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HomeMy WebLinkAboutB16-0892 000-000-000BUILDER /CONTRACTOR RESPONSIBILITIES RECEIVED DESIGN LOADING TRBAND THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY: CBC 13 THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. FRAME / ROOF DEAD LOAD SUPERIMPOSED 2.000 PSF COLLATERAL (LIGHTS) 0.5 PSF FRAME / ROOF LIVE LOAD Drawing Validity - These drawings, supporting structural calculations and designcertification are based on the Shop Primed Steel - All structural members of the Metal Building System not fabricated of corrosion resistant PSF order documents as of the date of these drawings. These documents describe the material supplied by the material or protected by a corrosion resistant coating are painted with one coat of shop primer meeting the II - Normal manufacturer as of the date of these drawings. Any changes to the order documents after the date on these performance requirements of SSPC Paint Specification No. 15. All surfaces to receive shop primer are cleaned of SNOW LOAD drawings may void these drawings, supporting structural calculations and design certification. The loose rust, loose mill scale and other foreign matter by using, as a minimum, the hand tool cleaning method ANCHOR BOLT PLAN Builder/Contractor is responsible for notifying the building authority of all changes to the order documents which SSPC-SP2 (Steel Structures Painting Council) prior to painting. The coot of shop primer is intended to protect the ` result in to the drawings, supporting structural calculations and design certification. steel framing for only a short period of exposure to ordinary atmospheric conditions. Shop Primed steel stored in SNOW LOAD IMPORTANCE FACTOR /changes the field pending erection should be kept free of the ground and so positioned as to minimize water -holding ANCHOR BOLTDETAILS Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the pockets, dust, mud and other contamination of the primer film. Repairs of damage to primed surfaces and/or 0 manufacturer has correctly interpreted and applied the requirements of the order documents and constitutes removal of foreign material due to improper field storage or site conditions are not the responsibility of the SNOW EXPOSURE FACTOR (Ce) Builder/Contractor acceptance of the manufacturers interpretations of the order documents and standard product manufacturer. The Manufacturer is not responsible for deterioration of the shop coat of primer or corrosion that • specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of may result from exposure to atmospheric and environmental conditions, nor the compatibility of the primer to any 1.00 standard practice Sept 86 Section 4.2.1) (Mar 05 Section 4.4.1) field applied coating. Minor abrasions to the shop coat (including galvanizing) caused by handling, loading, shipping 0 unloading and erection after painting or galvanizing are unavoidable. Touch-up of these minor abrasions is the LEFT ENDWALL Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project plans and responsibility of the End Customer (MBMA 06 IV 4.2.4) E5 specifications comply with the applicable requirements of any governing building authority. The Builder/Contra(tor PROJECT NOTES 0 is responsible for securing all required approvals and permits from the appropriate agency as required. FRAME CROSS SECTION Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members DET1-171 Builder is responsible for State Federal and OSHA safety compliance - The Builder/Contractor is responsible for conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 applying and observing all pertinent safety rules and regulations and OSHA standards as applicable. ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with ' a minimum specified yield point of 50 ksi. Hot rolled angles, or other than flange braces, conform to ASTM 36 Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated work in minimum. Hollow structural shaped conform to ASTM A500 grade b, minimum yield point is 42 ksi for round compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, HSS and 46 ksi for rectangular HSS. Material properties of cold form light gage steel members conform to the braces, false work or other elements required for erection will be determined, furnished and installed by the requirements of ASTM A1011 SS Grade 55 or ASTM A1011 HSLAS Class 1 Grade 55, with a minimum yield point erector. (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) of 55 ksi. Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal All bolt joints with A325 Type 1 bolts are specified as snug -tightened joints, unless noted otherwise, in Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) accordance with the "Specification for Structural Joints using ASTM A325 or A490 bolts, June 30, 2004". Pretensioning methods, including turn -of -nut and calibrated wrench are not required unless noted otherwise. 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 The manufacturer does not assume any responsibility for the erection nor field supervision of the structure and concerning any interface between materials if furnished as a part of the order documents, the manufacturers or any special inspections (including inspection of the high strength bolts or field welds) as required during assumptions will govern. erection. The coordination and the costs associated for setting up and Special Inspections are the responsibility of the Erector, Owner, Architect, or Engineer of Record. Correction of Errors - Normal erection operations include the correction of minor misfits by moderate amounts of reaming, chipping, welding or cutting and the drawing of elements into line through the use of drift pins. Design is based upon the more severe loading of either the roof snow load or the roof live load. 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 Loads, as noted, are given within order documents and are applied in general accordance with the applicable responsible either to correct the error or to approve the most efficient and economical method of correction to provisions of the model code and/or specification indicated. Neither the manufacture nor the certifying engineer be used by others. (AISC Code of Standard Practice Sept 86 Section 7.12)(Mor 05 Section 7.14) declares or attests that the loads as designated are proper for the local provisions that may apply or for site '.. specific parameters. The manufacturers Engineers certification is limited to design loads supplied by on Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has Architect and/or engineer of record for the overall construction project. 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 This project is designed using manufactures standard serviceability standards. Generally this means that all plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed stresses and deflections are within typical performance limits for normal occupancy and standard metal building Structural Engineer should be consulted prior to making any changes to the building configuration shown on products. If special requirements for deflections and vibrations must be adhered to, then they must be clearly these drawings. The Metal Building Monufacturer will assume no responsibility for any loads applied to the stated in the contract documents. building not indicated on these drawings. X -bracing (if applicable) is to be installed to a taut condition with all slack removed. Do not tighten beyond Safety Commitment - The Metal Building Manufacturer has a commitment to manufacture quality building this state. 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 condition= The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be and accident prevention is the top priority of any job site. Local, State and Federal safety and health attached to the purlin web. This may not be appropriate for heavily concentrated loads. Any attached load in standards, whether standard statutory or customary, should always be followed to help ensure worker safety. excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using Make certain all employees know the safest and most productive way to erect a building. Emergency procedLires concentrated loads and may require separate support members within the roof system. 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 This metal building system is designed as enclosed. All exterior components (i.e. doors, windows, vents, etc.) RECEIVED DESIGN LOADING TRBAND THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY: CBC 13 THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. FRAME / ROOF DEAD LOAD SUPERIMPOSED 2.000 PSF COLLATERAL (LIGHTS) 0.5 PSF FRAME / ROOF LIVE LOAD 15 /20.00 PSF RISK CATEGORY II - Normal COVER SHEET SNOW LOAD F1 ANCHOR BOLT PLAN GROUND SNOW LOAD (Pg) 0.0000 PSF SNOW LOAD IMPORTANCE FACTOR (Is) 1.0000 ANCHOR BOLTDETAILS FLAT ROOF SNOW LOAD (Pf) 0 PSF SNOW EXPOSURE FACTOR (Ce) 1.0 FRONTSIDEWALL THERMAL FACTOR (Ct) 1.00 BACK SMEWALL WIND LOAD ULTIMATE WIND SPEED 110 MPH NOMINAL WIND SPEED (VASD) 85 MPH (IBC SECTION 1 WIND EXPOSURE CATEGORY C TOPOGRAPHICAL FACTOR 1.0 INTERNAL PRESSURE COEFFICIENT (GCpi) 0.18 /-0.18 ZONE 4, COMPONENT WIND LOAD S 1CFT2 24.171 PSF PRESSURE -26.185 PSF SUCTION ZONE 5, COMPONENT WIND LOAD < 10ET2 24.171 PSF PRESSURE -32.167 PSF SUCTION ZONES PER ASCE 7-10; FIG. 30.4-1 ZONES PRESSURES SHOWN ARE UN -FACTORED RAIN INTENSITY 5 -MINUTE DURATION, 5 -YEAR RECURRENCE (11) 4.0000 IN/HOUR 5 -MINUTE DURATION, 25 -YEAR RECURRENCE (12) 6.0000 IN/HOUR SEISMIC LOAD SEISMIC IMPORTANCE FACTOR (le) 1.00 Ss 0.5920 So, 0.5235 51 0.2597 Sal 0.3250 SITE CLASS D SEISMIC DESIGN CATEGORY D DRAWING INDEX ISSUE PAGE DESCRIPTION 0 C1 COVER SHEET 0 F1 ANCHOR BOLT PLAN 0 F2 ANCHOR BOLT REACTIONS 0 F3 ANCHOR BOLTDETAILS 0 E1 ROOF FRAMING PLAN 0 E2 FRONTSIDEWALL 0 E3 BACK SMEWALL 0 E4 LEFT ENDWALL 0 E5 RIGHT ENDWALL 0 E6 FRAME CROSS SECTION 0 DET1-171 STANDARD DETAILS DRAWING STATUS ❑ FOR APPROVAL THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑ FOR CONSTRUCTION PERMIT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑X FOR ERECTOR INSTALLATION FINAL DRAWINGS FOR CONSTRUCTION. applicable, are recommended. For purposes of determining lift requirements, no bundles supplied by the must be designed to withstand the specified wind loading for the design of components and cladding in ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual accordance with the specified building code. Doors are to be closed when a maximum of 50% of design wind - member weights of other structural members. If additional information is required contact the customer service velocity is reached. TRANSVERSE LONGITUDINAL department. FRONT BACK BASIC FORCE RESISTING SYSTEM* C4 E33 63 FOR QUESTIONS OR ASSISTANCE CONCERNING ERECTION CALL: X MONDAY - FRIDAY 7:30AM TO 5:OOPM Foundation Design - The Metal Building Manufacturer is not responsible for the design, materials and RESPONSE MODIFICATION COEFFICIENT(R) 3.25 3.25 3.25 workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only 1/ /1GG ^1 ENGINEERING SEAL location, ''diameter and projection Of the anchor rods required to attach the Metal Building System to the PERMIT# 816-Op9a SYSTEM OVER -STRENGTH FACTOR(Qo) 3.0000 2.0000 2.0000 foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for BUTTE COUNTY DEVELOPMENT SERVICES SEISMIC RESPONSE COEFFICIENT(C,) 0.161 0.161 0.161 THIS CERTIFICATION COVERS 'PARTS MANUFACTURED specifying ``rod embedment, bearing values, tie rods and or other associated items embedded in the concrete REVIEWED FOR AND DELIVERED BY THE MANUFACTURER ONLY, foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed COQ„�I`h�IAN BLDG DESIGN BASE SHEAR (V) 1.00 (k) 0.85 (k) AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, loads, and the bearing capacity of the soil end other conditions of the building site. (MBMA 06 Sections 3.2.e"" FOUNDATION DESIGN AND ERECTION OF THE BUILDING. and A3 DATE �� THE TRANSVERSE DIRECTION IS PARALLEL TO THE RIGID FRAMES ,y' THE LONGITUDINAL DIRECTION IS PERPENDICULAR TO THE RIGID FRAMES THESE DRAWINGS AND THE METAL BUILDING SKY EIVIII Dissimilar Materials - Never allow your roof to come in contact with, or water runoff from, any dissimilar metal BASIC FORCE RESISTING SYSTEMS THEY REPRESENT ARE THE PRODUCT OF A AFFILIAT- including but not limited to: Copper and Arsenic Salts used in treated lumber, Calcium used in concrete, mortar OF NCI GROUP, INC. - 10943 N. SAM JSTON and rout. C4. STEEL ORDINARY MOMENT FRAME PARKWAY W., HOUSTON, TX 77064. THE ROFESSI AL 9 B3. STEEL ORDINARY CONCENTRIC BRACED FRAMES ENGINEER WHOSE SEAL APPEARS HERE N IS EMP YED H. STRUCTURAL. STEEL SYSTEMS NOT SPECIFICALLY BY AN AFFILIATE OF NCI GROUP, INC AND IS N0? THE Debris Removal - Any foreign debris such as sawdust, dirt, animal droppings, etc. will cause corrosion of the DETAILED FOR SEISMIC RESISTANCE ENGINEER -OF -RECORD FOR THE OlitRALL PROD ' F. roof, gutters, trim, etc. if left on building surfaces for o long enough time. The roof should be periodically G2. INVERTED PENDULUM SYSTEMS inspected for such conditions and if found, they should be removed. CANTILEVERED COLUMN SYSTEMS BUTTE a k r'` COUNTY BUILDING SIZE: 30'-0" x 30'-0" x 10'-0" 1.0:12 APR 2 S 2016 ISSUE DATE DESCRIPTION BY CK'D DSN [� M ��� SOUIHERN DRAW REO/ON V • " DEVELOPMENT 0 3/15/16 FOR ERECTOR INSTALLATION PNR PNR SSKICBS ®(/\J^' /\� P.O. DRAWER 917 MEMBER SERVICES COLUMBUS, MISSISSIPPI J970J tiT1 n16 D�qa a Robertson Ceco company (662) 328-6722 rn MBMA tit PROJECT: MONAGO Mar 17, 201„ CUSTOMER: VISE COMPANY OWNER: RON MONAGO LOCATION: Oroville, CA 95966. /� t� CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEETjIjQE� ^MP IAN ��/�4�k��0`_ Rev. 8/12/,14 3/15/16 N.T.S. 1 A 15-B-2393 C1 0 TRB AND ASSOCIATES L-1 AUG 0 3 2015 TRB AND ASSOCIATES , , I IT 0 0 GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. II d[iII�lllt1l�91��1 2 10'-0" 1 EC -6 RF1-i EC -1 GIRT V-5 3/4 LAPS 1'-5 3/4" SIDEWALL FRAMING: FRAME LINE C Y Q Y F2955—B M I m F73 SIDEWALL SHEETING & TRIM: FRAME LINE C PANELS: 26 Go. PR — Fern Green ISSUE DATