape Sealant and secure the clamp. BUTTE COUNTY BUILDINO DIVISION Nov 18, 2015 U (n64:3�1 O Scale. NOT TO SCALE Drown by. HX 11/13/15 Checked b),. TJD 11/18/15 Project Engineer. • KMC Job Number. 15-B-15781-1 Sheet Number. R2 of 23 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. Bejun Anklesaria, P.E. California P.E. 64613 DRMM15A ENMM10A C64613 "P• 17 0 a ROOF JACK INSTALLATION EKI PPaanel profileI t Panel Rib Indicates ur Base uppo oca on profile Floating Panel Support ❑ Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These 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 e a o H ❑ Use EPDM rubber roof jacks with an integral aluminum band bonded into the perimeter of Up Lift Plate Curb Base the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone L)o �_ (If Required) N rubber roof jacks. Retrofit rubber roof jacks are available for applications in which the top o % of the pipe is inaccessible, eliminating the possibility of sliding the roof jack over the top of the pipe.0 XV: o a Section : 'A' ❑ Do not use tube caulk/silicone to seal roof jack to the roof panels. Use only tape sealan (Insulation when specified) 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. 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 C style 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. G 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 Cg d a procedures established by these details. Failure by the erector / installer tocompression seal. E follow these recommendations may result in the curbs damaging the roof system ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration 0 mR o in center of panel to allow the base of the rubber roof jack to seal to the pan of the %0 o 0 or excluded from warranties. panel. G1� °o All roof curbs to be: 1. .080 Aluminum or 18ga. Stainless (No Galvalume/No Galvanized) If a pipe must be installed through a panel seam, or if the pipe diameter is so large to C -jd� ` block the flow of water down the roof panel, you must install a "pipe curb" into the roof L5 Q)o ` 2. Panel rib to rib installation (No flat skirt or lay -over Curbs) 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 — -- Z 0 (n U E -ZQ Li accessed, atwo-piece pipe curb is available. 0 ��- panel splice a w z 4. p 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 ' M Z0 a. Wind load exceeds 110 mph or retention system immediately up slope from the pipe. �! g rn z b. Curb base crosses a purlin '`� 5. Supported on (4) four side by primary or secondary framing 6. Max ROOF JACK INSTALLATION +' a Single Curb weight Recommend = 1500# ** 0 (Not by Metal Bldg Manufacturer) E � 4 � ` n .E_ Q Panel profile varies v SUGGESTED METHOD OF PURLIN ATTACHMENT Roof Jack ** a (FOR BLDG ACCESSORIES) - — Roll Top Down Nz Da ❑ ❑ ** Stainless Steel ClampJ 3 v w0�� in W< 0) 1/4-14 x 7/8' Lap Tek N z a o Step 1 S.D. w/Washerat 1' O.C.w 0 L) z ELSJa •. Tri—Bead Tape Sealant y a a ov w o HW5D4 o • z rj PURLIN ANGLE (W/ 2 SELF—DRILLERS** ANGLE** HANGER ROD** SPRINKLER HANGER % PIPE ROD ** SUGGESTED METHODS ** (Not by Metal Bldg Manufacturer) An angle is self -tapped to the web of the purlin to catch hanger rod. This method does not preclude other forms of attachment to the purlin web. The total hanger load shall not exceed the design collateral load for the building. A sample calculation is shown below: 5' (purlin spacing) x 5' (hanger spacing) x 6 psf (collateral load) = 150 lbs. See cover sheet for design collateral load for this building. Note: If this building is designed for 0 psf collateral load, then adding any suspended system (ie. duct work, piping, lights, ceilings, etc.) will correspondingly reduce the design live load. Incorrect n Install Pipe in center to allow base of rubber roof Jack py C1 lay flat on panel. Cannot encompass more than 75% of panel. DO NOT INSTALL HANGER ROD IN FLANGE OF PURUN rHE INCORRECT\WAY-S i ROD, ANGLE '—Z' PURUN OR CHAIN CUP DO NOT INSTALL PURLIN CUPS OF ANY KIND ON FLANGE OF THE PURUN AS SHOWN ** Stainless Steel Ste ** Stainless Steel Cic Step 3 Tri—Bead Tap( HW504 —Apply Tri—Bead Tape Sealant Continuously around Pipe Roof Jack ** 1/4-14 x 7/8" Lap Tek S.D. w/Washer at 1' O.C. Tri—Bead Tape Sealant \ HW504 —Bead Tape Sealant 1504 Jack ** I x 7/8" Lap Tek /Washer at 1' O.C. OTE: Roll roof Jack up ver Tri—Bead Tape Sealant and secure the clamp. BUTTE COUNTY BUILDINO DIVISION Nov 18, 2015 U (n64:3�1 O Scale. NOT TO SCALE Drown by. HX 11/13/15 Checked b),. TJD 11/18/15 Project Engineer. • KMC Job Number. 15-B-15781-1 Sheet Number. R2 of 23 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. Bejun Anklesaria, P.E. California P.E. 64613 DRMM15A ENMM10A C64613 "P• 17 0 PRE -ERECTION NOTES: The following notes, procedures and suggested recommendations are important parts of the pre -erection process. 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 the foundation and bolts for square. 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 panel bundles for moisture between the panels. This is especially important with golvalume 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 CLIPS BOLTS � ® C ® h 1 : SCREWS RAMP (3� n 2 : 3) �`�' 1. Girts, Eave Struts and Purlins 2. End Frames 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 rain 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 members are in the air. Clip and flange brace locations are shown on erection drawings. GENERAL ERECTION NOTES 1.) All clips, flange braces, bolts, bracing systems, ETC. must be installed as 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 varying 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) OR OUNDATiON BASE TRIM r 4' MIN. z SLOPE FINISH GRADE AWAY • FROM BUILDING 2.) Top of finish grade at building to be a minimum of four (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. Do 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 wom sockets, these can cause the fastener to wobble during installation. CORRECT DEGREE OF TOO TiGHT SEALANT SQUEEZED TOO LOOSE SEALANT IS TIGHTNESS NOTE SLIGHT TOO THIN EXTRUDES FAR BEYOND NOT COMPRESSED TO CIRCLE OF SEALANT FASTENER HEAD 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 tha weather tightness of a building. Mastic should not be stretched when installed. Apply only to clean, 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 not 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 a quality project. It is emphasized that the Manufacturer is only a manufacturer 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 crews, as well as the equipment available for handling the materials. Actual installation operations, techniques and site conditions are beyond the Manufacturers control. STEP 1: ERECT FIRST BAY WALL FRAMING NOTE It is the responsibility of the /-PRIMARY FRAME erector to provide temporary BRACING erection bracing until the structure is completed. END FRAME �\ RAFTER / END POST J CORNER COLUMN CAUTION Until rafters are bolted in place with purlins and flange braces installed, they are easily damaged by incorrect or careless handling procedures. Use extreme caution when lifting rafters. Two booms should be used to lift any pinched rafter section 80 feet or more in length. 2A: Bolt primary frame rafter together at peak connection (unless rafter length requires lifting in sections). Attach the required clips and flange braces to the rafter before lifting since these items are more easily installed on the ground. Lift rafter into place between sidewall columns and install bolts in rafter to column knee connections. STRUT 213: Install end bay purlins from end frame rafter to the first interior frame rafter. The end bay purlins will overlap the interior bay purlins at the frame as described in step 1C. Complete flange brace connection to purlins. .4 R�OR 2C: Install roof bracing systems but do not tighten completely until the bay is plumbed. 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 same as interior frames as described in steps 1 and 2. 1C: Attach wall 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 brace 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 bay 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. STEP 2: ERECT FIRST BAY ROOF FRAMING NOTE PURLINS It is the responsibility of the erector to provide temporary erection bracing until the RIMARY FRAME structure is completed. RAFTER TEMPORARY ERECTION BRACING END FRAME END POST RACING 2D: Plumb and square the first bay. After alignment, tighten wall bracing first and the roof bracing working from eave to peak. Tighten any remaining bolts. Plumbing and aligning a total structural system begins with the first braced bay and continues through completion. Accurate alignment of the first bay is essential for correct alignment of succeeding bays. The installer is responsible for choosing the best method suited for plumbing and aligning the structural system. STEP 3: ERECT ENDWALL GIRTS AND FIRST INTERIOR BAY NOTE It is the responsibility of the END BAY erector to provide temporary PURLIN erection bracing until the i structure is completed. LTEMPORARY ERECTION BRACING END FRAME D BAY GIRT RAFTER END POST ENDWALL -CORNER GIRT COLUMN 3A: After end frame is plumb and square, install endwall girts and flange braces for end post if required. 3B: Attach wall girts to the primary frame columns (see step 1C). 3C: Install 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 same manner as girts to column flanges (see step 1C). Connect flange braces to purlins. 3E: Check alignment, plumb and square the two bays just erected. Tighten all bolts and bracing. EAVE STRUT FRAME END POST 4: ERECT REMAINING STRUCTURAL FRAMING NOTE It is the responsibility of the erector to provide temporary PURLINS erection bracing until the structure is completed. RIMARY FRAME TEMPORARY ERECTION BRACING Starting at the opposite end of the first bay erected, install the remaining interior frames, girts, purlins, eave struts, bracing, end frames and end posts using the procedures described in the preceding steps. Be sure all wall girts, roof purlins and flange braces as shown on the erection drawings are installed. Constant checks should be made to ensure the building is square, plumb and aligned. All X -Bracing should be checked that it is installed to a taut condition with all slack removed. Do not tighten beyond this state. BUTTE COUNTY Nov 18, 2015 BUlLDlNla DIVISION DRMM15A ENMM10A STEP 5: INSTALL SIDEWALL PANELS NOTE 5C: Sidewall panels should be installed so that the panel sidelap is in a direction away GABLE ANGLE It is the responsibility of from the prevailing wind. (refer to appropriate lap detail included with erection the erector to provide temporary erection bracing drawings.) CONTACT TAPE until the structure is 5D: Install remaining sidewall insulation and panels, being careful to maintain correct ENDWALL GIRT 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. WOOD BLOCKING roof and wall panels are BASE ANGLE/TRIM installed. NOTE: Check periodically to ensure that all panels are aligned and plumb. LOCKING FOR GIRT ALIGNMENT 5E: At the finishing corner of a sidewall, the last panel may required additional lap or CONTACT TAPE trimming for installation of corner trim refer to the details in the erection drawings. INSI PANELS 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. 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 SIDEWALL INSULATIONINSULATION MUST MEET ENDWALL*ro BASE ANGLE/TRIM INSULATION TO SEAL THE CORNER NTACT 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 Panel Insulation Double Faced Taper'�IwTeather. (Not by manufacturer) (Not by manufacturer) to be used to secure insulation. lation and turn vinyl back must not be exposed to Wall Panel Fiberglass Insulation to OUTSIDE of Building Wall Panel Insulation (Not by manufacturer) Vapor Barrier to INSIDE of Building Eave Detail Insulation (Not by manufacturer) (See Erection Drawings) Note: Trim insulation and turn vinyl back Insulation must not be exposed to weather. 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 1RLIN EAVE STRUT Screw Alignment Panel 6C: Align and level girts on endwall. (Through Fastened Panel 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 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 �PURLIN Detail shown for ribbed roof RAFTER / ABLE panel only. For standing seam 1° 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 IS MEASURED FROM TRIM CENTER OF FIRST MAJOR RIB. 6E: Start at the corner, trim panel (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 endwall 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 Lructure is completed. L1tlUTTMLL PANELS 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. 7B: 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 installation of rake trim, the starting location for the first panel must be as shown in rake details included with the erection drawings. When the first run is properly located and aligned with the correct endlaps and eave overhang, fasten to purlins. Roof panels should be installed so that the sidelap is 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, properly align each panel before it is fastened. Occasional checks should be made to ensure that correct panel coverage is maintained. Special attention should be given to fastener, mastic and closure requirements. Refer to details with erection drawings. 7E: At finishing end of roof, the last panels may require field modification for installation of rake trim. Refer to rake details. DO NOT BACK LAP THROUGH FASTENED ROOF SHEETS. NOTE: Roof panel types and installation requirements will vary. Refer to the appropriate details for the specific panel used. IMPORTANT: Loose fasteners, blind rivets, drill shaving, ETC. must be removed from roof to guard against corrosion. NEVER STEP ON LIGHT TRANSMITTING PANELS, TRANSLUCENT PANELS, OR UNATTENDED ROOF PANELS. Panels May Collapse If Not Properly Secured! Roof panels must be completely attached to the purlins and to panels on either side before they can be a safe walking surface. Light transmitting panels or translucent panels can never be considered as a walking 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 used as a work platform. An OSHA approved runway should be used for work platforms! (Consult 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 TRIM AND ACCESSORIES vruvnvv LM V L " 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 instructions. IMPORTANT. Remove debris from roof and 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. Nov 18, 2015 BUTTE COUNTY BUILDING DIVISION APPU"'- � VE DRMMI5A ENMMIDA EXTENDED CONNECTION PLA TE FLANGE FILLET AND BRACKET TO FLANGE THICK S 1/4" 3/16" B 5/16" 1/4" 3/8" 5/16" 0" TO 1/16" FILLETS NOT ALLOWED�o� S ON CRANE BRACKETS EXCEPT AS NOTED ON W36. USE DETAILS B2 AND B3 ON CRANE BRACKETS WERE FILLET WELDS ARE NOT ALLOWED. 71 T = 3/8" OR LESS FLUSH OR RECESSED CONNECTION PLATE AND BRACKET TO FLANGE B2 0" TO 1/16" BACK GOUGE _r _ /1/16'N GENERAL NOTES AND DETAILS WS -1A Date Issued: October 30, 2015 EXTENDED, FLUSH OR RECESSED CONNECTION PLATE AND BRACKET TO FLANGE e ___/ T = 3/8" OR LESS ROOT FACE PER WPS BACK GOUGE 1/2" TO 2" DETAIL B GENERAL USAGE GUIDELINES CONDITION LIMITS DETAIL TO USE ONE SIDE FLANGE THICKNESS LESS THAN OR EQUAL TO 3/8" CONNECTION PLATE IS EXTENDED PAST FLANGE ENOUGH TO ALLOW REQUIRED FILLET SIZE 131 FLANGE THICKNESS LESS THAN OR EQUAL TO 3/8" CONNECTION PLATE IS FLUSH TO RECESSED TO FLANGE SURFACE B2 FLANGE TO CONNECTION PLATE UNDER 1/4 3116" — — — — — — FLANGE THICKNESS GREATER THAN 3/8" B3 CRANE BRACKET TO FLANGE BRACKET FLANGE THICKNESS LESS THAN OR EQUAL TO 3/8" B2 BRACKET FLANGE THICKNESS GREATER THAN 3/8" B3 NON -CRANE BRACKET TO FLANGE NON -CRANE BRACKET FLANGE THICKNESS LESS THAN OR EQUAL TO 3/8" B1 NON -CRANE BRACKET FLANGE THICKNESS GREATER THAN 3/8- B3 COLUMN FLANGE TO MOMENT BASE WEDLED PLATE THICKNESS LESS THAN OR EQUAL TO 3/8" PLATE IS EXTENDED PAST WELDED PLATE ENOUGH TO ALLOW REQUIRED FILLET SIZE B1 PLATE, STIFFENER TO CONNECTION PLATE OR ANY CONDITION CALLING FOR DETAIL B BUT NOT MENTIONED WELDED PLATE THICKNESS LESS THAN OR EQUAL TO 3/8" PLATE DOES NOT EXTEND PAST WELDED PLATE ENOUGH TO ALLOW REQUIRED FILLET SIZE B2 ABOVE. WELDED PLATE THICKNESS GREATER THAN 3/8" B3 FLANGE BACK GOUGE 0-1/16" W J WB THIS SIDE OF PLATE FOR FLANGE SPLICE p io h C/ q �SAW 0-3/16" W WEB THIS SIDE OF PLATE FOR FLANGE SPLICE O NOTES DETAIL B-1 A SEE NOTE C2 IN DETAIL C -1A TO CONNECTION PLA TE AND 0-1/16" K£B 7HIS SIDE OF PLATE FOR FLANGE SPLICE C2 ►7•TA:t��7illl�7� h W BRACKET TO FLANGE CK GOUGE FLAT OR HORIZ. BACK GOUGE 45' N if 0" — 1 8" a0 O I p I 0— 1/16" J WEB THIS SIDE aF LA 7r j FOR FLANGE SPLICE WEB THIS SIDE OF PLA 7E C3 A FOR FLANGE SPLICE eC�4" BACK GOUGE GMAW 45' BACK GOUGE SA W 4ACK GOUGE 60' S W L \SAW `L 0-1 16" PER THIS SIDE OF PLA 7E FOR FLANGE SPLICE h °Q 0" — V8. \ 0.- 1/8.NES MIS SIDE OF PLA T N I 2 FOR FLANGE SPLICE w WEB THIS SIDE OF PLATE O FOR FLANGEDETAIL C— 1A SPLICE WELDS C2 ANY PREQUALIFIED OR PROCEDURE QUALIFIED" CJP WELD MAY ALSO BE USED FOR DETAILS B AND C, WITH A WRITTEN NCI APPROVED WPDS 1:2 1/2 THICKNESS 7RANS177ON REQUIRED FOR CANADA PROJECTS TABLE 1 TABLE 2 GENERAL FILLET WELDS MSN. FILLET WELD SIZES BOTH ONE SIDE BOTH SIDES THINNER PLATE (USUALLY 7HE 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 3116" — — — — — — UNDER 1/4 3/16" 3/16" 1/4" 3/16" 3/16" — — — — — 1/4" 1/4" 1 3/16" 5/16 THRU 1/2 3/16" 3/16" 3/16" 3/16" 3/16" — — 5/16" 5/16" 1 1/4" 5/8 THRU 3/4 3/16" 1/4" 1/4" 1/4" 1/4" 1/4" 1/4" 1 OVER 5/16 5/16" 1 5/16" 0VER 3/4 3/16" 1/4" 1 5/16" 5/16" 5/16" 5/16 5/16" TABLE 3 SINGLE PLATE WELDS BOTH SINGLE SIDES PLATE THICKNESS FILLET SIZE 1/4 3/16 5/16 1/4 3/8 1/4 BACK GOUGE 20 R=1/4" 0 — 1 8" C5 � BUTTE COUNTY BUILDING DIVISION APP C 64613 Nov 18, 2015E*r�q EXP 60=17 a d m� GENERAL NOTES 1. ALL SAW WEB TO FLANGE WELDS TO BE CON77N000S ONE SIDE ONLY UNLESS N07ED ON FABRICATION DOCUMENTS 2. INCREASE FILLET SIZE BY 1/16 FOR EACH 1/16 OF GAP IF GAP AT ROOT IS GREA7ER THAN 1/16. MAXIMUM FILLET ROOT PERMITTED IS 3/16. SEE DETAIL D—IA ON 7HIS SHEET. J. FILLET WELD SIZE IS NO GREATER THAN 7HE SHORTEST LEG SIZE. 4. FOLLOW APPROPRIATE WELDING PROCEDURE SPECIFICA77ONS FOR ALL WELDS, .9- 5. ALL CLIPS SHOULD BE WELDED AT 90—DEG TO THEIR SUPPOR77NG SURFACE UNLESS 5. y OTHERWISE N07ED IN THESE DRAWINGS OR 7HE PROJECT SHOP DRAWINGS o 6. SC2 AND SC280 FLANGE BRACE CLIPS SHOULD BE ALIGNED WITH 7HE PURLIN/GIRT CLIP ABOVE. REFER TO DETAIL ON SHEET WS -5. FILLET INCREASE AT SKEW INSURE THAT FILLET LEG SIZES ARE ACHIEVED GAP DUE TO SLOPE BEVEL OR SLOPE m 2.12 = 9 DEGREES o° 4:12 = 18 DEGREES 0 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 ADD177ON TO SKEW INCREASE MAX. OPENING ALLOWED IS 3/16. THEN USE CJP. IF REQUIRED FILLET EXCEEDS 5/16 THEN USE CJP G DETAIL A — 1A o O 9F4 c s 2 V o ^a V■ 0 O y O C J 00 d v "0 m M 0) "�� Z VOLA ® ❑ .' mzo m � =5C"Z E ` o INCREASE FILLET IDEAL FIT—UP FIT—UP GAP BY AMOUNT OF GAP CY E Q � 4 2 E] 1:1 Ol�c0 Cj� a l o f CZ U' � (� L Z 00 J3 NZ�J v W a o 5 L) Z in w E _JSZ'_ gj ET DESIGN FILLET SIZE FILDESL q Q U 3 118-1,3116-1 1/4" 5/16" GAP U N N Z J REQUIRED GAP REQUIRED FILLET SIZE FILLET Scale: NOT TO SCALE Drawn by. HX 11/13/15 1/16" 3/16" 1/4" 5/16" 3/8" SIZE Checked by. TJD 11/18/15 1/8" 1/4" 5/16" 3/8" 7/16" USE CJP 1 Project Engineer. KMC 3/16" 5/16" 3/8" 7/16" /2" Job Number: 15—B-15781-1 SEE NOTE 2 DETAIL D-1 A FILLET INCREASE Sheet Number. R5 of 23 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. Bejun Anklesoria, P.E. California P.E. 64613 DRMMI5A ENMMIOA BUTTE COUNTY BUILDING DIVISION APP C 64613 Nov 18, 2015E*r�q EXP 60=17 GENERAL NOTES AND DETAILS Wq-1R nnta Iccuari• nrtnhPr -fn 9nv:i END PLATE WELD GUIDANCE FOR GENERIC BEAMS BASED ON PARENT PIECE MARK PREPARE THIN PLATE GR/ND THICKER FLANGE PREPARE THIN PLATE PREPARE 711/N PLA1EPER PER WPS 1 �/2 WPS21 WELD TRAS ON �(�T%/ PER WPS WELD 7RANS17ION 7 2 ON THINNER FLANGE--,.- DETAIL ON THINNER FLANGE--, r DETAIL 0" - 1/8" FLANGE THICKNESS TRANSITION 0" - 1/8" FLANGE THICKNESS TRANSITION FLANGE THICKNESS 7RANS1770N WS -2 WELD 77?ANS/77ON GR/ND WIDER FLANGE Crane End Stop 2 1/2 1� ON SMALLER FLANGE 2 1/ 1 21/2 TRANS/170N WIDER FLANGE AS SHOWN 7FLANGES ASS SHOWN ONLSMA LER/ F ANGE�� 7RANS1770N SMALLER FLANGE AS SHOWN L__ FLANGE WIDTH 7RANS1770N L FLANGE WIDTH 7RANSIT70N Mezzanine Beam WS -5 M-5 and L-5 FLANGE WIDTH TRANSITION OP77ON-1 OPTION -2 OP770N-3 7RANS1770N ACHIEVED BY GRINDING OF 7RANS1770N ACHIEVED BY COMBINA770N OF TRANSITION ACHIEVED BY WELDING ON WIDER17HICKER PART WELDING AND GRINDING SMALLER/THINNER PART FOR CANADA JOBS ONLY 7RANS/7/0N CAN BE ACHIEVED BY WELDING ON THE 7HINNER/SMALLER PLATE (0P77ON-3), BY GRINDING 7HE 7H/CKNER/W/DER PLATE (OP7ION-1) OR BY A C0MBINA77ON OF B07H (0P77ON-2) TO GET 7HE REQUIRED 1:2 1/2 7RANS/77ON. AT KNEE C0NNEC77ON PLA7ES 7N/S 7RANSI770N MUST BE ACHIEVE BY US/NG OP7ION-3, WELDING ON THE 774INNER/SMALLER PLATE DO NOT MODIFY THE KNEE C0NNEC77ON PLATE TO GET THE REQUIRED 1:2 1/2 77?ANS/770N. FOR S7EPPED 7H/CKNESS, THINNER PLATE END PREPARA77ON MAY BE USED IF 7RANS177ON OF THICKER PLATE IS PREPARED PRIOR TO WELD/NG. 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 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 WS -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 brackets. Refer to WS -6 for crane brackets SEAL WELD NO7ES.• 1. SEAL WELDS SHALL ONLY BE PROVIDED WHEN SPECIFICALLY REQUESTED ON THE SHOP DRAWINGS. 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 7HE 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 STANDARD DRAWINGS 4. FOR MEMBERS REQUIRING SEAL WELDS NCI WILL PROVIDE MEMBERS TO MEET CLASS I OR CLASS Il CRITERIA AS DEFINED BY AMERICAN GALVANIZERS ASSOCIA77ON (AGA) UNLESS OTHERWISE SPECIFICALLY REQUESTED BY THE CUSTOMER. PROPER VEN77NG FOR OVERLAPPING PARTS SHALL BE PROVIDED IN 7HE FORM OF UNWELDED PORTIONS OR HOLES PER TABLE4 SHOWN ON 71 IS SHEET FOR ALL MEMBERS TO BE HOT DIPPED GALVANIZED AFTER FABR/CA770N. SEAL WELDS BUTTE COUNTY BUILDING DIVISION APPROVED _rr Nov 18, 2015 DRMM15A ENMM10A Table 4 VENT HOLES FOR OVERLAPPED AREAS FOR STEELS 1/2 in. (12.75 mm) OR LESS IN THICKNESS OVERLAPPED AREA !n.2(cm2) VENT HOLES UNWELDED AREA UNDER 16 (1 OJ) NONE NONE 16 103 TO UNDER 64 413 ONE J18 in. 1 cm 1 in. 2.5 cm 64 (413) TO UNDER 400 (2580) ONE 112 in. (1.25 cm) 2 in. 5.1 cm 400 2580 AND GREATER, EACH 400 2580 ONE 44 in. C1.91 cm VENT HOLES FOR OVERLAPPED AREAS FOR STEELS GREATER THAN 1 2 in. 4 in. (10.2 cm) h..._. 12.75 mm IN THICKNESS OVERLAPPED AREA !n.2(cm2) VENT HOLES UNWELDED AREA UNDER 16 103 NONE NONE 16 103 TO UNDER 64 413 NONE NONE 64 (413) TO UNDER 400 (2580) ONE 112 in. 1.25 cm 2 in. (5.1 cm) 400 2580 AND GREATER, EACH 400 2580 ONE 314 in. 1.91 cm 4 in. (10.2 cm) SEAL WELDS BUTTE COUNTY BUILDING DIVISION APPROVED _rr Nov 18, 2015 DRMM15A ENMM10A NEAR SIDE AND FAR SIDE 3/16 U BYPASS GIRT ALTERNATE EAVE STRUT SUPPORT ANGLE 3/16 0 DETAIL B-1 A GRIND FLUSH 0 4n CANOPY AT FLUSH COLUMN DETAIL 8 - GRIND FL TABLE 2 DETAIL B - R SIDE AND SIDE IA EAVE CANOPY OR FACADE BRACKET NEAR SIDE AND—> FAR SIDE 3/16 NEAR SIDE AND I 3/16 LL NEAR SIDE AND 3/16 LEAN TO BRACKET DETAIL F- 2 COLUMN EA VE CONDITIONS TABLE 2 FULL LENGTH IF D = 10" OR LESS V J. to] TABLE 1 FROM CAP PLATE TO STIFFENER H" V TABLE 2 TABLE 2 3/16 DETAIL C— 1A TABLE 1 S.A. W. FULL LENGTH OF FLANGES MAY INCLUDE CONNECTION PL. DETAIL C -1A DETAIL B-1 A MAY BE SAW WELD PER TABLE 1 _1 X TABLE 2 DETAIL B -1A . DETAIL E-2 3" TABLE 2 3/16 V TYPICAL BRACE. REINFORCEMENT X 3/16 '101, k���X TYPICAL COLUMN WELDS STRAIGHT OR TAPERED / TABLE 2 DETAIL B-1/ TYP. RIGID FRAME COLUMNS WS -2 Date Issued: October 30, 2015 DETAIL B -1A DETAIL C -1A 3/8" OR LESS I WELD 77?ANS177ON FOR CANADA SEE WS -1B II DETAIL C- 1A u 45' KELD TRANSITION FOR CANADA SEE W5 -1B WELD 77?ANS177ON FOR CANADA SEE W5 -1B DETAIL E-2 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- IA ---N TO STIFFENER T7J 3/16 TABLE 2 DETAIL C - N077CE — WHEN FLANGE IS SLOPED LOCATE I ® ®�'® TABLE 2 — FILLET WELD ON OU7ER 0I SIDE OF FLANGE IF BASE PLATE IS EXTENDED ENOUGH TO ALLOW. REFER TO DETAIL D -1A FOR WELD GUIDANCE DETAIL G-2 BASE PLATE ON FILLETS AT SKEWED JOINTS. I DETAIL B -1A :E 2 B -1A MOMENT BASE PLA TES EA VE STRUT BRACKET TO BE WELDED IN PLACE AFTER THE COMPLET70N OF THE HAUNCH WELD u U an V TABLE 2 %� I TABLE 2 I y DETAIL B -1A V I O WP >XTAE 3/16 TABLE 1 DETAIL E-2 Y + 3" TABLE 1 S.A.W. STRAIGHT OR TAPERED FULL LENGTH OF FLANGES TABLE 1 NCI KNEE CONNECTIONS MAY VARY AS SHOWN DETAIL B -1A TOP AND BOTTOM BOTH SIDES OF COLUMN FLANGE SINGLE—PLATE (if present) / TABLE 2 TVA\` WELD CONTINUOUS 1 1/2" BEYOND BOLT GROUP or SINGLE PLATE, ON SIDE OPPOSITE FROM SAW WELD. L1316- ® 010 \ DNLHOLESARGER NR THE FLANGE OR WHEN HOLES ARE 13/16" TABLE 2 AND LARGER IN THE WEB TYP. AND WITHIN 12" OF A FLANGE OR SINGLE PLATE WITH 13/16" AND LARGER IS ATTACHED TO FLANGE COLUMN AT MEZZANINE BEAM OR ATTACHED TO WEB WITHIN 12" (WHEN REQUIRED) OF FLANGE TABLE 2 TYP. TABLE 2 TABLE J. —<TABLE 2 11_1WPS 5 OR 2TGY 45' TABLE 2 b 0 o m s } C � o g S I; m 0 V o c C "� 00 0 orn ` it m z0) � 8 is m •= 5 �Lazo N �iMW �a,Z -<TABLE 2 TOP AND ,G 0 BOTTOM e c S77FFENER W `o QLZ o0 v rnX fnZQJ .' O Of o _J5 JV) o, TABLE 20 y a't V W O GMAW WELD a_ a Z w EO 3" PAST BOSS C% V> N J J O TOP AND BOTTOM Scale: NOT TO SCALE Drawn by. HX 11/13/15 BEL 0 W EA VE BRA CKE T Checked by. TJD 11/18/15 Project Engineer: KMC Job Number. 15-B-15781-1 Sheet Number. R7 of 23 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. Bejun Anklescria, P.E. California P.E. 64613 DRMM15A ENMM10A BUTTE COUNTY BUILDING DIVISION APPROVED Op C64013 Nov 18, 2015Er*or�" UP X17 FULL OR PARTIAL DEPTH _ STIFFENERS AS DETAILED FULL OR PARTIAL DEPTH STIFFENERS AS DETAILED TABLE 2 TABLE 2 }— DETAIL C -1A AT FLANGE TABLE 1 FOR FULL DEPTH STIFFENERS RIGID FRAME RAFTERS WS -3 Date Issued: October 30, 2015 TABLE 2 TABLE 2 )---�� \ , i �/ v Drawn by. HX 11/13/15 WELD COPED GUSSET PER DETAIL B -1A Checked by. TJD 11/18/15 TABLE 2 WHEN PRESENT TABLE 2 Project Eng/neer. KMC TABLE 1 CONT. TABLE 2 RAFTER MAY VARY AS SHOWN Job Number: 15—B-15781-1 1 BHOOES DETAIL DEPTH STIFFENERS GMAW WELD 1 1/2" PAST BOLT 12" Sheet Number. R8 of 23 B -1A PATTERN FOR 13/16" HOLES ANDLARGER C—fA whoseThe eniner seal TABLE 2 ABLE 1 CONTINUOUS IF BOLT PATTERN IN WEBTHICKNESSTRANSITION FOR CANADA SEE W5IS appears hereonis an employee BETWEEN S77FFENERS WITHIN 12" OF FLANGE. ZDETAIL K" DETA/L B -1A AND 1-1/2" BEYOND 3/16 TA/L C—lA D OUTER CONNECTION PIPE OR TUBE COLUMN HOLES TABLE 2 to the products designed and DETAIL B -1A 12" OR manufactured by manufacturer only.The undersigned engineer is � LESSS not the overall engineer of DETAIL E-2 FULL OR PARTIAL DEPTH record for this project. o o TABLE 1 STIFFENERS AS DETAILED 0 0 J. Bejun Anklesaria, P.E. THIS STIFFENER WILL HAVE HOLES TABLE 2 TABLE 1 3" TABLE 2 TABLE 2 WF OR BUILT—UP AND MAY OCCUR ON ONLY ONE SIDE OF WEB DRMM75A ENMMIOA 1 AT FULL COLUMN HIP RAFTER STIFFENER COLUMN MOMENT CONNECnoN STIFFENERS (HAS BOLTS OUTSIDE OF FLANGES OR STIFFENER) FOR SKEWED RAFTER SUPPORT TABLE 2 X X TABLE 2 IL C— 1A THICKNESS TRANS/TION FOR CANADA SEE W5 -1B TABLE 1, S.A.W. DETAIL B -1A FULL LENGTH TABLE 1 CONT. DETAIL C -1A K"a SECTION K 1/lEW 1 1/2" BEYOND WELDER ID STAMPS — ON FAR SIDE DETAIL B -1A CONN. HOLES (NEAR INNER FLANGE WITHIN 6" OF END) E::=:= dit — SAW PULL_WELDER OPERATOR DETAIL C— 1A HAND FITTER RAFTER TAPER MAY VARY AS SHOWN PIPE OR TUBE COLUMN HAND WELDERS (CENTER ON FLANGE) TYPICAL RAFTER WELDS DETAIL B -1A TABLE 2 T1ABLE1 CONT. 1 1/2" BEYOND CONN. HOLES DETA/LB-1A, FLUSH CONDITION GRIND WELDS FLUSH WHEN FLANGE HAS HOLES RAFTER INTERIOR SUPPORTS TABLE 1 FOR FULL DEPTH S77FFENERS SAW Y TABLE 1 CONT. '�---(\ BETWEEN S77FFENERS TABLE 2DETAIL E-2 TABLE 2 WF OR BUILT—UP COLUMN COLUMN PINNED CONNECTION (ALL HOLES INSIDE OF FLANGES OR STIFFENERS) DETAIL B— 1A DETAIL B -1A WELD COPED GUSSET PER TABLE 2 WHEN PRESENT (T1P.) . 3//16 �--t TABLE 2 V-SGl 3" \ �---( TABLE 1 (� TABLE 2 ® go --F—�--�( 3/16 TABLE 2 � TABLE 1 BUTTE COUNTY BUILDING DIVISION APPROVED Nov 18, 2015 TABLE 2 )---�� \ , i �/ v Drawn by. HX 11/13/15 WELD COPED GUSSET PER DETAIL B -1A Checked by. TJD 11/18/15 TABLE 2 WHEN PRESENT Project Eng/neer. KMC (Typ) TABLE 1 FOR FULL RAFTER MAY VARY AS SHOWN Job Number: 15—B-15781-1 DEPTH STIFFENERS Sheet Number. R8 of 23 ^ SA whoseThe eniner seal TABLE 2 ABLE 1 CONTINUOUS appears hereonis an employee BETWEEN S77FFENERS for the manufacturer for the AND 1-1/2" BEYOND materials described herein. Said OUTER CONNECTION seal or certification is limited HOLES TABLE 2 to the products designed and DETAIL B -1A manufactured by manufacturer only.The undersigned engineer is not the overall engineer of DETAIL E-2 record for this project. DETAIL B— 1A TABLE 1 3" FOR BLIP Bejun Anklesaria, P.E. THIS STIFFENER WILL HAVE HOLES California P.E. 64613 TABLE 2 WF OR BUILT—UP AND MAY OCCUR ON ONLY ONE SIDE OF WEB DRMM75A ENMMIOA COLUMN HIP RAFTER STIFFENER COLUMN MOMENT CONNECnoN (HAS BOLTS OUTSIDE OF FLANGES OR STIFFENER) FOR SKEWED RAFTER SUPPORT BUTTE COUNTY BUILDING DIVISION APPROVED Nov 18, 2015 a t ENGINEER TO SPECIFY COLUMNS WELD SIZE WS -4 Date Issued: October 30, 2015 WPS19 OR WPS#6 OR m t 3/16 3/16 3/16 2PF1 3/18 27F1 0 0 r I � I WPS 7 OR MAX3/16 3/16 T I T = 3/4 X 18 I'� 1 OR 2P V1 TABLE 2 t JP WELD TABLE 1 S.A. W. TABLE 1 S.A. W. I I S T=ROOT4 PERMAX 0 FULL LENGTH FULL LENGTH WPS 1/4" S t L1" OF FLANGES OF FLANGES PER WPS o CJP WELD TABLE 2 FROM N N TABLE 2 FROM n OPTIONAL CA N TI L E VER BASE PLATE CAP PLATE CAP PLATE I I ) STRAIGHT COLUMN WITH DOWN 12" DOWN 12" COMMERCIAL STEEL DEPTH RES7R/CT70NS 01, BACKING RING I I CONT. CHANNEL WELD PER 577FFENER I I TO FLANGE 3/16" DETAILS ON WS -5 DETAIL C- 1A DETAIL H-4 DETAIL 1-4 II TABLE 2 II SEE WS -5 FOR WELD DETAIL H-4 II DETAIL C -1A HSS ROUND SPLICE II e II o I I TABLE 1 S.A. W. IF- FULL LENGTHco II OF FLANGES DET L C -1A II 3/16" LENGTH PER DESIGN I I aqi xLS]II I TABLE 1 S.A.W. 2PS2 (B -L 1 a -GF) II I I 3/8 MAX. TABLE 1 S.A. W. FULL LENGTH T = } II FULL LENGTH OF FLANGES I I OR 14PSi8o C II OF FLANGES. S T = UNLIM. G € c II ROOT s PER WPS o II N TABLE 2 FROM GROOVE g F o y II TABLE 2 FROM I� BASE PLATE ~o PER WPS I I END OF FLANGE UP 12" oo I G S co II UP 12" I I V cs o A II A DETAIL B -1A (TYP.) G1 • J O m TABLE 2 CARBON STEEL I I o c II BACKING I I C "' o LID ` II DETAIL J-4 3/16" ° V ro Z °' Wto I I TABLE 2 E 2 v v ® El oxpa II SECTION A -A ° C C WPS19 OR WPS16 OR _" Z -' II TABLE 2 3/16 2PF1 3/16 27FI m Z o u TABLE 2 TABLE 2 DETAIL I- 4 _� M W u RECTANGULAR TUBING SPLICE � � � � ' o' Z ii • TABLE 2 PIPE RECT. TUBE G q II • • • • WELDS LARGER THAN THESE STANDARD SIZES MAY BE REQUIRED B II B SECT/ON C -C REFER TO FABRICATION DOCUMENTS e u DETAIL B - 1A IN TERIOR PIPE OR TUBE COL LIMNS i z DETAIL J-4 0 El B -B CANTILEVER BASE PLA TE FIXED BASE CANTILEVER COLUMN ANY PREQUALIFIED OR PROCEDURE QUALIFIED" FULL PEN WELD MAY ALSO BE USED WITH COMPANY APPROVED WPS V)500 CANTILEVER COLUMNIt Li P.0 �ZQJ O TABLE 2 3/16 3/16 3/16 I I w W Z z E -J5-,a I I I I TABLE 2 I I TABLE 2 11 j a� Z� 3 II II II 11 U fn N J o I I • • I I I I NO WELD REQUIRED Scale. NOT TO SCALE II • ° II II ON THIS SIDE Drawn by. HX 11/13/15 TABLE 2 TABLE 2 I I I I --7 \n� I I 3/16 Checked by. TJD 11/18/15 TABLE 2 TABLE 2 STIFFENERS 11 II II 3/16 11 3/16 Project Engineer. KMC e7II II 3/16 II 3/16 II Job Number. 15-B-15781-1 II II II II II II II I I 3/16 I I I I 11 Sheet Number. • R9 of 23 II II II II I I I I I I i 3/16 The engineer whose seal appears hereon is an employee II II II 11 3/16 for the manufacturer for the II II II materials described herein. Said II II II (1 seal or certification is limited II II II (1 to the products designed and I I TABLE 2 I I TABLE 2 11 TABLE 2 (1 TABLE 2 manufactured by manufacturer TABLE 2 II I I I I I I only.The undersigned engineer is II II II 11 not the overall engineer of II II II II record for this project. Bejun Anklesaria, P.E. TABLE 2 TABLE 2 TABLE 2 TABLE 2 Califomia P.E. 64613 TABLE 2 DRMM15A ENMM10A CORNER COLUMN ENDWALL COLUMN ENDWALL COLUMN ENDWALL COLUMN ENDWALL COLUMN FLUSH OR INSET GIRT) (AT RIGID FRAME) (BYPASS GIRT) (BYPASS GIRT) BUTTE COUNTY'""'`' BUILDING DIVISION PPPOVED Nov 18, 2015(((*C"P _ _.._... T. i OPENING Sl, 3/16 V 1* < 1/4" TYPICAL DOOR HEADER TYPICAL COPING DOUBLE CEE COLUMN SINGLE CEE COLUMN TYPICAL COLD FORM BASE SECTION A—A OPENING FOR BOTH IF PRESENT TYPICAL FOR BOTH 3/16 RAFTERS IF PRESENT O O A COLD—FORM RAFTER WEB STIFFENER & COLUMN CLIP TYPICAL COLUMN OR RIDGE— COLD -FORMED MEMBERS WS -8 Date Issued: October 30, 2015 1/4"or GREATER NOTE.- REFER TO NCI WELD MANUAL FOR WPS'S t — thickness of thinner member 'BUTT JOINT DOUBLE CEE RAFTER SINGLE CEE RAFTER SC2 TO RAFTER thickness of thinner member •9 CLIP ANGLE SUPPORT PLATE ANTI—ROLL CLIP ON COLD FORM CEE CLIPS AT END OF COLD FORM MEMBER TYPICAL SLOT REINFORCEMENT TYPICAL STITCH WELDS EITHER SIDE EITHER SIDE / "/ "V RAFTER CONNECTION O O O O O O O 1 10 O O O DOUBLE DOOR JAMBS / HEADER TYPICAL GIRT/PURLIN CLIPS BUTTE COUNTY BUILDING DIVISION APPROVED Nov 18, 2015 DRMMI5A ENMM10A I 0—®, 0—T Endwall Column attachment located between Purlins at Slope Notes 1.) See AC009161 AC00920 for Jamb/Support Column attachment when located at same Purlin space (or adjacent Pudin space) as Endwall Column. 2.) Bridge Channel may span multiple Pudin spaces when required. 3.) Wind Edge Strip Purlins, when required, do not attach to Bridge Channel. 4.) Purlins and Pudin Strut extends past Bridge Channel flange when "Optional" Overhang or Facade is required at endwall. Downhill Pudin Strut (When required.) Page =0A01 Bearing Frame Endwall - Inside Column Extension to Bridge Channel EF07112 Date Rev '1Between Purlins -Flush iMar'15100 (4)?0 Bolts = I (Typical at Pudins and Purlin Strut) Bridge Channel Cold Formed - BGC_ _ _ (Shown) Hot Rolled - BG_ _ _ (Similar) (4) tO A325 Bolts Endwall Column or Column Extension (Bolt to downhill side of Connection Plate.) Bridge Channel (4) i Column E Steel Line (2) Bolts Unless Noted Otherwise On Erection Drawings Rafter (4) Bolts With Washers Column Purlin Strut (When Required) Denoted On Roof Plan By Symbol -X- Purlin All Bolts To Be FO Unless Noted. For Required Length Refer To Grip Section "A" Table On Erection Drawings. 2nannel Bolts Bearing Frame Endwall -Inside Column Extension to Bridge Channel PagEF07117 Between Low Side Eave Strut and Purlin (Roof Slopes 4J:12 or Less) Date Rev Flush Mar'15 00 Purism Purlin Strut (When Required) Denoted On Roof Plan By Symbol -3F Bridge Channel "A"a Eave Strut (4) Bolts (4; Columr Steel Line (2) Bolts Unless Noted Otherwise On Erection Drawings Rafter (4) Bolts With Washers Column txtension NI Bolts To Be rm Unless Noted. Section 'A" For Required Length Refer To Grip Table On Erection Drawings. txtensnon nnel Its By -Pass Girt to Column P�CF01124 Standard Connection - Flange Brace FB4_ Date Jan '141 01 Erection Note Lop and attachment of Girt varies refer to "Elevation Plan" and Lap Detall for requirements. "m A325 Bolt each end. Flange Brace B4_ (when specified) (2) 1"0 Bolt: each and of Girt lap 10 l o l 0 b IQ LI D 0 _L :1 R �O '-4" x (2) `}"m Bolts 2 unless noted on erection drawings Girt Lap Symbol denoted on Wall Framing Elevation Erection Note Flange Braces may be required one or both sides of Column. For requirements, and locations at Main Frame and Rigid Frame In Endwall refer to "Cross Section". For requirements, and locations at Bearing Frame Endwall refer to "Elevation Plan". By -Pass Girt to Column Standard Connection -Flange Brace FB6_ or FB7_ PCF01127 Flush Girt to Column Standard Connection -Flange Brace FB4_ P".CF01136 Mar'14102 Pudin to Rafter Standard Connection •Flange Brace FB4_ P "CF02036 Dec'10100 Purlin to Rafter Standard Connection -Flange Brace FB6_ or FB7_ P-PCF02039 Dec'10 00 Jan '141 01 Erection Note Lap and attachment of Girt varies refer to "Elevation Plan" Erection Note Erection Note and Lop Detail for requirements. Lop and attachment of Purlin Lap and attachment of Puriin varies refer to Roof Plan and varies refer to Roof Plan and Lap Detail for requirements. Lap Detail for requirements. Purlin Lap Symbol denoted on Roof Framing Plan (2) 1"0 Bolts each Purlin Lap Symbol denoted on Roof Framing Plan (2) J"m Bolts each end of Purlin lap end of Purlin lap J"m Bolt each end. 2-4 (2) I'm Bolts R 5-0 (2) J"m Bolts R unless noted on 2 �4' unless noted on }"m A325 Bolt erection drawings erection drawings each and. ange Brace Flwh 0 O 0 O sp 0 0 0 B6Flan9eor FB7- specified) 0 I 0 0 I 0 (when specified) x r Attach Range Brace to "Fleld I ® I O �" Column and Bend" Zee (shown) or Cee Girt 0 0 0 0 each end of to attach to Girt. attach with (2) or 4 `}"m Girt lap Bolt unless noted on erection drawings. (Girt with 2 bolts shown) I - ® - t ® - x O O l o p �� o O O o Y I O LO I 0 O o O O o ro A325 Bolt Flange Brace each end. en r R r OR 2'-4- or 5'-0' I unlesmBoltsnoted on x n 2"-7�" Varies Varies CL292 or PC30- Sheeting Clip Fastener spcite) Attach Flange Brace to Rafter and "Field Bend' to attach to lower Purlin web hole located Flange Brace rm A325 BoltFB6_ or FB7_ (when specified) each end. erection drawings Girt Lop Symbol denoted on Wall Framing Elevation (1) J12A 12-14 x 1" P.H. DP3 each end. 2'-4" from center of Rafter. Erection Note Flange Braces may be required one or both sides of Rafter. Erection Note Flange Braces may be required one or both aides of Column. For requirements, and locations at Erection Note Flange Braces may be required one or both sides of Column. For requirements, and locations at For requirements, and locations at Main Frame and Rigid Frame In Endwall refer to "Cross Section'. For requirements, and locations at Bearing Frame Endwall refer to Erection Note Flange Braces may be required one or both sides of Rafter. For requirements, and locations at Main Frame and Rigid Frame In Main Frame and Rigid Frame in 'Roof Plan'. Main Frame and Rigid Frame In Endwall refer to "Cross Section". Endwall refer to "Cross Section'. Endwall refer to "Cross Section'. For requirements, and locations at For requirements, and locations at For requirements, and locations at Bearing Frame Endwall refer to "Elevation Plan'. Bearing Frame Endwall refer to "Elevation Plan". Bearing Frame Endwall refer to 'Roof Plan'. O 0 } G o C 0 G ,O rn 0 mN o V o 0 0 a p W U V� J aD [ N C v�3 to oto to z �0) ` a 2 UNv ® ❑ u mzo 3 1 m N V + a -3rnz G o V) 00 ❑ ❑ a W<(7LJ )Of V) z E �5_J e c a�Zwt�,� o U fn (V ZI O Scale: NOT TO SCALE Drawn by. HX 11/13/15 Checked by. TJD 11/18/15 Project Engineer. KMC Job Number. 15-B-15781-1 Sheet Number. R11 of 23 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. Bejun Anklesaria, P.E. California P.E. 64613 DRMM15A ENMM10A BUTTE COUNTYir C64613I BUILDING DIVISIONzU Nov 18, 2015 XP"6t3mly �! By -Pass Purlin and Girt Connections Allbolts are 1/2" 0 A325 bolts Lap Symbol c"CF01122 Oct'14 a 01 Lap Symbol < B B 0 0 p I o o p Lap Symbol B �(2) Bolts unless noted on erection drawings <t> 2'-5J" 3'-1j" See Erection Drawings for Lap Sizes h Locations Lap Detail By—Pass Purlin / Girt Lap Details Eave Strut Connection at End Bay CF( ByPass And Flush Girts Feb'1 Roof line � — � Roof Line 2 �_ 2 N N =3 o+ T mel C" 9 = W 2" 2" s = w 2" 2" s a' -F f .J N N Girt Depth + 1/4" By -Pass Girls Flush Girls 1/4" !1.— Roof Line Eave Strut C 'VIS) JZ_n-_�_ (4) r0 A325 Bolts Varies Column or Rrafter I_ End Bay r— Girts at Column Flush Sidewall or Endwall Girls CL292 a Sheeting ClipV (1) Fastener #'12A 12-14 x 1" P.H. DP3 at each end Purlin with Anti -Roll Back-up Clip at Rafter Anti—Roll Back—up Clip See Roof Framing Plan for Location SC90 at 8" Purlins Purlin SC92 at 10' Purlins SC94 at 12" Purlins (2) }"0 x 1r A325 Bolts Unless Noted on Erection Drawings 1'N -A- t of Rafter Purlin I—o I II o II 0 Rafter r Section A SHT.NO CF01123 Eave Strut Connection at Main Frame CF02030 TR__ 1 Interior Bay LF ?b'11 eb'11 R01 Roof Line Roof Line T- 2 3 2 9! co L -F > + � W W � I"Pi 'Pa 1 1 1 1 d) I a) cl c J 1 J 1 1 1 Girt Depth + 1/4" N By—Pass Flush (� Rafter 1 1 1 /4"I1 1/4' Bay Bay ,�--(4) 1/2" X 1 1/4" A325 Bolts without Washers Eave Strut Bottom Flange Steel Line 'age Weld CI'Ip Comer oetail CF02035 Variable Fmme Set Back )ateRev Bypass Girt Sidewall — No Girt Endwall Dec'141 04 All bolts are 1/2" x 1 1/4" A325 without washers unless noted. Eave Strut Stiffener Plate - 4 Bolt Connection Low Eave Interior Bay - Slope Thru 4J:12 R�i m "a c .J Rafter m I m frame Column o N O 0110 O 3 v a'ni O C W Anti—Roll Bock—up Clip Bay Bay See Roof Framing Frame Eave Strut Plan for Location Bottom Flange SC90 at 8" Purlins SC92 at 10" Purlins SC94 of 12' Purlins + (2) r$ x 1r Welded clip Sidewall Girt A325 Bolts Unless Noted on Erection Drawings------------------ - J Varies ,Sidewall Varies a=Open Hole All bolts are 1/2" x 1 1/4" A325 without washers unless noted. Eave Strut Stiffener Plate - 4 Bolt Connection Low Eave Interior Bay - Slope Thru 4J:12 R�i "a Eave Strut Stiffener Eave Strut Clip or Plate SC -18 Frame Rafter or Column III O 0 0 O o O 0110 O a'ni O Bay Bay Frame Eave Strut Bottom Flange m b O 0 Eave Strut Ea" Strut Stiffener Plate SC -18 a+ (8) rO A325 Bolt W/Nut } C c G •° Eave Strut Clip or G g y Frame Rafter or Column C xo A o Tm ` V o 0 c Section "A' a o (Low Eave) C f„ J co m rn o soa LU Z mZO N •V �� O` BMW 8 L —a a>Z Weld Clip Corner Detail Pop EF03012 eGi � � Variable Frame Setback - No Girt Bypass Sidewall - Girt at Endwall Ma '14 03too NS oc W R2 V) co E] Elit 3 v W�Nib 1 N2.,L o 1 a a4i UJ W Z h v E _J 5; ,� y j O Q En d i y<40W O 1 1,7rame Column v N N � p` 1.0 1 Scale: NOT TO SCALE 1 Drawn by. HX 11/13/15 x 1 1/4 A325 Checked by. TJD 11/18/15 1r -------l-- A325 Project Eng)neer. KMC 1 i � T Girt Clip Job Number: 15–B-15781-1 +� PC78_ 'L--------- Sheet Number: R13 of 23 1 The engineer whose seal appears hereon is an employee i for the manufacturer for the 1 materials described herein. Said 1 seal or certification is limited to the products designed and i manufactured by manufacturer only.The undersigned engineer is — — — — — — — — — — — — - — — — not the overall engineer of Sidewall Steel Line record for this project. • =Open Hole Bejun Anklesaria, P.E. Varies California P.E. 64613 1'-2" Standard DRMMISA ENMM10A All bolts are 1/2" x 1 1/4" A325 without washers unless noted. BUTTE COUi'JTY ' BUILDING DIVISION C61 kf &_ Nov 18, 2015 * "P..N30n017 End Frame Bypass Sidewall Girls Endwall Girt Centered on Column Flange Note: All Bolts Column are }" Diameter (Shope � may vary) �I® Zee Girt shown, Tle-in Detail similar for Cee or Zee Girt with outer flange toed up. Shop Welded Girt Clip Shop Welded Girt Clip Wall Panels not shown for clarity. FC o� la of _ L10— Sidewall e EF03014 Bypass Sidewall Girts and Flush Endwall Girts at Comer Column 'EF03700 ul 14 01 Endwall Girt Attaches to Inner Column Flange Aua'15 R00 r Flange Oute V CL292 or PC30_ Sheeting Clip (1) Fastener #12A 12-14 x 1'P.H. DP3 at each end - Endwall Girt CL292 Sheeting Clip (1) Fastener #12A 12-14 x 1' P.H. DP3 at each end. PC22_ Sheeting Clip Fastener #55 12-24 x lir 6" O.C. (2 minimum) - Sheeting Clip SC5 Girt Endwoll Sheeting Gip CL292 or PC30 Fastener #12A 12-14 x 1' Pancake SD W/O Washer (2) Per Sheeting Clip (TYP) 'Z' Sheeting Clip PC22 Clip SC5 I RCT - 0-1 Clip PC81 L/R Bolted as Shown Clip May be Factory Welded Comer Column Fastener #55 12-24 x 1r SD DP5 W/O Washer At Each End and 6' on Center as Needed i0 0i Sheeting Clip PC31 I I I �O OJ L Setback Girt Sidewall varies (1'-2" Max) Note: Zee Girt Shown Cee G•xt Similar All Bolts To Be FO Unless Noted. For Required Length Refer To Grip Table On Erection Drawings. Open Cee - Framed Opening Connections TAC01121 Welded Clips - Framed Opening ConnectionsAC01220 Cold Form Open Cee - Vertical Lift Hardware Nov'11 R 01 Cold Form and Hot Rolled Cee - Three and Four Sided Openings Nov11110 1 Note; See AC00915 thru AC00923 All Horizontal Members within clear Opening are Clipped and See AC00915 thru AC00923 and AC01124 thru AC01130 attached to Jambs with ro Fin Head Bolts. Sub Jamb DJ_ and AC01224 thru AC01232 Header Zee Cee Girt "A" a H_ (Hot Rolled) HC_ (Cold Form) t Clip CL150 o Alternate clip direction See AC01223 x for Screw Installation. c5 Sub Jamb DJ_ aZee/Cee Girt " Zee/Cee Girt Zee/Cee Girt Zee/Cee Girt "A' See AC01223 t r Clip SC252 0 d Typ. at Girt x x o within Opening r C01221 L_ Header DH_ Welded Clips - Framed Opening Connections Cold Form and Hot Rolled • Jamb/Sub Jamb to Zee/Cee Girt or Header/Sill AC01224 Jul - - - 00 i� r"'AC01233 Three �+ Girt within opening is Sided Framed Opening See AC00915 thru AC00923 provided when Framed Opening and AC01224 thru AC01232 See AC01123 Zee/Cee Girt Jamb/Sub Jamb (Cold Form Shown, lee/Cee Girt Header Opening Height (Cold Form Shown, Hot Rolled Similar) Zee/Cee Girt $ Girt ftFle H_ (Hot Rolled) o+ = JL_ (Hot Rolled) JR_ (Hot Rolled) JLC_ (Cold Form) Form) HC_ (Cold Form) Clip CL150 See AC01123 = o See AC01223 t Typ. at Girt Zee/Cee Girt a Zee Cee Girt v = rn and Header n 1 c g amb/Sub Jamblts I O Zee/Cee Girt a 0 r o See AC01123 Field Drill A" Holes In Girt at _ Finish Floor H_ (Hot Rolled) Hot Rolled Similar) t Field Located Framed Openings 8 Thru 1'-1" CL152 at 8}" Jamb HC_ (Cold Form) Jamb Opening Width CL153 at 10}" Jamb Three with Sided Framed Opening Vertical Lift Hardware CL154 at 12r Jamb Girt within opening is (Cold Forth Shown, Hot Rolled Similar) Jamb/Sub provided when Framed Opening Jam /Sub Jamb JRC_ (Cold Form) is to be paneled over. � i3 Girt within opening is provided Sub Jamb DJ_ Finish Floor 0I ro Bolts Steel Line or Framing Member HIR Clip CL150 Girt Zee/CeeGirt Opening Width 0 0 (6) Fastener #1B i'-14 x Ir Height %-----Clip CL150 --- Jamb/Sub Jamb O rO Bolts Jamb or Sub Jamb DJ_ x 1= JL_ (Hot Rolled) JLC_ (Cold Form) JR_ (Hot Rolled) JRC_ (Cold Form) See AC01223 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled Cee - Vertical Lift Hardware C01221 Opening Width �"AC01223 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled • Jamb/Sub Jamb to Zee/Cee Girt or Header/Sill AC01224 Jul - - - 00 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled Cee - Framing Between Jambs r"'AC01233 Three �+ Girt within opening is Sided Framed Opening See AC00915 thru AC00923 provided when Framed Opening and AC01224 thru AC01232 Is to be paneled over. omb/Sub Jamb Jamb/Sub Jamb (Cold Form Shown, / A"11 Zee Cee Girt t rn Sub Jamb Sub Jamb Header Opening Height (Cold Form Shown, Hot Rolled Similar) Header $ Girt ftFle H_ (Hot Rolled) Hot Rolled Similar) RAI Sheeting Angle Field Cut and Attach with Fastener 12-14 x 1" P.H. DP3 = JL_ (Hot Rolled) JR_ (Hot Rolled) JLC_ (Cold Form) Form) HC_ (Cold Form) HeirhtZee g GirtZee Heigh See AC01223 t Jamb/Sub Jamb Zee/Cee Girt "' Zee/Cee Girt Zee Cee Girt v = rn (2) #16 x Tr-VClyp. at2Girt 52 See AC01223 c g amb/Sub Jamblts within Opening Zee/Cee Girt a Opening Width Hot Rolled Similar ) r sin Field Drill A" Holes In Girt at _ H_ (Hot Rolled) Hot Rolled Similar) t Field Located Framed Openings 8 Thru 1'-1" Jamb HC_ (Cold Form) Jamb JL_ (Hot Rolled) JR_ (Hot Rolled) SC252 Gip (Cold Forth Shown, Hot Rolled Similar) Jamb/Sub JLC_ (Cold Form) Jam /Sub Jamb JRC_ (Cold Form) � i3 Girt within opening is provided Girt Finish Floor in or Framing Member See AC01223 (2) J70 Bolts Four Opening Width thru AC01232 Sided Framed Opening Welded Clips - Framed Opening Connections Cold Form and Hot Rolled Cee - Vertical Lift Hardware C01221 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled -Base, Girt, Header, and Sill to Jamb �"AC01223 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled • Jamb/Sub Jamb to Zee/Cee Girt or Header/Sill AC01224 Jul - - - 00 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled Cee - Framing Between Jambs r"'AC01233 FW01V'11JR- 1 Nov'11 x 01 Mar'14 x 01 See AC00915 thru AC00923 Sub Jamb Sub Jamb and AC01224 thru AC01232 JL_ (Hot Rolled) JR_ (Hot Rolled) JLC_ (Cold Form) JRC_ (Cold Form) 2 0 Bolts () �" 11&* JIed "lts Framed OpeningsCold Holes in Girt at453(�2)� omb/Sub Jamb Jamb/Sub Jamb (Cold Form Shown, / A"11 Zee Cee Girt t rn Sub Jamb Sub Jamb Header Opening Height (Cold Form Shown, Hot Rolled Similar) $ Girt ftFle Form Shown, ot Rolled Similar) Girt Hot Rolled Similar) RAI Sheeting Angle Field Cut and Attach with Fastener 12-14 x 1" P.H. DP3 = JL_ (Hot Rolled) JR_ (Hot Rolled) JLC_ (Cold Form) Form) HeirhtZee g GirtZee Heigh Jam12A at Cold Form Jamb and at Fastener 12-24 1�" P.H. DP5 C JRC_ (Cold Jamb/Sub Jamb (2) #16 x (Cold Form Shown, amb/Sub Jamblts at Hot Rolled Jamb Zee/Cee Girt a Opening Width Hot Rolled Similar ) Cold Form Shown, T Field Drill A" Holes In Girt at _ Hot Rolled Similar) to Field Located Framed Openings 8 Thru 1'-1" rn Header Header to Jamb Opening Width Jamb/Sub Jamb H_ (Hot Rolled) HC_ (Cold Form) SC252 Gip (Cold Forth Shown, Hot Rolled Similar) Jamb/Sub Jamb to Zee Girt Jam /Sub Jamb to Zee Girt � i3 Girt within opening is provided Girt See AC01223 when Framed Opening is to be paneled over. (2) J70 Bolts (2) }"0 Bolts Jomb/Sub Jamb Zee Cee Girt ee Zee/Cee Girt Zee/Cee Girt e =1 Field Drill" Holes In Girt at Field Located Framed Openings --- Jamb/Sub Jamb (Cold Form Shown, O O Hot Rolled Similar) (Cold Form Shown, O O See AC01223 =7\ 49F�' n 1 Hot Rolled Similar) RA 1 Sheeting Angle Clip SC252 0 I 1 O O Field Cut and Attach with o, Typ. of Glrt Girt Height Cee Glrt Cee Girt o o (4) Fastener #1B'-14 x 1�" Jamb within Opening Jamb a g Girt Height (Toed Up or Down Girt (Toed Up or Down or Doubled) JL_ (Hot Rolled) JR_ (Hot Rolled) (2) }"O Bolts or Doubled) Height JLC_ (Cold Form) JRC_ (Cold Form) Opening Width Jamb/Sub Jamb a J (2) }"0 Bolts Finish Floor 2 0 Fin () �" Head Bolts Girt to Jamb --- (Cold Form Shown, Hot Rolled Similar) 6 Field Drill Holes In Girt at �" Field Located Framed Openings 1'-14 Thru 1'-8 inl Opening Wldth See A001223 Sill Jamb/Sub Jamb to Cee Girt Jamb/Sub Jamb to Cee Girt Three Sided Framed Opening Jamb/Sub Jamb (Cold Form Shown, (Cold Form Shown, with Vertical Lift Hardware Hot Rolled Similar) Hot Rolled Similar) •* Girt within opening is provided when Framed Opening Is to be paneled over. Sub Jamb Sill Height Jamb (Cold Form Shown, Hot Rolled Stmtlar) a rJrl (2) }'0 Bolts Field Drill fi" Holes in GIrt at Jamb/Sub Jamb Jamb/Sub Jamb (Cold Form Shown, Cold Form Shown, (2) �'0 Bolts Field Located Framed Openings Cold Form Shown, Hot Rolled Similar) Hot Rolled Similar) V, Hot Rolled Similar) Girt Steel Line —� (2) "0 Bolts �� Cee Girt/Header Sill Cee Girt/Sill L Attached with "0 Bolt I �O Field Drill &' Holes In Girt at Header Height Field Located Framed Openings Girt Height Sill to Jamb f�---J 1"0 Anchor Rods Height I Jamb/Sub Jomb (2)"0 Bolts Zee Cee Girt _ / (Cold Form Shown," y Field Drill Holes in Girt at Jamb/Sub Jamb 2� Hot Rolled Similar) �I Field Located Framed Openings Greater Than 1'-8" (Cold Form Shown, Jamb/Sub Jamb to Cee Girt/Sill Section "A" Hot Rolled Similar) Jamb to Finish Floor Jamtt/Sub Jamb to Cee Girt eader BUTTE COUNTY gUILDINIG DIVISION ' f E Nov 18, 2015 Q) O M_ G S� o O ` V o 0 2 0 ^a O y r V• C _J W o drn U m rn ._ 0V)0 ® ❑ = Z .J m z O V � 4 50)z � c CR �+ E 4 F e DO0 a2 N�aD ❑ ❑ t Wao�Li NZ<J .� 1: KE5UZ E 05�a "o Z Lo N 3 y < -t W O U t z NN=]!J O Scale: NOT TO SCALE Drawn by. HX 11/13/15 Checked by. TJD 11/18/15 Project Eng/neer. KMC Job Number: 15—B-15781-1 Sheet Number. R14 of 23 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. Bejun Anklesaria, P.E. California P.E. 64613 DRMM15A ENMM10A 04613 F)� EXP St9012017 * PRIMARY FRAME DETAIL PORTAL FRAME WELDED TO COLUMN RIGID FRAME RAFTER J" A325 RIGID FRAME COLUMN PORTAL FRAME RAFTER L PORTAL FRAME COLUMN WELDED TO RIGID FRAME COLUMN ANCHOR BOLT, NUT AND WASHER NOTE: FRAME SHAPES MAY VARY. SEE FRAMING PLAN FOR PORTAL FRAME LOCATIONS Welded Clip Interior Bay with Nested Zee Girt Column Column MAIN GIRT NESTED GIRT SEE ERECTION DRAWINGS FOR GIRT ELEVATIONS CF01113 Rod Brace Attachment at Web Rod Brace (See Erection Drawings for Part Mark and required location) Burr threads after final tightening Slope Washer PF04101 n'14R02 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 1"0 WR08_ WS110 WFH500 HSN500 J"0 WR10_ WS110 WFH625 HSN625 ?"0 WR12_ WS120 WFH750 HSN750 J"0 WR14_ WS120 WFH875 I HSN875 1"0 WR16_ WS130 WFH1000 I HSN1000 Cee Girt to Column Standard Connection Channel Girt Alternate Connection CF01115 )ate Rev Jun'15 1 01 at Each end on Erection Drawings Section "A" Column C i Double Clevised Rod Brace Attachment WR_ Clevised Rod Brace Assembly NOTE: Double Rods are noted as "0 DBL BRACE on Erection Drawings See Erection Drawings for required Part Mark and location. Note; Turnbuckle included on Assembly only when both ends of Rod are Clevised. PF04114 Welded Clip Interior Bay CF01110 Ic'12 02 with Nested Zee Girt Se '13 a 01 GIRT LAPS PAST C.L. COLUMN: 0'-5 3/4" CL Column 1'-5 3/4" rL Column 1 3/ 1 3/4" 2'-5 3/4" 3'-1 3/4" MAIN GIRT AIN GIRT+ + + +MAIN GIR1+ NESTED GIRT 3 1/2" LAP 3 1/2" LAP Bolt with Hex Nut J"0 A325 x 2" at ro & r0 Rod J"0 A325 x 2}" at J" 0 Rod 111"0 A325 x 3" at 1"0 & 1"0 Rod 1r0 A325 x 4" at fro Rod Wing Plate on Column, Rafter or Pipe/Tube Strut EREC71ON NOTE: DETAIL SHOWN AT COLUMN AND IS SIMILAR AT RAFTER OR PIPE/TUBE STRUT. WELDED CUP PRIMARY FRAME DETAIL GIRT ATTACHMENT DETAIL TO GIRT CLIP 1 ALL BOLTS ARE A325 WITHOUT WASHERS AY I SEE ERECTION DRAWINGS FOR GIRT ELEVATIONS By -Pass Zee Installation -Triangle Punch Points In Direction Of Large Flange Zee Lop Large (Typical) Flange A V E 1 F01121 F.- 10100 1/4"t 1 1 Section A 1Large Flange q -Frame I q-(LFrame r The large leg of the Zee must be alternated from top to bottom in order to nest the member correctly. A triangle has been added to the end of the Zee near the connection holes, that will point to the large leg of the member. � o w N CV aD � Of LO oa ® ❑ mZ0 to J .-.i mnw a) Z of of j� 0 aD 1:1 Elsf Warnes fnZQJ O N W of Z E ijsJa a y Z0 W 3 U NN:3J O Scale: NOT TO SCALE Drawn by. HX 11/13/15 Checked by. TJD 11/18/15 Project Engineer: KMC Job Number. 15-B-15781-1 Sheet Number. R12 of 23 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. Bejun Anklesaria, P.E. California P.E. 64613 DRMMI5A ENMM10A BUTTE COUNTY � BUII_I?INC DIVISION A PROVENov 18, 2015 , EXP �3012il1i Bolted Clips - Framed Opening Connections P.W Cold Form and Hot Rolled - Vertical Lift Hardware M Sub Jamb Sub Jamb See AC00915 thru AC00923 JL. (Hot Rolled) JR- (Hot R011ed) and AC01324 thru AC01332 DJ- (Cold Form) DJ- (Cold Farm) 'A" aZee/Cee Girt rn Sub Jamb CL751 Clip ••—Sub Jamb JL_ (Hot Rolled) Typ. at Girt R t R II d DJ- (Cold Form) is z 1 :F i3 Jamb x JL- (Hot Rolled) DJ- (Cold Form) J -(Ho 0e) DJ -a (Cold Form) 'A' (11 Zee/Cee Girt SC425 Ciip Typ. at Header DH- (Cold Form) \-See AC01323 ++ Zee/Cee Girt Zee Cee Girt CL751 Clip See AC01323 Typ. at Girt CL751 Clip Jamb JR- (Hot Rolled) Steel Llne---- DJ- (Cold Form) r Three Opening Width --I '--See AC01323 Sided Framed Opening with ++ Girt within opening is Vertical Lift Hardware provided when Framed Opening is to be paneled over. Sub Jamb CL751 Clip O O (2) rO Bolts Feld Drill A"O Holes in Girt at Steel Llne---- Field Located Framed Openings Zee/Cee Girt Girt Height CL751 Clip LCLO Jamb/Sub Jamb --911— (Cold Form Shown, Section Hot Rolled Similar) 'A" AC01321 Knock Down Walk Door Anchor Placement rv'14 02 2 1/2' 1' Sheeting Notch if required Field Locate AC051301 Knock Down Walk Door ar'151,011 With Low Girts Attached to Door Frame Door Frame 1/2' Dia. Base Anchors m d m (provided by door o manufacturer) Ilri co 1 o 1 104 1711 , I 1�I �!I r Steel Line I N N N The adequacy of the 1/2' dia. base anchors provided by the door manufacturer is not the responslolity of the Building Manufactuer. The adequacy of these base anchors should be determined by a qualified foundation engineer. Girt E AC05131 Mar'15 01 Door Frame Walk Door Clip (WDC8,WDC10,WCD12) CIO Low GirtWalk Door Angle (WDA) T` -- Shown In Detail 'B", Used Field to Brace Strike Jamb when cam-, Cut Girt low girt at elevation 2'-6' thru 4'-6' is not present. J Attachment To Framing Elevation Concrete, Not by Metal Bldg. Mfr. Low Girt (FieldFastener J12A SL Cut At Jamb) 12-14 x 1' Pancake Girt SD W/O Washer (two at each girt flange) --_---- --- Door Frame 1/2' Door Header Section At Low Girt Section Thru Header Walk Door Clip (WDC8,WDC10,WCD12) Fastener 112A 12-14 x 1" Pancake (2 Fastener J1B SD W/O Washer 1/4-14 x 1 1/4' (2 per Jamb Leg) SD W/O Washer Door Frame Field Bend alk Door Angle (WDA) Detail "B" At Wolk Door Angle Open Wall with Cee Girt Installer Note: The interior leg of the Installed Channel Closure Trim is to be oriented (td') to match the interior leg of the Header or Jamb Wall Panel Fastener /17A 12-14 x 1r SD W/Washer a Remove Insulation from / vinyl backing. Insulation / must not be exposed to weather. Feld` I �F,a, at•1'-B' O.C. Drip Trim F201 Dational Channel Closure Trim Place Mark F981 -8" Member JF2993 - 10i" Memb F2994 - 8J' Member F169 - 12' Member F982 - 1" Member F9005 - 12r Memb GD04001 ar'15 02 >x,. xo rays • -.- Formed Base Trim PW02010 PBR Wall Panel PW02107 PBR Wall Panel PW03001 PBR Wall Panel PW03003 GATE REV N0. Data RBV Details Sep'10 00 F73 Formed Base Trim Without Panel Recess Oct 14 00 Outside Corner Trim Mar'15 05 Open Wall Comer Trim Mar'14 01 Out to out of concrete 1 F73 F73 ' F73 `tom G '-------Bulding Slab .A `o Formed Base Trim x 20'-0" (Typical) F73, square cut at both ends 43 Edge of slab F73 Opening F73 ate:Field cope a "A" Bottom leg PBR Wall Panel 1. NoUse of sheeting notch in At inside 4M^ Concrete is not recommended. Comers 2. Attachment of trim to Optional Foam Closure Concrete is by others. HW455 3. Formed base trim is provided to 20'-0" lengths (std.), field F73 yi cut as req d. Z Out to out of �� Out to out of concrete Concrete Formed Base Trim Typical Layout 5 8" t" 1/4" Dia. Anchor (min.) at 36" O.C. (min.) HW1112 not by Bldg Mfr. Formed Base Trim N� r'�Fir. F73 Fastener #14A 1/8" x 3/8' Concrete (2) Required 1 7/8" F73 F73 Section "A" - Formed Base Trim Typical Outside Comer Application Fastener /17A 12-14 x 14' SD W/Washer 5"-7'-5' O.C. Concrete Fastener }"0 Minimum S-0 O.C. Maximum (Not by Metal Building Mfr.) PBR Panel Fastener #4A J"-14 x I' SD W/Washer at 1'-8 O.C. Field remove bearing leg as required Corner Trim F830 or F862 Ct Panel Rib Note: Standard panel location for Start and End panels is q panel rib at steel line. Refer to erection Drawings for panel location and Comer Trim piece mark. open WON cans Trim (See Flashing Lalaut) Fastener #17A 12-14 x 11" SD W/Washer at each girt art Fastener #17A 12-14 x 1r SD W/Wosher at each girt Fastener #4A }'-14 x j" SO W/Washer at r-8 D.C. a co o 4 U aNi O w O lb 0 v h C Orn U 0) to 0 UZ ® ❑ y U mLi Z Z0 10 J .y .y a) Z 1 er W of Nil 0 of ❑ ❑ N�aO WWJPW u) m J NZaJ O W00-LJW t7 E -J5Z o) y Q,00 0 i W o rVnN7J O Scale: NOT TO SCALE Drawn by. HX 11/13/15 Checked by. TJD 11/18/15 Project Engineer. • KMC Job Number. 15-B-15781-1 Sheet Number. R15 of 23 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. Bejun Anklesaria, P.E. California P.E. 64613 DRMMI5A ENMMIOA BUTTE COUNTY 64613 `# BUILDING 011NIISION e"�� � Nov 18, 2015 EXP.�130J2017 PBR Wall Panel Panel Side Lap 6-14 x 6" SD W/Washer Ming DF al, at 1'-8 o.c. CORRECT 6-14 x 6" SD W/Washer Sheeting Dirmtbn of 1'—B O.C. WRONG Mar'1 Wall Girt Wall Girt Wall Bas , Note /2 Note /1 PBR Wall Panel Panel End Lap AO Fastener {'17A 12-14 x 1r SO W/Washer © Fastener #4A r-14 x r SD W/Washer at 1'-8 O.C. c 3 Sheeting Direction Girt P."PW05011 PBR Wall Panel Fastener Location Page PW05003 jDate lRev Ng1a: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 Aug '15 0� PW07027 1'—Cr 1'-0" 1'-0` Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Se '14 03 Opening Width + 6" (+2" Lap when req'd) Field Notch Panel at Head Trim See Note ,fl 7- 5" 7" 5" 7" �1,-0- Jamb Trim Field Cut Details Note /1 See Note /2 1'-0` 1'-0" Fastener #17A12-14 Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 gR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. x 1j" SD W/Washer See Note /3 7', 5", 7", 5", 7" o e o e Ngie: Trim Installation can be done by Field Notch Panel as shown on PWO7022 & PW07023 48 with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Sheeting Direction Note /2 See Fastener f17A 12-14 x 11" SD W/Washer See PW05011 for Panel End Lap ap 1'-0" O.C. Note: See Note /1 Note j3 e For "Optional" Opening Width + 8" (+2" Lap when req'd) Fastener /4A Fastener #14A i" x r Pop Rivet at Channel Closure Trim Field and Remove �-14 x r SD W/Washer 1'-8 O.C. at Cold Form see PW07028 1'-8" O.C. OR 1 enin Width 1�" 3 M See Note /2 Eave Strut __�_ I I Remainder and Wall Girt Wall Girt Wall Bas , Note /2 Note /1 PBR Wall Panel Panel End Lap AO Fastener {'17A 12-14 x 1r SO W/Washer © Fastener #4A r-14 x r SD W/Washer at 1'-8 O.C. c 3 Sheeting Direction Girt P."PW05011 PBR Wall Panel - Three Sided Framed Opening P�PW070Z Trim Installation with Field Notch Panel at Head Trim Se '14 n03 IVlar'14 R 01 P PW07024 Ng1a: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 PBR Wall Panel - Three Sided Framed Opening PW07027 g13 with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Se '14 03 Opening Width + 6" (+2" Lap when req'd) Field Notch Panel at Head Trim Trim Installation with Field Notch and Bend Tabs at Head Trim Field Notch and Bend Tabs at Head Trim Jamb Trim Field Cut Details 3" Opening Width 3" See PWO7023 Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 gR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. & PW07027 Lir M o e o e Ngie: Trim Installation can be done by Field Notch Panel as shown on PWO7022 & PW07023 48 with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Head Trim F481 e pJi with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. See v PW07030 ap •0 Note: I I . ++ -«� 1�- •-� 1�" ` e For "Optional" Opening Width + 8" (+2" Lap when req'd) m Fastener #14A i" x r Pop Rivet at Channel Closure Trim Field and Remove Cut Opening Width + 3" 1'-8 O.C. at Cold Form see PW07028 a OR 1 enin Width 1�" 3 Fastener y16 t12-24 x 1}" SD Pancake DP5 W/O Washer Remainder and Alternate Jamb Trim F484 Jamb Trim F482 at 1'-8 O.C. at Hot Rolled in x e Top View + c" Bead of HW54_ Tube Caulking 2" Lap with (2) u from Header to Floor (see section) Fasteners #14 Front Mew I I End View o d" x f}" Pop Rivet x Jamb Trim F482 Jamb Trim F482 Typ at Head & c or Alternate F484 or Alternate F484 Jamb Trim when required. Field notch oe as required. J. Head Trim F481 I I Field Cut and Remove Caulkin 9 See PW07029 Front Vtew —i F— 2" Lap with (2) Fasteners X14 e /— Finish Floor Line e Width RgicL All trim is to be Nate: Field measure Opening Width Installed BEFORE blanket and Height before making field cuts insulation is applied to walls. and adjust cut dimensions accordingly. PBR Wall Panel - Three Sided Framed Opening P'FPW07023 PBR Wall Panel - Three Sided Framed Opening P PW07024 PBR Wall Panel - Three Sided Framed Opening P'PW07025 PBR Wall Panel - Three Sided Framed Opening PW07027 Se '14 R03 Se '14 x 03 Se '14 03 Se '14 R 01 Field Notch Panel at Head Trim Trim Installation with Field Notch and Bend Tabs at Head Trim Field Notch and Bend Tabs at Head Trim Jamb Trim Field Cut Details Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 gR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. 41" W07 Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 Ngie: Trim Installation can be done by Field Notch Panel as shown on PWO7022 & PW07023 48 with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. pJi with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. I I . ++ -«� 1�- •-� 1�" q'd) Opening Width + 6" (+2" Lap when req'd) Opening Width + 8" (+2" Lap when req'd) Width + 6" (+2" Lap when req'd) Field and Remove Cut Opening Width + 3" *Opening Width + 3" *Note: Field measure Opening Width and 1 " *Opening 1� cut Head Trim to Head Trim F481 1 enin Width 1�" Width *Field Cut required length. See PW07025 Remainder and Alternate Jamb Trim F484 Jamb Trim F482 & PW07027 Remove Head Trim F481 Top View 4d" Front Mew I I End View x __ F_ 2" Lap with (2) Fasteners J'14 oI r x A* Pop Rivet and HW54_ J. Head Trim F481 I I Field Cut and Remove Caulkin 9 Field Notch and Bend 1}" Tab behind Jamb Front Vtew —i F— 2" Lap with (2) Fasteners X14 PW070 0 Trim. Attach with See End Cut Detail a" x A" Pop Rivet and HW54_ Opening Width 3" Openinq Width 3" Field notch Panel Fastener #'14 i" x Caulking W Opening Width I � at Head Trim 9 •o r Pop Rivet. See Fastener 6t14A d" x a" Pop Rivet PW07025 for details. at 1'-8 O.C. at Cold Form a OR Fastener #16 Do not cut or Note: All trim is to be remove back leg Installed BEFORE blanket Insulation Is applied to walls r '•o :m Cut and remove a 12-24 x 1J" Pancake SD DP5 W/0 Washer at 1'-8 O.C. I Bend 1�" Tab 1} down 90 degrees dote: Panel position Is shown with n remainder of front fold S at Hot Roiled �" Panel Rib and Opening on 1'-0 module. c • r • N d i Location of Rib may ver de end n on Y Y P 9 • r • + _ } "Bead of HW54_ Tube Caulkin r Floor see section from Heade to � Opening Width and location. Field Field Cut the Ope g W h I Panel and Trim. measure before cutting P I and Remove 9 3 (2) Fasteners X14 a Rivet J* x f"Pop • Head Trim F481 r t ! : -" lir ,,. a' '` / `o : Caulk;wlth HW54_;,;;.,<,,; �. these in C `c • + a o r e 2" La with 2 P O Jamb Trim F482 Jamb Trim F482 Fasteners bi14 Alternate F484 End an E n Cut Det (Viewed from top of Head Trim) Side View at Head Trim J at la P iv v rn — See PW07027 J x at edges ,lotis �� aftM instal a III rn O or Alternate F484 or " x " Po Rivet d f<! P N x w O for Jamb Trim c field cut detail � a::T;€ia.s.:;:':,.,. a. + "s. S`';{ar;!; t �is� . ;:i1�;%aC§��; �: �i':'. `�;� Vis! ;`s� ';;i �is; .%: o a, c c• T at Head & YP Jamb Trimwhen it Id ch required. ed. Fie not q a a as required. Opening Width Opening Width 1 9 Field Notch and Bend 1 Tab behind Jamb Trim. Attach with 2 La when required. + rn P q 1" J= Field cut and notch c r ed. as required. q H 2 o g Jamb Trim F462 :' :, g See PW07029 Fastener #14 }" x Pop Rivet I I x a or Alternate F484 ; Note. For "Optional" • • c 0 Channel Closure Trim :,► �" Pop cuane Fastener jp4A " x Field t Panel Rivet at 20 O.C. at Cold Form see PW07028 Finish Floor Line o e • Head Trlm F461 Finish Floor Line OR Fastener #16 See PW07027 for Jamb Trim field cut detail rr 12-24 x 1 J" SO Pancake DP5 W/ O Washer at V-8 O.C. enin Width I g I a' Jamb Trim F482 or Alternate F484 Side V(ew at Sill Trtm at Hot Rolled Fastener 4A i" x I" Pop Rivet at g Jamb Trim F482 Note: Panel position to shown with 1'-8 O.C. at Cold Form and Panel Rib and Opening on 1'-0 module. OR I II I I I Note: Field measure Opening Height Alternate Jamb Trim F484 Note: All trim Is to be Location of Rib may vary depending on installed BEFORE blanket the Opening Width and location. Field All trim to be Nets: Field measure Opening Width Fastener /16 12-24 x 1}" Pancake SD DP5 W/0 Was before making field cuts and ad st Front View 9 Right Jamb Trim as shown cut dimensions accordingly. 9 insulation Is applied to walls PP measure before cutting Panel and Trlm. installed BEFORE blanket and Height before making field cuts Installed E Insulation is applied to walls. and adjust cut dimensions accordingly. at 1'-8 O.C. Field cut Panel Left Jamb Trim opposite hand at Hot Rolled BUTTE COUNTY BUILDING DIVISION U IS 03 m 0 O c 0 'S m } G o G g pFp. o in O mp O U V o o 2 o a O y U • U tE LO •l d 0 m m O C -)u'0 ® ❑ x mzo V o mW ._0)z G E M a E Q v � N ao0 co LJ ❑ ❑ V ��•1¢rnw w NZ¢- O L (D V Z cn a� E�SJa a _Z, ¢,0N 3 U NNJJ O Scale: NOT TO SCALE Drawn by. HX 11/13/15 Checked by. TJD 11/18/15 Project Engineer. KMC Job .Number. 15-8-15781-1 Sheet Number. R16 of 23 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. Bejun Anklesaria, P.E. California P.E. 64613 DRMMI5A ENMM10A C64613 Nov 18, 2015, E"•817 L i PBR Wall Panel - Three Sided Framed Opening "Optional" Channel Closure Trim /4.-..t"� IAeAiI. t 7• rtM 1 .... ,.,4.�.. � .JA\ Mar'1 2" Lap typ at Head do Jamb when required. Field cut to length if req'd and notch. 1" Field bend tab down 90 degrees 3J' Opening Width 2}" Field cut and remove OptionChannel Closure Trim Piece Mark Channel Closure Trim F981 - 8" Member F2993 - 104" Member F2994 - 8}" Member F169 - 12" Member L i ° e e e ° 3}' Field cut and remove Channel Closure Trim See Nov'14 03 Nov'14 03 installed BEFORE blanket PW07030 Inaulatlon Is applied to walls. Channel Closure Trim at Jamba Fastener /14A a" x J" Pop Rivet N23e_ Field measure Opening Width at V-8' O.C. at Cold Form ° and adjust cut dimensions accordingly. OR Cut Detail r Fastener #16 Fastener Fastener #4 x J" LL SD W/Washer 12-24 x 1}' Pancake SD DP5 = W/0 Washer at V-8 O.C. 1 at 11 at 1'-8" O.C. at Hot Roiled o 5' 7' Channel Closure Trim 1'-8' O.C. Tape Sealer J" x A' ° Channel Closure Trim ° See HW507 PWO7029 ° Finish Floor Line o Mar'1 2" Lap typ at Head do Jamb when required. Field cut to length if req'd and notch. 1" Field bend tab down 90 degrees 2}" Field cut and remove OptionChannel Closure Trim Piece Mark Channel Closure Trim F981 - 8" Member F2993 - 104" Member F2994 - 8}" Member F169 - 12" Member L i FNotes installed BEFORE blanket F982 - 10" Member F2995 - 12J* Member 1 3}' Field cut and remove Note: All trim Is to be Nov'14 03 Nov'14 03 installed BEFORE blanket Inaulatlon Is applied to walls. Channel Closure Trim at Jamba N23e_ Field measure Opening Width and Height before making field cuts and adjust cut dimensions accordingly. End Cut Detail Note: The Interior leg of the Channel Closure Trim Is to be oriented (d:1/B') to match the interior leg of the Header or Jamb. PBR Wall Panel - Three Sided Framed Opening PW07029 PBR Wall Panel - Three Sided Framed Opening P PW( Jamb Trim Installation 110411621 Head Trim Installation Mar'1 Fastener /14A ' x I' Pop Rivet at 20 O.i C. at Cold Form OR Fastener X116 12-24 x 1r Pancake SO DP5 W/O Washer at 1'-8 O.C. at Hot Rolled Double Sided Tape (Not by Bldg Mfg) Blanket Insulation -1 PBR Wall Panel •J Note: Terminate Blanket Insulation at capillary lip of Jamb Trim Field flatten Trim leg when required Jamb Trim F482 (shown) or Alternate Jamb Trim F484 Jamb (Cold Form shown Hot Rolled similar) "Optional" Channel Closure Trim See PW07028 for details. }" Bead of HW54- Tube Caulking (Header to Floor) Field Cut Wall Panel Opening Width Alternate Jamb Trim F484 Profile Note: Panel position is shown with Panel Rib and Opening on 1'-0 module. All trim Is to beLocation of Rib may vary depending on FNotes installed BEFORE blanket the Opening Width and location. Field Insulation Is applied to walls. measure before cutting Panel and Trim. PBR Wall Panel Fastener "7A 12-14 x 1}" SO W/Washe at 5"-7"-5" O.C. at Cold Form OR Fastener /67 12-24 x 1}' SD DP5 W/Washer at 5'-7"-5" O.C. at Hot Rolled -Fastener JI 4A d" x a" Pop - ;ivet at 20 O.C. at Cold Fom OR Fastener #16 12-24 x 1}" Pancake SO DP5 W/O Washer at V-8 O.C. at Hot Rolled "Optional" %- Header Channel Closure Trim (Cold Form shown See PWO728 for details Hot Rolled similar) Finish Floor Line Note: All trim is to be Installed BEFORE blanket Insulation is applied to walls PBR Roof Panel Fastener PGPR00011 and Tape Sealant Location I'Dec '12 00 12' 12' 12• 9 1/2" 9 1/2" 9 1/2' 2 1/2• I 2 1/2' Sheeting Direction See "GPR04016' All Roof Members Except As Noted Below 12" 12" 12• 2 1/2" I 7• 5• 7' 5" 7" I 2 1/2' Sheeting Direction See "GPR04016" At Eave Strut, Panel End Lap. and Peak Purlin Note: Screw Patterns Shown Satisfy U.L 90 Requirements For Roof PBR Panel End Lap Detail PR04015 PBR Panel Side Lap and End Lap Details 1 GPR04016 PBR Panel Peak Box OPRO5001 PBR Panel Panel Closure at Sheeted Endwall L(iPR05005 �1,�,14 R02 Nov'14 03 Nov'14 03 Date Ro5 Sheeting Direction Fastener Fastener #4 x J" LL SD W/Washer }-14 x } SO W/Washer Prevailing Wind at 11 at 1'-8" O.C. Note: Roof quire 4:12 or lees Panel Closures HW456 5' 7' S• 1'-8' O.C. Tape Sealer J" x A' d ends are required on all sheeted endwalls. Tape Sealer HW507 HW507 Roof slope greater than 4:12. Closures HW422 are required on all sheeted endwalls. Field form / notch (3) Fastener /4 HW422 to panel profile. 1/4-14 x 7/8' (Rake to Peak Box) End Lrm Screw Soactna SECTION THRU PANEL SIDELAP 1 I 1 1 1 I 1 Rake Trim P� 84 Rake Trim Fastener #3Sheetl Two Continuous Layers I i 1 12-14 x 1}• LL SD W/Washer n Directl Tape Sealer J" x J' "-' ---- Two Continuous Layers 4' at 5•-7"-5' O.C. on HW507 O 0 I O O AngleF Rake Angle Tape Sealant r x Fastener #3 1' Min 1 1" Min.Rake HW507 12-14 LL Down Slope of Screw Line PBR Panel x1}• SD W/Washer at 5'-7'-5' O.C. Outside Closure Fastener #4 }-14 x �' LL /4 Tope $B0w HM506 at 1'�0 O.4 x C�• LL W/Washer Rake Trim See Note Rake Trim Closure PBR Panel SO W/Washer Roof Panel (See Erection Drawings (See Erection Drawing) SeeOutslde See Note at V-8" O.C. PuH'n TFastener for Piece Mark) for Piece Mark Rake Angle Rake Slide Trim -� Peds Box F215 (See Erection Dwgs Fastener j17A far Piece Marks) " 12-14 x 1 1 4SD W/Washer / � Endwall Panel Endwall Panel Fastener j4A 1• 1/4-14 x 7/8' SD W/Woshertekk Panel Llosare PANEL ENDLAP DETAIL at each panel rib up to 4:12 RS Eave Strut Standard Alternate Purlin For roof runs For roof runs Of 100'-0' or less Greater Than 100'-0' (Overlap Tape Sealer on Closure by a }" Minimum) PANEL SIDELAP DETAIL AT LOW EAVE Is Closure HW455 Tape Sealer 1" x" iO6 top and bottom rrim (When required, may require attachment before installing Roof Panels) FloAlng Proms may vary dependent upon project order. Attachment as Illustrated are applicable for all profiles. d 0 G o G g � o y O mRo v V a o 2-J00 o � O C y erg L0 O N �S Orn � rn LZ Lz o z () ® ❑ x ¢wz mzo V p COJ M z C G R ` G o` o w � .E �` e N ao El 1:1 0 tod QED! w 'nz¢`J S m W Ofz E 0S�n. ,c two Z.0175 3 U fnNJJ O Scale: NOT TO SCALE Drown by. HX 11/13/15 Checked by. TJD 11/18/15 Project Engineer. • KMC Job Number. 15—B-15781-1 Sheet Number. R17 of 23 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. Bejun Anklesoria, P.E. California P.E. 64613 DRMM15A ENMM10A BUTTE COUNTY064613 1 BUILDING DIVISION Nov 18, 2015t,,',LEXP.60AW1? APP OVED ANKNO .0 T PBR Panel Fixed Ridge Detail (6) Fastener 14 �14xrLL 1 SD W/Washer T I 1 I 1 I I 1 T ; 1 I Fastener 13 i 12-14 x IrLL SD W/WcsherLL 'PBR' Roof Panel PBR Light Transmitting Panel - Lap Details Non U.L. 90 Application Fastener #3 4" 12 SD W/Washer 6 at End Lap Tape Sealant HW506 (Tpy.) Fastener #4- 11 /4"-14 x j" LL SO W/Washer at 1'-8 O.0 Tape Sealant HW506 LTP Flushing - F75 or F76 Vinyl Backing Light Troru Panel A-* Note: Strip 4" of insulation from vapor barrier and fold back over purtin.(Typ.) Fastener #3 12-14 x W LL SD W/Washer at 1'-0 On Center Light Transmitting Panel PR060031 PBR Panel iu'1A1'!')1 Fixed Ridge Detail Die Fanned Rkip Cop 1`52 Fastener /3 4'+/- rt Sym. 12-14 x 1r LL * I SD W/Washer 1 l �PBR i anel I H�Seder Peak Pwlil '1 1PR25003 PBR Roof Panel - Signature Standard and Standard MPR02001 ar'14 TR-- 1 Large Gutter -Sheeted Wall Nov'14 x05 NotFastener #4 Screw wm wmust be Installed through the Tape }-14 x i• Sealer to ensure a water tight connection. LL SD W/Washer Tape Sealer HW506 6' Long Gutter Support PBR Panel Section A *Standard LTP = 10'-8. A minimum of 4' is required for o panel lap. The LTP may be field cut or lap under the up -hill roof panel, 12" maximum. Note: Field Cutting Light Transmitting Panels Light transmitting panels may need to be cut in the field. If required, follow these steps: • Up to five (5) LTP's may be cut at one time. • A circular saw with a 24 tooth per inch blade, will work best. • Cut slow and allow the blade to work without excess pressure. • Allow the blade to cool between cuts. WARNING: These light transmitting panels are not designed or intended to bear the weight of any person walking, stepping, standing, or resting on them. JHE MANUFACTURER DISCLAIMS ANY WARRANTY OR REPRESENTATION. EXPRESS OR IMPLIED, that any person can safely walk, step, stand, or rest on or near these light transmitting panels, or that they comply with any OSHA regulation. Gutter Support Standard F893 (shown) Standard Large F3357 attached with (3) Fastener /14 J-14 x J" LL SO W/Washer (See Erection Drawings for Spacing) Eave Gutter Standard F46 (Shown) Standard Large F3830 Eave Trim F2955 Without Closure Fastener X114 "0x$" 3'-0 O.C. With Closure Fastener /14A i"0xr 1'-0 O.C. See Sheeting Layout ,_ Fastener #4 }-14 x r LL SD W/Washer at 1'-0 O.C. Fastener #3 12-14 x W LL SD W/Washer at 5'-7"-5" O.C. Inside Panel Closure HW455 with continuous Tape Sealer HW506 top and bottom Note "A" Fastener #14A I}"0 x r 5'-0" O.C. Fastener #17A 12-14 x 1}" SD W/Washer "Optional" Outside Closure HW456 - PBR HW429 - PBR (see PW05020) HW460 - PBU HW465 - AVP/PBA/ Vistashadow PBR Light Transmitting Panel Assembly Non U.L. 90 Application Note: Do not allow insulation vinyl to interfere with panel lap and mastic. Fastener #3 o+ x 1>)" LL Fastener 4 � SD W SD W/Washer (6) 1/4-14 x J" LL at each End Lap SO W/Washer at F653 1'-8 O.C. F3830 F3831 (14) Fastener #14 I3'-0' I Northern 15 -Member Screws End Lap Screw Layout astener #3 F658 14 -Stitch Screws F875 12-14 1r LL F642 30 L.F.-l" Tape Sealant x SD W/Washer (3) U CD at Mid Span I 3'-0' I Mid Span Screw Layout •� PBR Roof Eave Gutter End Lap Installation _'r'zRriia' '1 ins - rostener Wi4 ant i -d x fl. 2' o.c. max. (For placement see details below) (Profile varies, Northern F394 shown) (13) Fastener ¢14 (15) Fastener #14 required at lap required at lap Standard Standard Large F46 F3830 Z 1" Max. 2" o.c. max. Typical Spacing (15) Fastener #14 (17) Fastener x!14 required at lap required at lap Northern Northern Large F394 F875 PBR Light Transmitting Panel (LTP) Layout Non U.L. 90 Application runn GPR is +01) 25003 E p M E 0 U) 3 O o in J W -y c Z o Purlin ¢ o a o 1- o 210 NOTE: oo _J w E Refer to GPR25003 ') for insulation lap 25003 0 0 GPR U) M 25003 Purlin Endlap 15 -Member Screw 3'-0" I 3'-0" I 3'-0" I 14 -Stitch Screw nt 30LF-1" Tape Seala Sheeting Direction 1. Place roof panel #1 in position and attach to roof framing with member screws. Before panel #2 is positioned, Install tape sealant along the outer edge of the panel rib on panel #1. The tape sealant should always be positioned to the outer edge of the panel rib so that water cannot seep into the panel lap and the stitch screws do not penetrate the sealant, which will create a void in the seat. 2. Place panel #2 in position. Secure the panel to the roof framing with member screws. DO NOT place any member screws on the end lap where the Light Transmitting Panel will be positioned. Do not install the last member screw at the eave. This screw will be installed later. Apply tape sealant along the end of panel #2 where the Light Transmitting Panel will be attached. DO NOT APPLY TAPE SEALANT TO THE RIGHT SIDE OF THE PANEL. Do not fasten the panels together. 3. Place the Light Transmitting Panel #3 in position. Attach the Light Transmitting Panel to the roof framing with member screws, Leave out the last member screw at the panel end lap. DO NOT attach the end of the Light Transmitting panel to the roof member where panel #4 will be attached. Apply tape sealant to the end of the Light Transmitting Panel where panel #4 will be positioned. DO NOT APPLY TAPE SEALANT TO THE RIGHT SIDE OF THE LIGHT TRANSMITTING PANEL. PBR Roof Gutter Expansion Installation -100'.0" Maximum Gutter (See Table) Gutter End Cap (See Table) (10) Fastener $14 This end only Gutter Expansion Cover (See Table) MPR04003 Jan '1413 Expansion Gutter Cap (See Table) F(2) Fastener #14 one side only Gutter End Cap (See Table) Gutter (See Table) BUTTE COUNTY BUit_Jll'1fi ? 4uISICN F"VE Nov 18, 2015 a U 'IQ } Gutter Gutter End Cap Expansion Expansion Cover Cap Standard F46 F47 (12) Fastener #14 F646 F653 Standard Large F3830 F3831 (14) Fastener #14 F3802 F3832 Northern F394 F395 (15) Fastener X114 F657 F658 Northern Large F875 F889 (17) Fastener #14 F642 F629 BUTTE COUNTY BUit_Jll'1fi ? 4uISICN F"VE Nov 18, 2015 a U 'IQ } C C G o C.g ° C � C m� o Gio C U CD I,- zrn •� _J z z 1,71 ❑ s mzo �rfOiw =5rnZ C G OC `C LLJ �2 Q� N Z asto El El 3 LU 00 L jr of z E 0 _j Zu)0 a�ZLU o V tnNJ� O Scole. NOT TO SCALE Drawn by. HX 11/13/15 Checked by. TJD 11/18/15 Project Engineer. KMC Job Number: 15-B-15781-1 Sheet Number. R18 of 23 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 manlifactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Bejun Anklesaria, P.E. California P.E. 64613 DRMM15A ENMM10A C64613 "P 81'9012017 PBR Roof Panel - Standard and Standard Large Low Eave Rake Corner with Eave Gutter -14" Wall Panel Fastener #17A --l' Fastener #14 Tape Sealer Fastener #4 HW506 }-14 x �" LL }"0 x fb" 2" o.c. max. Mitered Rake Trim SD W/Washer (7) at Stand, (8) at Large Standard Rake Trim To }-14 x i" LL F50L (Shown) Roof Panel Fastener #4-- F50R (Opposite) 1'-0 O.C. max. }-14 x r" LL Standard Large F385OR (Shown) SO W/Washer 3' O.C. max. F3850L (Opposite) Standard Large F46R (Shown) Gutter Standi PR04004 PBR Panel - Standard and Standard Large Iv'14 x04 Signature Rake Trim - Sheeted Wall Fastener #17A- 12-14 x 1}" SO W/Washer at each purlin Rake Trim Standard F50 (shown) Standard Large F3850 Fastener #4 }"-14 x ;' LL SD W/Washer at 1'-0 O.C. Tape Sealer HW506 Roof Panel Rake Angle RAi Purlin PRO5002 PBR Panel - Standard and Standard Large Iv 14 a04 Signature Rake Trim - Open Wall 8i" Standard F47hown) F3830L (Opposite) or Trim Rake Slide Rake Trim F47L (Opposite) Rake Trim F215 91" Large Standard Large Fastener #t4 Outside Panel Closure Outside Panel Closure F3831R (Shown) HW456 (Foam) at PBR HW456 (Foam) PBR F3831L (Opposite) }"0 x 11" (See GPRO5005) (See GPRO5005) End Ca 2" o.c. max. HW429 W429A Metal PBR D (12) at Standard (Metal) (See P HW429A (Metal) PBR (14) at Large (See P at PB) (See 0 at P U HW460 at PBU HW460 at PBU Gutter HW465 at AVP/PBA/ HW465 at AVP/PBA/ Vistashadow Vlstoshadow 1. Apply Tube Sealant to End Ca bottom and side tabs. Install Fastener #4A Fastener #4A PD Y P }-14 x ;" SO !/Washer Ca in from end of Gutter. Inspect after Installing and seal an }-14 x fi' SD W usher P P 9 Y t" C t 1 -0 O. . gape with Tube Sealant. at 1 -0 O.C. Standard(Fixed) aAlternate (Sliding) For roof runs greater than 100' 1}" Standard 2,) Attach Eave Gutter to Roof Panel locating end post face of For roof runs 100' or less 1}" Large Panel or Trim. (See Gutter Placement) 3.) Align edges of Eave Gutter and Rake Trim and attach Rake Steel Face of Panel Trim as shown. Apply Tube Sealant along edges to seal. Line JV&L or Trim 4.) See Eave and Rake Construction Details Included with Erection Gutter Placement Drawings for attachment of Eave Gutter and Rake Trim to Roof and Walls. Field Lo Opening Fastener #17A 12-14 x 1}" SD W/Washer at eachachpurpurlin Fastener #17A 12-14 x 11" SO W/Washer at 2'-0 O.C. Rake Trim Standard F50 (shown) Standard Large F3850 See Below Spacer Trim F2901 - 8" Member F2914 - 10" Member F2927 - 12" Member Fastener #4 }-14 x }" LL SD W/Washer of 1'-0 O.C. Tape Sealer SO Roof Panel � II u Rake Angle u RAi 1}• ��� Fastener #17A 12-14 x 11 SD W/Washer each purlin PR05003 PBR Roof rv'14 02 Rake End Lap Installation -14" Wall' Panel Rake Trim Rake Trim Rake Slide Trim Fastener #4A F215 }-14 x }" SO W/Washer at 1 -0 O.C. Fastener #4A 4-14 x I" SO W/Wosher at 1 -0 O.C. Standard Alternate For roof runs of For roof runs 100' or less greater than 100' Note: For some special conditions the outside rib of the finish panel may fall short of the rake trim. Use the rake extension trim for this condition. Field cut the rake trim and rake extension trim if required. Fastener #4 }-14xrLL SO W/Washer at Lap PRO5010 Fastener #4 }-14 x ;• LL SO W/Washer 3" O.C. max. (Trim Color, For Placement See Details Below) Backside View of Lap Fastener #17A --l' (7) Fastener #14 required at lap 12-14 x 1}" SO W/Washer / Field cut Fastener #4 }-14 x i" LL Notch to allow SD W/Washer Mitered Eave Gutter Rake Trim to (4) Req'd At Lap Standard overlap lip of Standard Large F46R (Shown) Gutter Downspout Strap F46L (Opposite) F797 - 3 "x4" and 4'x5' Downspouts (1) at F797 End Cap Standard Large Field Cut flush F1829 - 8"x6' Downspout F3830R (Shown) with Face of Panel a"0 x {)f" Pop Rivet SS Fastener #4 }"-14 x ;' LL SD W/Washer at 1'-0 O.C. Tape Sealer HW506 Roof Panel Rake Angle RAi Purlin PRO5002 PBR Panel - Standard and Standard Large Iv 14 a04 Signature Rake Trim - Open Wall 8i" Standard F47hown) F3830L (Opposite) or Trim Rake Slide Rake Trim F47L (Opposite) Rake Trim F215 91" Large Standard Large Fastener #t4 Outside Panel Closure Outside Panel Closure F3831R (Shown) HW456 (Foam) at PBR HW456 (Foam) PBR F3831L (Opposite) }"0 x 11" (See GPRO5005) (See GPRO5005) End Ca 2" o.c. max. HW429 W429A Metal PBR D (12) at Standard (Metal) (See P HW429A (Metal) PBR (14) at Large (See P at PB) (See 0 at P U HW460 at PBU HW460 at PBU Gutter HW465 at AVP/PBA/ HW465 at AVP/PBA/ Vistashadow Vlstoshadow 1. Apply Tube Sealant to End Ca bottom and side tabs. Install Fastener #4A Fastener #4A PD Y P }-14 x ;" SO !/Washer Ca in from end of Gutter. Inspect after Installing and seal an }-14 x fi' SD W usher P P 9 Y t" C t 1 -0 O. . gape with Tube Sealant. at 1 -0 O.C. Standard(Fixed) aAlternate (Sliding) For roof runs greater than 100' 1}" Standard 2,) Attach Eave Gutter to Roof Panel locating end post face of For roof runs 100' or less 1}" Large Panel or Trim. (See Gutter Placement) 3.) Align edges of Eave Gutter and Rake Trim and attach Rake Steel Face of Panel Trim as shown. Apply Tube Sealant along edges to seal. Line JV&L or Trim 4.) See Eave and Rake Construction Details Included with Erection Gutter Placement Drawings for attachment of Eave Gutter and Rake Trim to Roof and Walls. Field Lo Opening Fastener #17A 12-14 x 1}" SD W/Washer at eachachpurpurlin Fastener #17A 12-14 x 11" SO W/Washer at 2'-0 O.C. Rake Trim Standard F50 (shown) Standard Large F3850 See Below Spacer Trim F2901 - 8" Member F2914 - 10" Member F2927 - 12" Member Fastener #4 }-14 x }" LL SD W/Washer of 1'-0 O.C. Tape Sealer SO Roof Panel � II u Rake Angle u RAi 1}• ��� Fastener #17A 12-14 x 11 SD W/Washer each purlin PR05003 PBR Roof rv'14 02 Rake End Lap Installation -14" Wall' Panel Rake Trim Rake Trim Rake Slide Trim Fastener #4A F215 }-14 x }" SO W/Washer at 1 -0 O.C. Fastener #4A 4-14 x I" SO W/Wosher at 1 -0 O.C. Standard Alternate For roof runs of For roof runs 100' or less greater than 100' Note: For some special conditions the outside rib of the finish panel may fall short of the rake trim. Use the rake extension trim for this condition. Field cut the rake trim and rake extension trim if required. Fastener #4 }-14xrLL SO W/Washer at Lap PRO5010 Fastener #4 }-14 x ;• LL SO W/Washer 3" O.C. max. (Trim Color, For Placement See Details Below) Backside View of Lap (7) Fastener #14 (7) Fastener #14 required at lap required at lap F797 - 37"x4" and 4'x5" Downspouts astener #4 Fastener #4 }-14 x i" LL 4-14 x r LL SD W/Washer SO W/Washer (4) Req'd At Lap (4) Req'd At Lap Northern Large Standard Standard Large F50 F3850 -Fastener #14 i"e x 11" 2" o.c. max. (For Placement see details below) }" bead Tube Sealant Rake Trim t� (Profile varies, Standard F50 shown) (7) Fastener #14 (8) Fastener #14 required at lap required at lap F797 - 37"x4" and 4'x5" Downspouts Fastener #4 Fastener #4 4-14 x i" LL SO W/Washer }-14 x a" LL SO W/Washer (4) Req'd At Lap (4) Req'd At Lap (1) Per Side at F797 (2) Per Side at FBI, F903 Northern Northern Large F234 F996 Roll Form Downspout Layout DP00001 Downspout Strap Attachment DP00011 Downspout Strap Attachment DP00013 12" x 10'-0 Ridge Vent _GPR12011 p Y PBR, RBR, AVP, PBA, VistaShadow, & IMP Fully Sheeted Wall Date Rev ShadowRib, Fluted & Flat Designer Fully Sheeted Wall Date Rev PBR Panel Nov'14 R 02 Fug '141-011 Jun '15 02 Jun 15 00 (4) Fastener #14 Seal Downspout to 1/8" x 3/16" Gutter connection with ly Tube Sealant HW54_ Upper Downspout —� F320 (10'-6') F313 (14'-6") Downspout Strop (Tou) Dow r � • See DP00011 For Downspout • Strap Fasteners Lower Downspout ---�- F320 (10'-6") 1`313 (14'-6") (6) Fastener #14 1/8" x 3/16" • (TYP. At Splice) Nli Downspout Kickout �- F321 Note: 1. Refer to the building erection drawings for the spacing of the downspouts. 2. Locate all downspouts over a panel major rib If possible. 3. A field splice Is required for eave heights greater than 16'-0". Always measure the required length starting at the swaged end. After cutting to length, Insert the swaged end of the cut downspout into the top of the lower downspout. 4. Downspout straps F797 are Located at the bottom of a downspout, below a splice, and at mid point of downspout longer than 10'-6". See DP00011 for downspout strap fasteners. Fastener /4A -- --� `—' }-14 x r SD W/Washer (1) at 1797 Downspout Strap (2) at 1`81, 1`903 and 1`1829 F797 - 37"x4" and 4'x5" Downspouts Fastener 114 1`81 - 6"x6' Downspout Fastener #14 F1829 - 8'x8" Downspout i"0 x J* Pop Rivet SS F903 - 9rx9r Downspout (1) Per Side at F797 (2) Per Side at FBI, F903 Downspout and F1829(4"x5" Shown) PBR Wall Panel Attachment Fastener #4A _ Downspout Strap }-14 x r SD W/Washer (1) at F797 F797 - 3 "x4* and 4'x5' Downspouts (2) at FBi, 1`903 and F1829 F81 - 6"x6" Downspout F1829 - 8"x8" Downspout Fastener 114 F903 - 9rx9P Downspout i"0 x J" Pop Rivet SS (1) Per Side at F797 Downspout (2) Per Side at FBI, 1`903 RBR Wall Panel Attachment (4"x5" Shown) and F1829 (4"x5" Shown) Fastener #4A Downspout Strop }-14 x r SD W/Washer F797 - 31'x4' and 4"x5" Downspouts (1) at F797 F81 - 6"x6" Downspout (2) at FBI, F903 and F1829 F1829 - 8'x6' Downspout Fastener #14 F903 - 9rx9r Downspout i"0 x &* Pop Rivet SS Downspout (1) Per Side at F797 AVP B staShadow 2 Per Side at FBI, F903 () Wall Panel Attachment (4"x5" Shown) and F1829 Fastener #4A Downspout Strap }-14 x SO W/Washer F797 - 3 "x4" and 4'x5' Downspouts (1) at F797 FBi - 6'x6' Downspout (2) of FBI, F903 and F1829 F1829 - 8"x6' Downspout Fastener #14 F903 - 9rx9r Downspout a"0 x {)f" Pop Rivet SS Downspout (1) Per Side at F797 (4"x5" Shown) (2) Per Side at FBI, F903 IMP Wall Panel Attachment and F1829 Fastener #4A }-14 x r SD W/Washer Downspout Strap (1) at F797 /' F797 - 3J"x4' and 4"x5" Downspouts (2) at FBI, F903 and F1829 / F81 - 6"x6 Downspout J F1829 - 8"x8" Downspout Fastener #14 CO x {�' Pop Rivet SS F903 - 9rx9r Downspout (1) Per Side at F797 Downspout (4'x5' Shown) (2) Per Side at FBI, 1`903 ShadowRib Wail Panel Attachment and F1829 Fastener 14A }-14 x r SD W/Washer (1) at F797 (2) at FBI, F903 and F1829 Fastener #14 CO x J* Pop Rivet SS (1) Per Side at F797 (2) Per Sloe at FBI. F903 and F1829 Fastener #4A }-14 x }' SO W/Washer (1) at F797 (2) at FBI, F903 and F1829 Fastener #14 1"0 x J* Pop Rivet SS (1) Per Side at F797 (2) Per Sloe at FBI, F903 and F1829 Downspout Strop F797 - 3"x4' and 4'x5" Downspouts F81 - 6"x6" Downspout F1829 - 8"xB' Downspout F903 - 9rx9r Downspout Downspout Fluted Designer (4"x5' Shown) Wall Panel Attachment Downspout Strap 1`797 - 3J"x4" and 4"z5" Downspouts F81 - 6"x6" Downspout F1829 - 8'x8' Downspout F903 - 9Px9r Downspout Downspout Flat Designer (4"x5" Shown) Wall Panel Attachment Vent Die Formed Ridge Cap F52-_ (Max. 2 1/212) End Skirt Gutter Die Formed Ridge Cap F52 -- (Max 2 1/2:12) PBR Roof Panel Outside Panel Closure HW456 with Tape Sealer HW506 top and bottom Fastener 1.3 12-14 x 1J" LL SD W/Washer (See _PR00011) 'astener 14 1-14 x J" LL 5D W/Washer A 1'-0 O.C. Panel Closure HW456 )e Sealer HW506 I bottom This detail is for your convenience only. Ridge vents are not covered under weather tightness warranties. The building manufacturer does not recommend the use of a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. o � o 0 ON v `o to U y C; rn U W Mrn o 0 Z ® ❑ U0U mz0 fa J P0 LU a) z W �o a of ❑❑ N�a) 0- LLJW CY) V) 2 ., m LimUZh O_J 5; CL z� 3 U NNJJ O Scale.- NOT TO SCALE Drawn by. HX 11/13/15 Checked by. TJD 11/18/15 Project Engineer. KMC Job Number. 15-B-15781-1 Sheet Number. • R19 of 23 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. Bejun Anklesoria, P.E. California P.E. 64613 DRMM15A ENMM10A BUTTE COUNTY C6+1613 BUi! n;NC DIVISION fy$�� Nov 18, 2015 ,� EXN8t30n01i � Ridge Vent Installation PBR Panel Preformed for a 1:12 roof slope GPR1201 Dec'12e0 2.12 3:12 4.12 5:12 46:12!t Scribe Line End Cap Turn ventilator over and place gently on its top. Note that the end cap is pre—formed for a 1:12 roof pitch. The five bench mark dots represent 2:12, 3:12, 4:12, 5:12 and 6:12 roof pitches. Draw a line between indicated comers and the appropriate dot for the roof pitch. Cut and remove that portion of the end cap. On 5:12 and 6:12 roof pitches see vent manufacturers special instructions for the installation of the vent skirt. The end cap is now ready to recieve the end skirt. End Skirt Gutter (6 Fastener #14 1 8 x 3/16" �• Pop Rivet (6) Fastener #114 1/8 x 3/16" t End Cap Pop Rive End Cap Position end skirt onto end cap. Be sure the down—turned angle of the end skirt is inside of and up against the end cap. Attach end skirt to ventilator end cap with Fastener #14 in six places. This detail is for your convenience only. Ridge vents are not covered under weather tightness warranties. The building manufacturer does not recommend the use of a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Vent Operator Attachment with Sidewall Cable Assembly Vent Cable Clamp Pulley with Eyebolt Attached • Support Angle + Not By Metal Bldg Manufacturer Up to 2 Vents may be linked Using Vent Operator HW722 Cable Pulley with ' Eyebolt Attached + Support Angle r- Cable Pulley with Eyebolt Attached Cable Clamp - S Hook - Eyebolt Pulley with Eyebolt Attached J Eave Strut PR12100 Vent Operator Bar Attachment ic'12x00 with Cable Assembly Detail NOTE: For modular -spm buldings it Is not necessary to run Cable - cable to sidewall or endiedl. Cable may be ran to an interior column. Field connect the eye bolt to the column. ('T__ Eye Bolt 'S' Hook to be attached to the flange--,, of the girt with an eye bolt Not By Metal Bldg Manufacturer Up to 5 Vents Cirt may be linked Using Vent Operator HW724 Cable 'S" Hook eval k Chain + PBR Wall Panel - Walk Door & Glass- Front Walk Door Fasten 'S' Hook to eye bolt to ?s secure damper in dosed position. 3 PBR Wall Panel - Walk Door & Glass -Front Walk Door a PW09025 Ma '14a 01 'S' Hook Y • Eye Bolt Lever Arm Pull Mounted On Su000rt IDec'11e00 c� + Mounting without Eye Bolt Lever Ann Pull Chain Eye Bolt GPR12120 IDec'12r-00 Hoak Bracket O e® S' Hook For Cable without Lever Arm Pull —,Cee section support PBR Wall Panel - Walk Door & Glass- Front Walk Door Fasten 'S' Hook to eye bolt to Cable Clamp secure damper in dosed position. PWO9024 PBR Wall Panel - Walk Door & Glass -Front Walk Door a PW09025 Ma '14a 01 'S' Hook Y • Eye Bolt Lever Arm Pull Mounted On Su000rt Eye Bolt GPR12120 IDec'12r-00 Hoak Bracket O e® S' Hook For Cable without Lever Arm Pull * Not By Metal Bldg Manufacturer Up to 10 Vents may be linked Using Vent Operator HW721 Fielc Boat Optional Vent Operators Winch Support Detail venting Pla 112121 12 R 00 + (4) Member Screws Minch Attached To Column nonge Vlnch Attached to Support By Others Between Girts PBR Wall Panel - Walk Door & Glass -Front Walk Door — Cable PBR Wall Panel - Walk Door & Glass- Front Walk Door PW09023 Cable Clamp PBR Wall Panel - Walk Door & Glass -Front Walk Door i PWO9024 PBR Wall Panel - Walk Door & Glass -Front Walk Door a PW09025 Ma '14a 01 'S' Hook Y Trim Installation with Field Notch Panel at Head Trim Field Notch Panel at Head Trim IDec'11e00 c� + Mounting without Eye Bolt Lever Ann Pull * Not By Metal Bldg Manufacturer Up to 10 Vents may be linked Using Vent Operator HW721 Fielc Boat Optional Vent Operators Winch Support Detail venting Pla 112121 12 R 00 + (4) Member Screws Minch Attached To Column nonge Vlnch Attached to Support By Others Between Girts PBR Wall Panel - Walk Door & Glass -Front Walk Door �PWO9022 PBR Wall Panel - Walk Door & Glass- Front Walk Door PW09023 PBR Wall Panel - Walk Door & Glass -Front Walk Door i PWO9024 PBR Wall Panel - Walk Door & Glass -Front Walk Door a PW09025 Ma '14a 01 Ma '14 01 Dec'11x00 Trim Installation with Field Notch Panel at Head Trim Field Notch Panel at Head Trim IDec'11e00 Trim Installation with Field Notch and Bend Tabs at Head Trim Field Notch and Bend Tabs at Head Trim Nate: Trim Installation can 4g with Field Notch and be done by Field Notch Panel as shown on PWO9022 do PWO9023 Bend Tabs at Head Trim as shown on PW09024 do PW09025. Note: Trim Installation can be done by Field Notch Panel as shown on PW09022 do PWD9023 Note: Trim Installation can be done by Field Notch Panel as shown on PWO9022 do PWO9023 Note: Trim Installation can be done by Field Notch Panel as shown on PW09022 & PWO9023 Q& with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 do PWO9025. Q& with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 ac PWO9025. QE with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 do PW09025. 0 0 Door Width + 6}" (+ 1'-6 for each SideLlte) $ 0 Door Width + 6J" (+ 1'-6 for each SideLite) Door Width + 64" (+ 1'-6 for each SideLite) O Y 3 lr Door Width + 3J" (+ 1'-6 for each SideLlte) 11" L) 0 Y 3 11" Door Width + 3J" (+ 1'-6 for each SideLlte) 1}' Door Width + 3' (+ 1'-B for each SideLite) 1}" 0 o See PWO9023 Panel Rib oro kL 0 o See PWO9025 Y o 0 P do PWO9027 c Door Width + 3}" o o 0 0 in l do PW09027 3 0 (+ 1'-6 for each SideLite) 11" 3 co o Head Trim F481 i+r iv 0 0 0 0 3 Door Width "r iv 0 3 e e o o Door width + 3}" (+ V-6 for each SideLlte) 1 (+ 1'-6 for each SideLite)" A» o — — o Front View Head Trim F481 See PW09030 a I Door Width (+ 1'-6 for each SideLite) 1 Field notch Panel at Head Trim Head Trim F481 Field Notch ander See Bend 11' Tab PWO9030 behind Jamb I a I See End Cut Detail 1�' Opening Width or PW09032 0 ° or PWO9032 Trim. Attach Do not cut or trim is b, to e —i g'L o with Fastener 14 x # d"� remove back leg innstalledlBEFORE bla ket Fastener 4A x I #1 a" Y �' Fastener 14A x 1� b" �" I Pop Rivet. Sae insulation Is applled to walla k S Pop Rivet at 20" O.C. • o 3 0 o Pop Rivet at 20" O.C. PWO9025 for details. I Bend 1r Tab 1 down 90 degrees Note: Panel Is o I I I I position shown with ; o e • „ o ; o o Panel Rib and Door on 1'-0 module. of Rib depending on N o° }" Bead of HW54_ Tube Caulking from H, d,to Floor (see section) I - - - - - - - - Head Trim F481 - - 0 Caulk these ed es; I 9 '.i'; n I '0 0 o = of HW54- I ( ) I be Coulkin from Header to Floor u see section Fleld Cut andBead Remove theLocation Door Width andylocatlanFleld measure before cutting d Trim. g 3 � rar 0 I See PWO 9027 o after Installation. '� Y I - I II II I (I I 3 � n. 0 o End Cut Detail Viewed from to of Head Trim P ) Pend Rib � o o Jamb Trim F482 Jamb Trim F482 for Jamb Trim I 0 0 3 n � o o Jamb Trim F482 Jamb Trim F482 11 Z5 0 o a I or Optional F484 or Optional F484 field cut detail I o » Y o I >3 rM e I 1` 0 or Optional F484 or Optional F484 Door width + 3}" (+ 1'-6 for each SideLlte) 1�" Door Width + 34" ,,. 0 Trim 0 IDoor 0 width (+ 1'-6 for each SideLite) t (+ 1'-6 for each SideLHe) Seeor o I PW09029 ( e Jamb F482 • I Optional F484 I o 0 1`� I III I I I I e I PW09029 I e Field Notch and Bend 1}" Tab ii or PW09031 I I or PWO9031 behind Jamb Trim. Attach with 0 rj i Fastener #14 i' x ff` Pop Rivet o 0 i Fastener #14A d` x n Field cut Panel I ( • 0 3 Finish Floor Line Pop Rivet at 20' O.C. Finish Floor Line e e e o • �» *+ Head Trim F461 I o I 1 Door width + V-6 for each SideLlte 1 D ( ) 1kj" Door width + 1'-6 for each SideLite 1� ( ) See PW09027 for Jamb I 0; I III III Trim field cut detail 0 Door Width + 3}" (+ 1'-6 for each SideLite) Door Width + 3r (+ 1'-6 for each SideLite) 0 Y 0 Jamb Trim F482 I 3 Note: Panel position is shown with or Optional F484 I II ( III Panel Rib and Door on 1'-0 module. I of o Note, All trim Is to be tJote Field measure Door Width and Installed BEFORE blanket Height before making field cuts and Note: All trim is to be installed BEFORE blanket Location of Rib may vary depending on the Door Width and location. Field Note: All trim is Installed BEFORE to be Note: Field measure Door Width and blanket Height before making field cuts and Fastener 4A x I I/1 " ' Field cut Panel Insulation Is applied to walla. adjust cut dimensions accordingly. insulation Is applied to walls. measure before cutting Panel and Trim. insulation Is applied to walls. adjust cut dimensions accordingly. Pop Rivet at 20' O.C. I i i� BUTTE COUNTY BUD-01NIIG DIVISION A Lir' � Nov 18, 2015 a Do w 0 O M* C E o � � o G OmR O U V o o d p H U H� -J m o drn W ;; • �( Z J m20 1 _J V p ko y Rq ` o� �� a2 oro ❑ ❑ <t Wa0o knZaJ O N W�UCD Z E _JS5(L �' k�if Q�O� 3 Ura NN7� O Scale: NOT TO SCALE Drawn by. HX 11/13/15 Checked by. TJD 11/18/15 Project Engineer. KMC Job Number: 15—B-15781-1 Sheet Number. R20 of 23 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. Bejun Anklesoria, P.E. Califomia P.E. 64613 DRMMI5A ENMM1oA PBR Wall Panel - Walk Door & Glass -Front Walk Door P PWO9027 PBR Wall Panel - Knock Down Walk Door Po"PW09031 PBR Wall Panel - Knock Down Walk Door ""P 09032 PBR Roof Panel PZPR00008 °D � R" Jamb Trim Installation Mar'1512 Head Trim Installation l ar'15 R 02 Perimeter Trim Fastener and Sealant Reference ' r Jamb Trim Field Cut Details Dec 11 00 Oct 14 00 4r 4r Hih Low 11r I Girt Side Side t�--•1 HW54- PER Wall Panel 1�" 1}• Urethane Tube Sealant TRANSVERSE EXPAN. VALLEY FLASHING CONTINUOUS EAVE HIP FLASHING 170 Bead Header to Floor F350 F711 F283 I F284 F71 tional Jamb Trim F484 Jamb Trim F482 RA1 Sheeting Angle Fastener 17A 3e Tube sealant Qp /� (2) Fastener p2A Fastener µA Fasten µ Top V eve Too View From base to 7'-6" girt 12-14 x W SD W/Washer (6) Fastener /4 12-14 x 1• P.H. SO }-14 x r SD W/ Waher >)-14 x r LL SO Field notch at girt and boss member,L at 1'-0. O.C. } 14 x r LL SD 74' Sedant/Lop at 12" D.C. w/ washer 3 4j" attach with (2) Fastener 12A 12-14 x 1" w/ wadhr pr Lap 24• Tape Sealant per Fact Trim color at e• D.C. 6; (6) o Pancake SD W/O Washer him color p�5 LTubSealant � at each member Fastener #17A " 3d" Walk Door Jamb 12-14 x 11" SD W/Washer Fastener #14A d"0 x J" Pop LO a Lt Field Cut and Remove (Profile may vary) at 5"-7"-5" O.C. Fastener #14A i"0 x Pop o o Rivet SS at 1'-8. O.C. Rivet SS at 1'-8" O.C. 3 3 3 Double Sided Tape �3" Walk Door (Not by Bldg Mfg) 2" Glass -Front Door .� Blanket Insulation Cut and remove f remainder of front fold i i Field Cut Wall Panel Head Trim F481 Walk Door Header PBR Wall Panel `- -� (Profile may vary) Side View at Head Trim o 0 o C G � s Note: Terminate Blanket Insulation o0 0 = 13 at capillary lip of Jamb Trim Y s 1` 1} Door Width 3 3 C30 Pr Re sown cabpt-i a'.+r sown os Doer No sonK Caawr ta•ai'Sam nw as ear 3 Field flatten Trim leg when required o o Low ar Ce• Low 8J" Cee Low 10• Cee Lbw to" Cee Low Eave Trim 1�s I I I F2957 F2958.F2959,F2960 F2961 F2962,F2963,F2964 F2955 i, Door Width + 3�" n 12' Tube Sealant Ir Tube Sealant 1Y Tube Sealant 12' Tube Sealant 9 Tube Sealant o Jamb Trim F482 (shown) 1` or Optional Jamb Trim F484 (7) op R per (7) Fastener #14 4' op merRive /1e (7) Fastener p4 (2) op Rive /14 r4r r x 11• Pap Rivet per Lap r z 1Y Pop Rivet per Lap r x �' Pop Rivet per Lap r x jr Pop RNat per r z �" Pap Rivet per Lox ap I SDetener W/ washer 24" MC. Top 7A 12-14 x Ir Fastener W/ washer her 24"O.C. O W/ Watener der 24. O.C. Top FastenerSD W/�Waher 24.0..7A 12-14 x Closure Fasten- Fastener #14 er #14A r x n k 12' O.C. Bottom Fartaner j14 1Y O.C. ! 12' O.C. Bottom Fastener /14 fY O.C. r Pop Rlwt 1Y O.C. W/ Trim Color Trim Color Trim Color Trim Color doearo TAm Color Finish Floor Line L:1 L::] L� Flnish Floor Lane Optional Jamb Ce0p1"NO Somt Cahwr-rt•.tt• Sonia Cwmpp-No sane ca,opl i .t•aY sanit r*•h c• -WY Side View at Sill Trim Trim F484 Profile High 81* Cee High 6J' Cee High 10' Cos High 10" Cee Floating Eaw Trim F2965 F29e6,172967,1`2968 F2969 F2970,F2971,F2972 F2952 Jamb Trim F482 and Note: Panel position IS shown with 12' Tubs Sealant 12" Tube Sealant 12 Tube Sealant 12' Tube Sealant 9" Tube Sealant Optional Jamb Trim F484 Panel Rib and Door on 1'-0 module. Note: All trim is to be (7) Fasten /14 (7) Fawn /i4 (7) Foetwr p4 (7) Faeten /14 Fostenr A Note: Field measure Door Height before QA µ )-14 x r making field cute and adjust cut dimensional Front View N All trim is to be Location of Rib may vary depending on Installed BEFORE blanket r z $' Pap Rini per r x 4' Pap Rivet par Lopp r x �• Pop Rivet per Lap r x J" Pop Rivet per Lap $0 W/ waher 12' O.C. accordingly so that Jamb Trim fits to Head Right Jamb Trim as shown Installed BEFORE blanket the Door Width and location. Field insulation is applied to walls. Fasten /17A 12-14 x ter Fastener p7A 12-14 z t>) Festeaer /17A 12-14 z 1}• Fastener j17A 12-14 x ter (2) Foetear /14 }' x " g y g Insulation is applied to walls. measure before cutting Panel and Trim. sD w/ washer 24' O.C. Top So w/ washer 24"o.C. w/ wahr 24• D.C. Top SO w/ Wadw z4.O.C. Pop RIwt per 2 Lap Trim do at 1 " below Finish Floor Line. Left Jamb Trim opposite hand a 12• D.C. Bottom Faeteaer /14 1Y D.C.6: 12" D.C. Bottom Fasten /14 12• D.C. Trim cd« TMn Col« Trim Color Trim Color Trim Color NO PBR Roof 1PR00001 PBR Panel MPR00008 NOTE: Refer to bill of materials Fasteners G600004 "'600005 M Rex set. Rea. for specific job requirements DATE REV. Tape Sealant and Tube Sealant Dale Rev Perimeter Trim Reference - Standard Trim Me 04 Perimeter Trim Reference - Trim Fastener and Sealant Dec'14 06 Se 15 03 oct'15 os FASTENER #271 FASTENER #24 FASTENER #228 TRI -BEAD TAPE SEALER TAPE SEALER -SWAGED HW504 FLAT TAPE SEALER ,- n HW507 HW515 ss � fl GUTTER GUTTER LAP GUTTER CAP EXPANSION COVER GUTTER CLIP iia" X J" X 25'-0" 31" X •J" X 50'-0"" X 2}" X 6" F46 r LAP F47 fe4e/F853 F893 Ea" Trim Eon Trim LAP Closure Vented Ridge Metal ClosureBack-Up Plate Longitudinal Ridge /4 So- 1/4-14 x r 42' lube Sealant 17' Tube Sealant (12) Fasten /14 2) Fastener /4 1/4-14 x F89 2' LAP HW4040 HW4041 HW2998 TRIPLE BEAD TAPE SEALER LL SD W/tlasher (13) Fast— /14 (12) Fastener 014 Trim Color LL SO W/Wahr FLAT TAPE SEALER 1'-0. O.C. Trim Color Trkn Color Roof Color 8-18 x 1/2" 8 x 5/e" 10 x 1/2" HW502 R� �« 1) Fastener µ 1/4-14 x Fatanr µA 1/4-14 x r e• The Sedad (3) Fasten #3 (3) Fastener p 20•-0' Long Trim Screw Nbbed Driller Grommet Washer HW506 l LL SD W/waher SD W/Waehr t•-0• D.C. (12) Fastener /14 12-14 x 1 1/4' LL SO 12-14 z 1 1/4' LL SD Trim ea« Fastener /14A Trim Cal« W/Waher W/Waaher BattenLok HS at 6'-0' O.C. (2) Fastener /4 1/4-14 x r (2) Fasten f 1/4-14 x r SuperLok Trim Color LL Roof CSD alm LL soofv�o'nr X 2" X 20'-0" 20'Tapa Mtb ze• Tape Mastic FASTENER #14 FASTENER #14A FASTENER #226 �" � 312" X 1" X 45'-0" m URETHANE TUBE SEALANT TAPE SEALER NON -SKINNING BUTYL MINOR RIB TUBE (VAPOR SEALANT) RAKE RAKE LAP CORNER BOX RAKE CAP Peak Box HW512 F50 2' LAP F430 F51 F916 Fastener /4 1/4-14 x r 21' Tube Counting iT Tub• Coonan" 11' lube Sedant (12) Fastener /4 Expansion Ridge Trim Ridge Closure Flat Eaw Trim Inside, Closure Outside Closure /Was (7) Each /14 (6) FFasene }74 (7) Fa.tea- /14 1/4-14 z r F675 F679 F2955 NW455 HW456 LL J1�'-C O.C. r (4) Fastenµ (3) Fastener #4 Tdm Cd« LL SD W/Waher 1 8 X 3 16" 1/8* X 3/8" 3/16' % 9 16" <?> e - Fawner /4A 1/4-14 x r 1/4-14 x r 1/4-14 x r (3) Foot— µA / " / / " / " / / 50 W/Wa.hr LL SD W/Wwher LL SD W/Waher 1/4-74 z r Faetw er µ 1//4-14 x r 30• Tube CodNng 1Y Tub. Sealant 1•-a' as Trim calor Trim col« Trim Color SD WY=1 Trim Cd« /M'anln (12) Fasten /4 (2) /14 per Y tap Pop Rivet Pop Rivet Closed End Rivet HW540 (White) LLnxn�. at e• O.C. 1/4-14 z r /14 3' o• O.C. w/wt Stainless Steel Stainless Steel (iia) Fasten- H 1/4-14 x r LL SD w/wa.n.r Ck-m /14A HW541 (Gray) 12" X 1i" X 4" IMP7100 (WHITE) LL SO W/waher TH. Color I. O.C. W/aswre HW542 (Bronze) per lap Trim Cd« Trim Cd« se Tab. Sealant Note: 25'-0" per Tube at 1/4" Bead Note: 12'-6" per Tube at 3/8' Bead FASTENER #43 FASTENER #43L FASTENER /jHW399 4R SW�e Rake 2" WIDE STRAPP NG Ga FLEXIBLE MEMBRANE (EPDM) 141d,cc J L\ - HIGHSIDE HIGHSIDE LAP OUTSIDE CORNER INSIDE CORNER 454 2' LAP Right as Shown Fold Work . �'11I1I)1N`'II Fast— µ 1/4-14 x r 19" Tube Sealant 79' Tubs Sealant 19• Tab. Sealant Rake Slide Trim Ridge Cap Parapet High Side Parapet Rake Trim LL SO W/M'aher (e) Fastener /14 (6) Fastener /14 (6) Fasten /14 F215 F52 r195 F852 1'-0. O.C. (2) Fasten /4 (3) Foot n /4 (3) Fasten /4 . Rastener /4A 1/4-14 x r 1/4-14 x r 1/4-14 s r 1/4-14 x r Fasten µA 1/4-14 x r 121* Tape Mastic 14• lube asdmt zr Tap. Mastic L.T.P. Member Screw LT.P. Member Screw (Long Life) s x 1" Rubber Grommet SD O.C.Trimer LL SD WColor r LL SD W/Wor LL SD WColor SD w/W dw (12) Fastener /3 (2) Fasten ,114 6 (3) Fwtenr /4 }-14 x rio 1•-0 C. Trim Color Trim Color rrlm Cel« Tree Caller 1/4"-14 x 1 1 4 1/4'-14 x 1 1 4 1 4 Hex Head w Washer 1'-0 O.C. 12-14 x 1 1/4" LL SD (2) Fastenerµ 1,4-14 x r LL SD W/Waher// / / Trim ca« w/wahr u sD w/wahr at Lap TAm Cd« 5/16" Hex Washer Head 5/16" Hex Washer Head (6) Fastsnr {4 Fast. µ 1//4-14 x r w/ 1 1/8' O.D. Washer w/ 1 1/8" O.D. Washer DEKSTRIP 7" WIDE � HW5227 1/4-14 x r LL SO W/Wahr LLSD W/Waher 1-0• O.C.Tem Color DEKSTRIP 9" WIDE se HW5228 Mgr4bo ad (�,tt., Gutter Panel coo. FASTENER #44 FASTENER #44L FASTENER #35 DEKSTRIP 12" WIDE r HW5229 wF Rake Gutter 4Ltter Gutter e COLOR - Gray • FL470 - 25'-0" Roll • HW520 - 16" x 50'-0" Roll OUTSIDE CORNER INSIDE CORNER OUTSIDE CORNER INSIDE CORNER SCREWS 2" O.C. MAX. PERIMETER Galvalume Plus Only a HW521 - 24" x 50'-0" Roll Right as Shown Field Work Field Work Field Work TAPE SEALANT BOTH SIDES • FL471 - 100'-0* Roll .2� TUBE SEALANT EACH END Galvalume Plus Only 21• Taea Sealant 2r saes Sealant 2e• Tube Sealant 26• tabs Sealant TERMINATION(19)) Fast— /14 (13) Fasten- /14 (14) Fast.nr /14 (14) Fasten p4 TERMINATION STRIP HW5305 EACH (3) Fastener µ (3) Fastenµ Tree Calm Trim Color • Ga val - 500s or ROTI END (1" Wide x 4'-0" Long Alum.) Galvalume Plus or 1/4-14 x r 1/4-14 x r White Wash Coat NOTE: LL SD Wr LL SD w/Waher Refer to bill of materials Tdm Color Trim Color L.T.P. Stitch Screw L.T.P. Stitch Screw (Long Life) X114 x 1 1/8" O.D. for specific job requirements 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 BUTTE COUNTY BUII.00) 1(3� I)WISION APPROVED 'b U It, w O Mles G ct E O y O s V c o VLO ■ J 00 O l of LO l _ ' 2 TO ® Ele� Z� � mzO 901Z c C 0 e� Q. .E ¢ N 00 ❑ ❑ st VWZ-W w O ani LJ M Z Q o 0S ,e Z� _JN 3 U V) N ZI O Scale: NOT TO SCALE Drawn by. HX 11/13/15 Checked by. TJD 11/18/15 Project Engineer. KMC Job Number. • 15—B-15781-1 Sheet Number. R21 of 23 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. Bejun Anklesaria, P.E. California P.E. 64613 DRMM15A ENMM10A Nov 18, 2015((�` C64613 * Evil? 1113 ail * )J t f X rt X N W D i x j w O x j w f+ Imo.. Ff.P 4 O z�x max x Asx �mmi' ii N� iA ' O x D = m x m xx' D M CL W �a 3z_ < °0rT m M x m d �X 00 0 o W o f t x 'r w f N » E x N w 0 ! x N m m o_ fD \ O° x Oo �f' mom.. \ O� 2 w0 00 + HJT O D A . _ o� fD C mo• x o l0 t STx �� Tex 4 5 m01 40 a a N lyy, no° n y x x x ? a a 0. ° Q O 0 +� y; 0 EX 1 0Oo iX N 10 ix N j Ex N O m 0 0 + y O 0 X o is O O N Asx �iN -4 SSx W� x # iA N �� � ii DQ io' N 8 w 0 (/ m m w = X v 0 ix o. x a x n m O CnO O O! < d z ao� O c a \ \� \Ay =;a� M— N O"1s ii m0� A y o+ N Jr °w + y N X „ x x „ 8 A 3 x x 0 m O' m m -� p\ CD w_ y� w l� x •. w �'nk y m °1i\ W x+ xo o aw D M.0 OD a aw °aA A a frn S \A °'- tl o A o u I� °m x mm x 9j x �► x A \ ox ox i S $ o LE w a °a0. ° w s C Zm a p Mc_ E C z z 0 s N O tJl cpm (3oo N +off g rn m 3 o m 3 o v a o �O Q Revision Dote �_ -°° 0" P metallic building companY o� �mo�To� i '�' ° w 2 c C Q 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 o c o y 3 o p `S ZIP 77041 (713) 466-7788 ZIP 77240 CD Q # Q y o —0 0 o o J ? (1b= o Customer. Project Name & Location: F o -_ o .c « v rt o Z X y� SPANGLER STEEL STRUCTURE JIM BIANCHI ► ; _U ' o � 'm 3 m : a -c, �I 2445 VIRGINIATOWN RD 936 NELSON RD. win `m' M o y. s M A w x y LINCOLN CA 95648 NELSON CA 95958 m a c ZD o e o N' LEE SPANGLER 4 0 3 ,an 3 o ^� Drawing Status: Preliminary OD ❑(Not For Construction) ® For Construction Permit N i gV)N N I CL 0 o c`� W cn N For A royal i ii 0 ❑ (Not Fpr Construction) [:]For Erector Installation Description � A t x , x w° \x o' a ° �w co D � N \ 0 0. N i3 a ° U N \wl V• \ CM CM -20 i3 4° I G O 2N X m A S+ mx x w q 2v x \x .' ! 0 foo \x Oo A gi Art\ i + q 0 91� o D E+ i (p x S� x S uOp S\ 'IG pp O SAOD N WW x SJ (T = =V a X i o. p V a a O =04n. < d z ao� O c a \ \� \Ay =;a� M— N O"1s ii m0� A y o+ N Jr °w + y N X „ x x „ 8 A 3 x x 0 m O' m m -� p\ CD w_ y� w l� x •. w �'nk y m °1i\ W x+ xo o aw D M.0 OD a aw °aA A a frn S \A °'- tl o A o u I� °m x mm x 9j x �► x A \ ox ox i S $ o LE w a °a0. ° w s C Zm a p Mc_ E C z z 0 s N O tJl cpm (3oo N +off g rn m 3 o m 3 o v a o �O Q Revision Dote �_ -°° 0" P metallic building companY o� �mo�To� i '�' ° w 2 c C Q 7301 FAIRVIEW • HOUSTON, TEXAS • P.O. BOX 40338 o c o y 3 o p `S ZIP 77041 (713) 466-7788 ZIP 77240 CD Q # Q y o —0 0 o o J ? (1b= o Customer. Project Name & Location: F o -_ o .c « v rt o Z X y� SPANGLER STEEL STRUCTURE JIM BIANCHI ► ; _U ' o � 'm 3 m : a -c, �I 2445 VIRGINIATOWN RD 936 NELSON RD. win `m' M o y. s M A w x y LINCOLN CA 95648 NELSON CA 95958 m a c ZD o e o N' LEE SPANGLER 4 0 3 ,an 3 o ^� Drawing Status: Preliminary OD ❑(Not For Construction) ® For Construction Permit N i gV)N N I CL 0 o c`� W cn N For A royal i ii 0 ❑ (Not Fpr Construction) [:]For Erector Installation Description By I Ck d � A t x , x w° \x o' a ° �w co D � 0 0. a ° � Ln By I Ck d TI -n -n-n 0 -n p K) � � C(0 Q � Ln 3 o 00 CD (A 5j" o. I C �-�{ O I I I "� L l � CD 7 3 w 7 CLN 3 C 4, p fi v 3 N (D Q, M � oa n 7T I p 3 nx (T 3 c0) oc�n m0 7�' x x v p N O'�a 0 7 n O fD C ap rt Ua N 0 w (D M 0 xp v v In O LA. 7 (7 p O 014 .I 3 w 3 v a 23" C Cp .+ p N rte. (D � p � 3 0 -n O h w 3 CD ►� a rn g n ° 9j" o w 0 m � o � 3 (MD 3 c OD N rt to p O N w � 3 p v M w o w x rn j W ao v xx °c 14'-6" sm o w 7 OD 31" 7 O m 0 n C 10'-6" O N C 03 o < C: M 1 % - F (No N ®� O z o $" 100 N I` I C C1. N 14;� m p l F x - m Z 3 r>o 0 co IV 0 cn o m o a m x 0 3 3 0 0 3° o o? o c Revision Date Description 8y Ck'd _ - metallic building comranY o n�� c�D o o so m 2 % �. D 61 m a 0 0 g 3 r" �02. 2 C r" 4 0 7301 FAIRVIEW • HOUSTON. TEXAS • P.O. BOX 40338 �F—D <. i O i a o rn m Q ZIP 77041 (713) 466-7788 ZIP 77240 �; `� ° - 0 n - o m o Customer: Project Name &Location: 3 0 M a z y SPANGLER STEEL STRUCTURE JIM BIANCHI i ;'v oq� m 3 o a �I 2445 VIRGINIATOWN RD 936 NELSON RD. a (A m m p- a Ch_ m A m LINCOLN CA 95648 NELSON CA 95958 w m m o a o LEE SPANGLER `o o a �' 3 v DrawingStatus.- OD Preliminar (CDD 0 3 P s o j ❑ (Not For Construction) ®For Construction Permit 1f D o a o m m W 0For A royal m I a m [-] [Not For Construction) [:] For Erector Installation U 4E ■ �g�lcul�ur�c! �3u11c11Y�cj • ��rigle fah,-��,iv� ��e5�dzv��� �►� 'j S t i 0 1 mile Zrn;le '!2 PERMIT #S t� 3106 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR 000Q COMPLIANCE ll/OS.!98 10:44 BIDWELL TITLE CUSTOMER SEPUICE S30 246 8738 NO.958 H002 t 8c r BUILDING CODE ANALY515 JURISDICTION DATA' CITY - DURHAM A55E50R5 PARCEL NUMBER Q3(5 NELSON ROAD 035-210-010-000 ZONING - AG -80 G.D.F. 5RA - NO FLOOD ZONE - ZONE X (UNSHADED) OCCUPANCY GROUP GROUP 5-2 (LOW -HAZARD STORAGE, SECTION 311.2) PROPOSED AREAS AND DESCRIPTION AGRICULTURE USE 21,000 SG -FT GBG CONSTRUCTION TYPE € TYPE V -B NON-51FRINKLERED (SECTION 602.5) ' ALLOWABLE AREAS GROUP 5-2, TYPE III -B: 26,000 5Q -FT ALLOWED PER STORY (TABLE 503) > 21,000 5Q -FT OCCUPANTS TABLE 1004.1.2 (AGRICULTURAL BUILDING) 5TORAGE AREA = 21,000 5Q -FT / 500 5Q-FT/000. = -70 OCG. EXIT WIDTHS REQUIRED SECTION (1005) STORAGE AREA "A" 70 OCG. X 0.2"/000. = 14" REQUIRED (FRONT DOOR) 36" + (REAR DOOR) 36" _ ?2" > 14" OK EXIT REQUIREMENTS TABLE 1021.1 1-500 OCG. 2 EXITS REQUIRED = 2 EXITS PROVIDED PER STORY OK PLUMBING FIXTURES STORAGE AREA 21,000 50-17T / 5,000 50-FT/OGC. = 5 OCG. (2013 GPC, TABLE A) 5 OCG. < 10 OCG. SEPARATE FACILITIES NOT READ. (2013 CPG, SECTION 412.3) PROVIDE I TOILET AND I LAVATORY (EX(571N6) DRINKING FOUNTAIN NOT REQUIRED (CPG TABLE 4-I, FOOTNOTE 1?) AREA SEPARATIONS NOT REQUIRED PARK I N6 NO CHANGES REQUIRED SHEET INDEX 5FI 51 TE FLAN SI GENERAL NOTES 52 FOUNDATION PLAN/CONCRETE DETAILS SS CONCRETE DETAILS APPROVED PLANS AND PERMIT SHALL BE ON SITE FOR ALL INSPECTIONS The 2013 CBC, CMC, CPC, GEC, CFC, CiG,BC and 2013 California Energy Standards as amended by the jurisdiction apply to this project CBC SECTI®N 1704 SPECIAL INSPECTION REQUIRED See attached Special Inspection Note - S SEE SOILS INVESTIGATION REPORT FOR ADDITIONAL REQUIREMENTS AND RECOMMENDATIONS. A Sepr4-RA-rv=__ 1 u) " I is pc? -m t T 15 p^4F_1v T. BUTTE COUNTY pEC � ZD15. ELOpMFN SERVI'LOPvCES T BUTTE COUNTY DEC 21 2015 DEVELOPMENT SERVICES PERMIT # ©) 5 6 C�8 BUTTE COUNTY DEVELOPMENT SERVICES C DE CIOMPLIANCE _4DATE ---- Z 2 gy p. L-, UNDERGROUND SERVICE ALERT Gall: TOLL FREE 1-800-642-2444 TN47 WORKING DAY5 BEFORE YOU DI6 I Z LU O = WLU p m W y? ~ W W= N W ti Q; I GENERAL: 2 FOUNDATION: 1.1 VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND DISCREPANCIES AT 2.1 THE FOUNDATION DESIGN HAS BEEN BASED UPON AN ALLOWABLE 501L BEARING THE JOB SITE BEFORE PROCEEDING WITH THE WORK. CAPACITY OF 2,000 P.S.F. FOR GRAVITY LOADS AND 3,000 P.5.F FOR LOAD 1.2 ALL PHASES OF THE WORK SHALL CONFORM TO THE MINIMUM STANDARDS GASES INCLUDING WIND AND SEISMIC LOADS, AS SPECIFIED BY: OF THE 2013 EDITION OF THE CALIFORNIA BUILDING CODE, CALIFORNIA APPLIED TESTING CONSULTANTS - 530-5al-6625 PLUMBING, MECHANICAL, 4 ELECTRICAL CODE PER CURRENT JURISDICTION 3060 THORNTREE DR., SUITE #10, CHICO, GA 95973 REQU I REMENT5. BOARD 1.3 THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND 2.2 THE FOOTINGS SHALL BE FOUNDED IN PROPERLY COMPACTED FILL AS SPECIFIED IN GEOTECHNICAL REPORT. EXISTING CONDITIONS AT THE JOB SITE PRIOR TO STARTING CONSTRUCTION. BLOCK ANY DISCREPANCIES OR INCONSISTENCIES FOUND SHALL BE BROUGHT TO THE 2.3 CONTRACTOR SHALL PROVIDE FOR ALL EXCAVATION, FILLING AND GRADING IN ENGINEER'S ATTENTION BEFORE WORK PROCEEDS. ACCORDANCE WITH THE DRAWINGS. DISTRIBUTE ALL EXCAVATED MATERIALS ON 1.4 THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED THE SITE AS INDICATED ON THE GRADING PLAN. ALL FILL WITHIN THE BUILDING SITE SHALL ACHIEVE 90% COMPACTION AS RECOMMENDED IN THE GEOTECHNICAL STRUCTURE. UNLESS OTHERWISE INDICATED, THEY DO NOT SPECIFY METHODS REPORT. ALL GRADES SHOWN ARE APPROXIMATE AND 51TE CONDITIONS WILL OF CONSTRUCTION. THE CONTRACTOR SHALL TAKE ALL NECESSARY STEPS GOVERN THE FINAL GRADES. ALL PORTIONS OF THE LOT ABOUT THE BUILDING AND PRECAUTIONS TO MAINTAIN THE STABILITY OF THE STRUCTURE AND SHALL BE PROPERLY GRADED TO CARRY WATER AWAY FROM THE BUILDING AT PROTECT WORKMEN AND OTHER PERSONS DURING CONSTRUCTION. SPECIFIC 1/4" IN 12" MINIMUM SLOPE. ITEMS TO BE CONS 1 DERED SHALL INCLUDE, BUT NOT BE L I M I TED 70, THE CONCRETE MA55ONRY UNIT ADEQUACY OF ALL FORMS, SCAFFOLDING, AND SHORING FOR CONSTRUCTION COLUMN EQUIPMENT, SHORING OF RETAINING WALLS AND TEMPORARY LATERAL 3 CONCRETE: BRACING OF THE STRUCTURE. CONNECTION 1.5 OPENINGS, POCKETS, SUBSTANTIAL EMBEDDED ITEMS, ETC. SHALL NOT BE 3.1 PORTLAND GEMENT SHALL CONFORM TO ASTM G 150, TYPE II OR 11 -LOW ALKALI. AGGREGATE FOR STONE CONCRETE SHALL CONFORM TO ASTM G 33, AND GRATE PLACED IN SLABS, BEAMS, COLUMNS, OR OTHER STRUCTURAL MEMBERS A PER THE UNIFORM BUILDING CODE. MAXIMUM AGGREGATE SIZE FOR FOOTINGS, UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. 5LAB5-ON-GRADE AND MA55 CONCRETE SHALL NOT EXCEED 1-1/2". MAXIMUM 1.6 ASTM SPECIFICATIONS AND GBG STANDARDS REFERENCED IN THESE AGGREGATE SIZE FOR ALL OTHER CONCRETE SHALL NOT EXCEED 3/4". DRAWINGS SHALL BE OF THE LATEST EDITION. 3.2 A RECOGNIZED TESTING LABORATORY SHALL DE516N CONCRETE MIXES AND 1.7 A QUALIFIED PERSON WHO IS ACCEPTABLE TO THE ENGINEER AND COPIES OF THE MIX DESIGNS SHALL BE SENT TO THE ENGINEER. COMPRESSIVE STRENGTH TEST REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT AND BUILDING DEPARTMENT SHALL PROVIDE SPECIAL INSPECTION, PER SECTION 1703 OF THE CALIFORNIA BUILDING CODE FOR THE SPECIAL INSPECTION ENGINEER. ALL CONCRETE MIXES SHALL INCLUDE A POLYMER BASED WATER REQUIREMENTS INDICATED BELOW. THE SPECIAL INSPECTION SHALL BE REDUG I NG ADMIXTURE (NRA). PERFORMED BY A QUALIFIED FIRM UNDER CONTRACT WITH THE OWNER. DISCREPANCIES OR SIGNIFICANT DEVIATIONS FROM THE APPROVED PLAN5 3.3 FLY ASH SHALL CONFORM TO ASTM G 618, GLASS F. FLY ASH SHALL BE 150 WILL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR OF GEMENT BY WEIGHT, AND SHALL NOT EXPERIENCE A LOSS ON IGNITION OF GREATER THAN 2%. CORRECTION. IF UNCORRECTED, THESE ITEMS WILL BE REPORTED IN WRITING DETAIL TO THE DESIGN AUTHORITY AND TO THE BUILDING OFFICIAL WITHIN 24 HOURS. ROUTINE REPORTS, DETAILING SATISFACTORY Y-IORK, WILT_ BE PREPARED 3.4 SHRINKAGE AT 28 DAYS SHALL NOT EXCEED .0559 FOR DRY CURING AS AND SUBMITTED TO THE BUILDING OFFICIAL WITHIN FIVE WORKING DAYS. DETERMINED BY ASTM G 157. 1.7.A) GENERAL 3.5 RE I NFORG I NG BARS, ANCHOR BOLTS, AND CONCRETE INSERTS SHALL BE 1) IN ADDITION TO THE INSPECTIONS REQUIRED BY SECTION 108 OF THE GBG, PROPERLY LOCATED AND SECURELY FASTENED IN POSITION PRIOR TO PLAGING CONCRETE. THE OWNER SHALL EMPLOY A SPECIAL INSPECTOR DURING CONSTRUCTION ON EDGE NAIL THE TYPES OF WORK INDICATED BELON. ALL SPECIAL INSPECTION SHALL BE 3.6 MAXIMUM CONCRETE SLUMP SHALL NOT EXCEED 3" +/- I" FOR FOOTINGS, MA55 PERFORMED IN ACCORDANCE WITH SECTION 1704 OF THE GBG. CONCRETE, AND 5LAB5-ON-GRADE AND 4" +/- I" FOR OTHER CONCRETE. 2) INSPECTIONS: SPECIAL INSPECTIONS THAT ARE REQUIRED BY THE EXTERIOR BUILDING CODES, LOCAL BUILDING DEPARTMENTS, OR THESE PLANS SHALL 3.7 MINIMUM ULTIMATE COMPRESSIVE STRENGTH SHALL BE 3000 PSI FOR THE SLAB BE DONE BY: APPLIED TESTING CONSULTANTS - 530-891-6625 AND_5,000 PSI FOR ALL FOOTINGS AT 28 DAYS (MINIMUM 5 SACKS .OF G 3060 THORNTREE DR., SUITE #10 CHICO GA 95973 PER PER GUBIG YARD). THE MAXIMUM W/G RATIO WITH NRA SHALL NOT EXCEED 0.50. F.N. 3.8 PROJECTING CORNERS OF ALL CONCRETE MEMBERS SHALL BE FORMED WITH 1.7.5) TESTING LABORATORY/SPECIAL INSPECTOR DUTIES 3/4" CHAMFER UNLE55 DETAILED OTHERWISE. 1) PROVIDE QUALIFIED PERSONNEL AFTER DUE NOTICE, FROM THE OWNER, FACE OF MASONRY ARCHITECT AND/OR THE CONTRACTOR. 3.9 ALL CONCRETE JO I NT5 SHALL BE ROUGHENED TO 114" +/- AMPLITUDE UNLESS 2) PERFORM INSPECTIONS AS FOLLOWS: OTHERWISE NOTED. A) PERFORM SPECIFIED REVIEWS, INSPECTIONS, SAMPLING AND TESTING FOOT OF MATERIALS AS INDICATED BELON. 3.10 THE OUT51 DE DIAMETER (OD) OF CONDUIT OF PIPE PLACED IN THE PLANE OF A B) VERIFY CONFORMANCES OF ALL SPECIAL INSPECTED WORK WITH THE SLAB SHALL NOT EXCEED 30% OF SLAB THICKNESS UNLE55 SPECIFICALLY APPROVED PLANS. DETAILED OTHERWISE AND SHALL BE LOCATED IN MIDDLE 1/3 OF SLAB. CLEAR G) VERIFY THAT THE WORK COMPLIES WITH SPECIFIED STANDARDS. 5PAG I NG BETWEEN ADJACENT CONDU I T5 OR FIFES SHALL BE TW I GE THE LARGER D) ASCERTAIN COMPLIANCE OF MATERIALS WITH REQUIREMENTS OF THE OD MINIMUM, UNLE55 OTHERWISE NOTED ON PLANS. APPROVED PLANS. THICK 3) PROMPTLY NOTIFY ARCH I TEGT, STRUCTURAL ENGINEER AND CONTRACTOR 3.11 SURFACES OF JOINTS REFERENCED A5 "GOLD JOINT5", SHALL BE TROWLED OR OF OBSERVATION IRREGULARITIES OR DEFICIENCIES WITHIN ONE WORKING OTHERWISE FINISHED SMOOTH WITH 2 LAYERS OF BUILDING PAPER BETWEEN DAY. IF IRREGULARITIE5 OR DEFICIENCIES ARE UNCORRECTED, THE SPECIAL SURFACES. ALL OTHER CONCRETE JOINTS SHALL BE ROUGHENED TO I/4" INSPECTOR SHALL NOTIFY THE ENGINEER AND THE GOVERNING A(5EN0Y.4) AMPLITUDE UNLESS OTHERWISE NOTED. PROMPTLY SUBMIT WRITTEN REPORT OF EACH TEST AND INSPECTION WITH A MECHANICAL COPY OF EACH LEFT ON SITE 3.12.0 REINFORCING STEEL: FOR THE GOVERNING AGENCY. EACH REPORT SHALL INCLUDE: MANUFACTURER A) DATE ISSUED. 3.12.1 REINFORCING STEEL SHALL CONFORM TO A-615 GRADE 60 IN MASONRY, AND B) PROJECT TITLE AND/OR NUMBER. A 615 GRADE 60 IN ALL OTHER CONCRETE, UNLESS NOTED OTHERWISE ON THE G) TESTING LABORATORY NAME, ADDRESS AND TELEPHONE NUMBER. PLANS. REINFORCING STEEL THAT IS TO BE WELDED SHALL CONFORM TO ASTM D) NAME AND SIGNATURE OF LABORATORY TECHNICIAN OR INSPECTOR. A706. GRADE 60 REBAR SHALL BE WELDED PER THE AMERICAN WELDING SOCIETY STRUCTURAL WE D L I NG GORE. E) DATE AND TIME OF SAMPLING, TEST OR INSPECTION. UNLESS OTHERN15E NOTED F) TYPE OF INSPECTION OR TEST. 3.12.2 CLEAR COVERAGE OF CONCRETE OVER OUTER REINFORCING BARS SHALL BE G) LOCATION OF SAMPLE OR TEST IN THE PROJECT. A5 FOLLOWS (UNLESS OTHERWISE NOTED): H) TEST RESULTS. REPORT SHALL INDICATE COMPLIANCE OR METAL NONCOMPLIANCE WITH APPROVED DETAILS AND PLANS. 3.12.2.1 CONCRETE CAST AGAINST AND EXPOSED TO EARTH 3" 5) IN ADDITION TO THE ABOVE REQU I RED REPORTS, THE SPECIAL INSPECTOR NEW OR AGENCY SHALL SUBMIT A FINAL 51 GNF-D REPORT STATING WHETHER THE 3.12.2.2 STRUCTURAL SLABS, TOP AND BOTTOM 3/4" WORK REQUIRING 5PEGIAL INSPECTION WAS, TO THE BEST OF HI5/HER NOT TO SCALE KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS AND THE 3.12.2.3 FORMED CONCRETE EXPOSED TO EARTH OF WEATHER APPLICABLE PROVISIONS OF THE CALIFORNIA BUILDING CODE (GBG). 3.12.2.3.1 #(b BAR OR LARGER 2" W.P. 3.12.2.3.2 #5 BAR OR SMALLER 1-1/2" 1.7.0) SCOPE OF WORK 1) REBAR PLACEMENT 3.12.2.4 FORMED CONCRETE NOT MENTIONED ABOVE 3/4" 2) CONCRETE STRENGTH OF 3,000 PSI FOR THE SLAB AND 5,000 PSI FOR ON CENTER ALL FOOTINGS: CONTINUOUS SAMPLING AND PLACEMENT 3.12.3 WIRE MESH SHALL CONFORM TO ASTM A 185, AND SHALL. BE LAPPED i 4 I/2 3) SHOP WELDING: j SPACES (12" MINIMUM). THE SPECIAL INSPECTIONS FOR SHOP LISTED BELOW ARE NOT REQU I RED IF AND THE FABRICATOR MEETS ALL REQUIREMENTS OF GBG 1704.2.2 FOR 3.12.4 ALL RE I NFORG I NG BAR BENDS SHALL BE MADE GOLD. APPROVED FABRICATORS. OTHERWISE THE INSPECTIONS SHALL BE AS AT FOLLOWS: SINGLE -PASS FILLET NELD5 ARE TO BE INSPECTED AFTER FIT -UP 3.12.5 REINFORCING BARS SHALL BE SPLICED AS SHOWN ON DRAWINGS. ANY AND AFTER COMPLETION OF WELDING IN ACCORDANCE WITH AN5I/AN5 ADDITIONAL SPLICING SHALL REQUIRE REVIEW FROM THE ENGINEER. D.1.1-10, PUBLISHED BY THE AMERICAN WELDING SOCIETY. MULTIPLE PASS OPPOSITE FILLET WELDS ARE TO BE INSPECTED AFTER FIT -UP, BETWEEN SUBSEQUENT 3.12.6 THE CONTRACTOR SHALL NOT PLACE ANY REINFORCING UNTIL SHOP WELD PASSES AND AFTER COMPLETION OF WELDING IN ACCORDANCE KITH DRAYNlNG5 REVIEWED BY THE ENGINEER ARE RECEIVED ON THE JOB. SHOP AWS D.I.1-10. FULL PENETRATION WELDS ARE TO BE INSPECTED DRAWINGS SHALL CONTAIN ALL INFORMATION REQUIRED TO POSITION ALL CONTINUOUSLY DURING WELDING IN ACCORDANCE NI TH ANS D.I .I - I O. RE I NFORG I NG STEEL ON THE JOB NI THOUT HAVING TO REFER TO THE STRUCTURAL 4) FIELD NELDING: DRAWINGS. SINGLE -PASS FILLET WELDS ARE TO BE INSPECTED AFTER FIT -UP AND OPEN WEB JOIST AFTER COMPLETION OF WELDING IN ACCORDANCE NITH ANSI/AWS POUNDS, NUMBER PUBLISHED BY THE AMERICAN WELDING SOCIETY. MULTIPLE PASS FILLET WELDS ARE TO BE INSPECTED AFTER FIT -UP, BETNEEN SUBSEQUENT WELD PLATE PASSES AND AFTER COMPLETION OF NELDING IN ACCORDANCE WITH AWS D.I.1-10. FULL PENETRATION WELDS ARE TO BE INSPECTED CONTINUOUSLY DURING WELDING IN ACCORDANCE WITH ANS 1.8 IF CERTAIN MINOR DETAILS OF CONSTRUCTION ARE NOT FULLY DESCRIBED ON THE DRAWINGS OR GALLED FOR IN NOTES OR SPECIFICATIONS THEIR CONSTRUCTION SHALL RESEMBLE 51MILAR CONDITIONS THAT ARE FULLY SHOWN AND SHALL BE REVIEWED BY THE ENGINEER. IA GENERAL DESIGN DATA: 1.9.1 ROOF LIVE LOAD: 20 P5F 1.9.2 WIND: 110 MPH EXPOSURE G 1.9.4 SEISMIC: SEISMIC DESIGN CATEGORY = D 517E CLA55 = D 5DS = 0.5319 SDI = 0.3349 1.9.5 SITE LOCATION: NELSON, CA. TABLE OF A E35REV I ATI ONS A.B. ANCHOR BOLT ABT. ABOUT ANG. ANCHOR APPROX. APPROXIMATE ARCH. ARCHITECT ASSY. ASSEMBLY BD. BOARD BTWN. BETWEEN BLK BLOCK BLK'G. BLOCKING BM. BEAM B.N. BOUNDRY NAIL BOT. BOTTOM BRIG. BEARING G.J. CONSTRUCTION JOINT CLR. CLEAR G.M.U. CONCRETE MA55ONRY UNIT COL. COLUMN GONG. CONCRETE CONN. CONNECTION CONST. CONSTRUCTION CONT. CONTINUOUS CSK COUNTERSINK DBL. DOUBLE DIA. DIAMETER DIAD. DIAGONAL DIM. DIMENSION DO. REPEAT DP. DEEP DRWG. DRAWING PTL. DETAIL "E" EXISTING EA. EACH E.F. EACH FACE ELEV. ELEVATION E.N. EDGE NAIL ENG. ENGINEER E.W. EACH WAY EXT. EXTERIOR 111=11 FUTURE FIN. FINISH FLR. FLOOR F.N. FIELD NAIL F.O.G. FACE OF CONCRETE F.O.M. FACE OF MASONRY F.O.S. FACE OF STUD FRM'G. FRAMING FT. FOOT FTG. FOOTING GA. GAGE QTY. QUANTITY GALV. GALVANIZED CO G/L CLU -LAMINATED RAD., r. RADIUS G/N GANG -NAIL TRU55 RE I NF. RE I NFORG I NG V� a O REQ'D. REQUIRED HD. HOLDOWN REV. REVISED, REVISION HDR. HEADER RM. ROOM H.5.5. HIGH STRENGTH BOLTS o®� V HT. HEIGHT S.A.D. SEE ARCHITECTURAL DRAWING HORIZ. HORIZONTAL 5.8. SOLID BLOCKING z ' to 50HED. SCHEDULE I.D. INSIDE DIAMETER SECT. SECTION I.F. INSIDE FACE 5HT. SHEET IN. INCH SIM. SIMILAR INT. INTERIOR 5.0.G. SLAB ON GRADE SPEC. SPECIFICATION J.H. JOIST HANGER SQ. SQUARE JST. JOIST STD. STANDARD JT. JOINT STL. STEEL STIFF. STIFFENER L.L.H. LONG LEG HORIZONTAL STRUCT. STRUCTURAL L.L.V. LONG LEG VERTICAL SYM SYMMETRICAL LT. LIGHT LT.WT. LIGHT WEIGHT T 4 B TOP $ BOTTOM T 4 G TONGUE 4 GROOVE MACH. MACHINE TFJH TOP FLANGE JOIST HANGER MAT'L. MATERIAL THK. THICK MAX. MAXIMUM T.N. TOE NAIL M.B. MACHINE BOLT T.O.S. TOP OF STEEL, TOP OF SLAB MECH. MECHANICAL TYP. TYPICAL MFG'R. MANUFACTURER M.I . MALLEABLE IRON U.B.G. UNIFORM BUILDING CODE MIN. MINIMUM U.O.N UNLESS OTHERN15E NOTED MISC. MISCELLANEOUS MTL. METAL VERT. VERTICAL "NII NEW IN/ WITH N.T.5. NOT TO SCALE W/0 WITHOUT N.S.A. NELSON STUD ANCHOR W.P. WATERPROOF W.W.F. WELDED WIRE FABRIC O.G. ON CENTER O.D. OUTSIDE DIAMETER 4 AND O.F. OUTSIDE FACE Q AT OPN'G. OPENING X BY OFF. OPPOSITE ¢ CENTERLINE ORIG. ORIGINAL 4 DIAMETER O.W.G OPEN WEB GIRDER EQUALS O.W.J OPEN WEB JOIST # POUNDS, NUMBER it PLATE PEN. PENETRATION PLC'S. PLACES PLY. PLYWOOD F51 POUNDS PER SQUARE INCH PSF POUNDS PER SQUARE FOOT P/T POST -TENSIONING PERMIT # , ✓ ( 7 - -3 1 c S BUTTE COUNTY DE ELOD'A" ! SERVICES I MNC DE CPLIACE DATE W Zrx WZ = to 2 a -m Lu Lu Lu Lwu cm P Lu ul C9 W ZFZW HWm 0! Fj Q �F_Oa�03o°w0wo0� ZaF"Lu X=OW°GZ�ZaZaW :00xl%mooeaoc�e W Q P W W lz Ix Z V azzum ? Z W O N Z i J h m W W W =WOO W4Z 0 NCNi-W w W NaOr WO zW z=0q,.Owwx '3W 0 0ir.W0dz a3W�1i-vu 0OO(~7,J W W V Z0~ W CL W_ 9zwwwmzm03 yHCG=oV ZQ-O-NmW= Z mW ZZF'CWVZVZW=F-dW oc°g050Xh0o�aozaa J M Lm CO DO 00 0 O V 0 O ® V� a O V N c Wa000J O d � Lu to w z= 00 '40adZ o®� V aoa J M Lm CO DO 00 V d' V� °°°E _ z c 0 Lm �. d � Lu to w c X V 1 Z L s s a z ' to M\ 00 V Lu V� oo C O 000 c C O E 0 Date: 10/05/15 Revision: 0 DRAWING NUMBER � BY STEL BUILDING MANUFACTURER. FOUNZ;)ATION FLAN 3/3211 = 1'-0" *NOTE: ALL GONGRETE FOOTIN65 SHALL BE 5,000 P51 FTN6, ANC,,HOR 30L.T SGHE]XULE N.T.S. 3E 5,000 ins 1 HEAVY HEX NUT PLATE WASHER HEAVY HEX NUT ALT. ANGHOR 30LT I�)ETA I L N.T.5. -G PERMIT # d S BUTTE COUNTY q VELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE Z C3Y Z W z Lu CG h z E' W F- H = F. p Lu o� a LL, Z�ZW NWm ��`~1-01a- t��5<0Qft-0 zR0wz za1-=01+1 Z 0ILz W FAV~ZH=per--Z W a� OL � W W m H w Z �zLu -300=1xZ1AViceapW W W��� V Q— z w Z<> IL Z00W�zaO N Lu CL W O�W O Orap p.3 Ii0 JZCGN 1+Lu +LLI _a ,LL. ,p3 1I--ZO W mUA Lu �Zv�-4ato yN°Ca(� W of Z Z p O V H V Z M 111 — OC W 0cck 0050=wlLz0w5 Lu F=-ZCLO 09pauu):EPWwE.-gO0aa Z 0 1� LLI uj 4n Im 99 Z pm 0 0 Lu, L16 IL U 0 z mi a o O o °L o ® Z V N Lu � M mi `U40 — � Mia x aoa J M a N ALTERNATIVE ANCHOR BOLT: SEE DETAIL 2/- FTNG. SIZE ANCHOR BOLT THREADED ROD SIZE L Ll WASHER S I ZIE 1 I'-O"5G2x42"DP W/ #4's 9 12" 3/4"0 SIMPSON PAB6 W/ 18" EMBEDMENT 3/4"0 ASTM F1554 GRADE 36 31" I -I/1-1/211 I/2" X 2-I/4" X 2-I/4" O.G. EA. WAY TOP $ BTM. L W 2 7'-O"5G2x42"DP W/ #4's © 12" 3/4"(P SIMPSON PAB6 W/ EMBEDMENT 3/4"cP ASTM F1554 GRADE 36 3I 1-1/211 I/2" X 2-I/4" X 2-I/4" _ O.G. EA. WAY TOP $ BTM. 18" Z _ N CO)CIL 7'-3"Sax42"DP W/ #4's (9 12" WAY TOP $ BTM. SEE DETAIL 8/53 SEE DETAIL 8/53 O.G. EA. p d, 4 4'-O"SQx24"DP W/ #4'5 @) 12" 5/8"(P 51MP50N PAB5 W/ EMBEDMENT 5/8"(P ASTM F1554 GRADE 36 3011 I-3/8" I/2" X I-3/4" X I-3/4" O.G. EA. WAY TOP $ BTM. IS" i eh O 5 5'-O"5ax24"1;)P W/ #4's 9 12" 5/8"0 SIMPSON PAB5 W/ IS" EMBEDMENT 5/8"(P ASTM F1554 GRADE 36 301 I-3/8" I/2" X I-3/4" X I-3/4" O.G. EA. WAY TOP 4 BTM. (6'-O"50x36"DP W/ #4's 0) 12" BTM. 5/8"(P 51MP50N PAB5 W/ 18" EMBEDMENT 5/8"(P A5TM F1554 GRADE 36 30" I-3/8" I/2" X I-3/4" X I-3/4" O.G. EA. WAY TOP $ FTN6, ANC,,HOR 30L.T SGHE]XULE N.T.S. 3E 5,000 ins 1 HEAVY HEX NUT PLATE WASHER HEAVY HEX NUT ALT. ANGHOR 30LT I�)ETA I L N.T.5. -G PERMIT # d S BUTTE COUNTY q VELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE Z C3Y Z W z Lu CG h z E' W F- H = F. p Lu o� a LL, Z�ZW NWm ��`~1-01a- t��5<0Qft-0 zR0wz za1-=01+1 Z 0ILz W FAV~ZH=per--Z W a� OL � W W m H w Z �zLu -300=1xZ1AViceapW W W��� V Q— z w Z<> IL Z00W�zaO N Lu CL W O�W O Orap p.3 Ii0 JZCGN 1+Lu +LLI _a ,LL. ,p3 1I--ZO W mUA Lu �Zv�-4ato yN°Ca(� W of Z Z p O V H V Z M 111 — OC W 0cck 0050=wlLz0w5 Lu F=-ZCLO 09pauu):EPWwE.-gO0aa Z 0 1� LLI uj 4n Im 99 Z pm 0 0 Lu, L16 IL U 0 z mi a o O o °L o ® Z V N Lu � M mi `U40 — � Mia x aoa J M a N Ln 0000 V � V� OooE � z c V � L W p a i 1• Z Y., _ � 1 Z _ N CO)CIL p d, c a) a) 00 i eh O Date: 10/05/15 Revision: 0 DRAWING NUMBER 4d (22 MIN) (oil IN 6" MAX SEE PLAN REINFORCING SCHEDULE: #4 CONT. - #3 18" O.G. EA WAY N q Q it li TOP BOT91 ;01 12 1800 '5100— cf0° 1350 SLAB EDGE SLAB STEP MIN. INSIDE MIN. IN51DE #4 x 4'-O" DOWELS 1/4" WIDE BAR 51 ZE BEND 0 "D" BAR 51 ZE BEND 0 "D" SEE ARCH. DRWG'5 I " DEEP �3 -O O.G. 7 #3 - #8 6d 4d TOOL JOINT #c{ - #II ad #6 - #8 6d I i/2" x 3 I/2" x 12" kE*e © 36" O.G. N plot '011 slog pa 31 31 #14 4 #IS loci TYPICAL STIRRUPS $ TIES 7 S -IrF-,fA- 0.� STANDARD BAR HOOKS 11=III= =III=11 #4 CONT. TYP. SEE PLAN FOR AND BENDS FOR CONCRETE: 11- _ = CONTROL JOINT SEE REBAR LAP LOCATION 5CHED. U.O.N I'--�--►- #3 1-0• @ 18" O.G. 6 FOR G.M.U.: CURB ON SLAB CONTROL JOINT 1 LAP 48 BAR CONSTRUCTION JOINT U.O.N. NOTES: 16ga MIN. TIE WIRE I. SLAB SHALL BE PLACED ON PREPARED SUB6RAD PER SOILS REPORT. 2. MIN. REINF. SHALL BE #3 REBAR @) 18" O.G. EA. WAY. REE3AR HOOKS I$ SENDS �7-rF. SLA5 ON 67RAr;)E I�)ETA I LS NOTES: - - _•- LLENC7THS, U.O.N. AP � � J "m 4 MIN. -... iT 3 'L-J.mmmm PLACE LEAN CONCRETE SLURRY AROUND SLEEVE. - • L'Jm FULL WIDTH OF FOOTING. ®-- THI5 LINE Mpr SECTION � F I FE 7HRU FOOT I NC9 , rofflow WAINNI MET-] U-1` AONper �FEET Irx AV INSIDE SLEEVE DIA. IS NO PENETRATION Pi PE DIA. ALLOWED THRU THIS PORTION OF FTG. 4"- MIN. I 10% IL cV � IFOOTING 2'-0" MIN. 6" MIN. SHALL BE STEPPED 50 THAT 4 MIN. GONG. FILL DOES PRIOR TO CASTING FTG. NOT EXCEED 3'-0" PLACE LEAN CONCRETE SLURRY AROUND SLEEVE. SLURRY TO EXTEND OVER NO EXCAVATION FULL WIDTH OF FOOTING. ALLOWED BELOW THI5 LINE ELEVATION SECTION � F I FE 7HRU FOOT I NC9 N.T.S. N. i .�. ANCHOR BOLT PLACEMENT TO BE DETERMINED BY STEEL BUILDING MANUFACTURER. STEEL COLUMN L2x2x5/16"x 0'-&-' BY OTHERS A36 A5 5HC WN VARIES, SEE ANCHOR SCHEDULE. ANGLE TO BASE PLATE MAINTAIN 3" PROJECTION. SIDE OF PLATE I 4 TYP. (g) EA. HAIRPIN>—J----, IS" SQ. PILASTER COL. CONT. FTG. BEYOND, CONTINUE REINF. THRU w/ 1 #4 GONT. TOP BOT. 3 #3 TIES ®3" O.G. AROUND A.B.'S GONG. f'c (PSI) FINISH GRADE PON 4 a'01 #5 HAIRPIN TYP. SEE FND. PLAN BAR GRADE (KSI) —TOP BAR LAP - SEE FOUNDATION LENGTH (IN.) - ::- PLAN FOR REINF. OTHER BAR y� t� LAP LENGTH 11��� ll)y a °0 a\-60 (IN.) I�S,11 - TYP. S.O.G. G d L - - - Q Q.. UNDERLAYMENT: 2 SAND J v w a s VAPOR BARRIER 4" GRAVEL w • Q W n .d I. INCREASE LAP LENGTHS 33% FOR LIGHT WEIGHT CONCRETE, AND AT a FOUR BAR BUNDLES (WHERE 2 BARS LAP WITH 2 OTHER BARS). SEE FOUNDATION PLAN FOR REINF. #4 EAS. CORNER HORIZONTAL BARS PLACED WITH MORE THAN 12" OF OF TIES 2. TOP BARS FRESH CONCRETE CAST IN THE MEMBER BELOW THE BARS WIDTH, SEE PLAN NOTE: SPREAD FOOTING MAY BE LOWERED TO ALLOW 3. INCREASE LAP LENGTHS 20% FOR EPDXY COATED BARS. ACCESS FOR PLUMBING WHERE NECESSARY. MAINTAIN 18" 5Q. PILASTER ® COLUMN FROM BASE PLATE TO FOOTING. SCHEDULE SOOTING © EX7ERIOR COLUMN 1 `art` N.T.S.C5 20' LONG #4 HAIRPIN, TYP. i / 0 ° TYP \r \ •- • \ (4) 1" DIA. 51 MP50N PABB W/ 15" EMBEDMENT / OR (4) 1" DIA. ASTM F1554 GRADE 36 \ THREADED ROD (SEE DETAIL 8/-) / (4) 3/4" DIA. 51 MPSON FAB& W/ 18" / EMBEDMENTOR (4) 1" DIA. ASTM F1554 GRADE 36 THREADED ROD (SEE DETAIL 8/-) ANC,HOR E3OL7 SETA I L r STEEL COLUMN BY OTHERS VARIES, SEE ANCHOR ANCHOR BOLT PLACEMENT SCHEDULE TO BE DETERMINED BY STEEL BUILDING MANUFACTURER. GOVT. FTG. BEYOND, 18" Sa. PILASTER ® COL. CONTINUE REINF. THRU PN/ 1 #4 CONT. TOP 4 BOT. 3 #3 TIES @ 3" O.G. AROUND A.B.'S FIN15H &RADE--N SEE FOUNDATION ' PLAN FOR REINF. I����� •� L - - - •TYP. 5.0.0. e a m 0- UNDERLAYMENT: T 2 SAND = Q a w a ° . VAPOR BARRIER J w n a . 4" GRAVEL Q W ° d .d SEE FOUNDATION PLAN FOR REINF. #4 EA. CORNER OF TIES WIDTH, SEE PLAN NOTE: SPREAD FOOTING MAY BE LOWERED TO ALLOW ACCESS FOR PLUMBING WHERE NECESSARY. MAINTAIN 18" 5Q. PILASTER @) COLUMN FROM BASE PLATE TO FOOTING. / SOOT I NG C� �XT�fi� I Oil GOL_U1�N m m HEAVY HEX NUT HEAVY HEX NUT 5/8" X 3" X 2-3/4" 1/2" X 2-1/4" X 2-1/4" r PLATE WASHER ! PLATE WASHER HEAVY HEX NUT HEAVY HEX NUT I" DIA. ALT. ANCHOR BOLT 3/4" DIA. ALT.ANGHOR BOLT SALT. ANCHOR E30L7 META I L - Z W 4 Lu CCy? F- Fy- I=- LU LU UA W ImW ZFZW LU go 0I! 01 Ff.>Q 01--a0ce3w0 u. ZQOuZ ZQI-=OW Z_�_ dZaCW W I- _V E Z I- = p ww= O Z W Q G 0�rg0o1wwwaCkQpoe DHOW. W W�Vg3zw ZQi L U H X x � Z d W �Lu � W vsdi' W dWtAo.Oa 0 .4Ix o3: o-j00:N= 5! �L�ZNp3ui-Q w0ounW W VJcQWinceCL IZ11111) vf�Npu%i��Z WyZ }-p v HZ W OO5o5O=ao-5wxzao �oac�v����nc�paQ07QQ M Q r 0 c cd O ® � V N V W mj Z=� Z Mia o141 CO) J a N in 00 00 V V� Oo0E �Z c0o zLu.. V L. 9 U• W mM /� V W V1 i p ,d. c 0E = M 0 PERMIT #� ' S— 3 10 Is BUTTE COUNTY DEVELOPMENT SERVICES „ REVl WD FOR .., Ct CM LIANCE DATE 23 By Date: 10/05/15 Revision: 0 DRAWING NUMBER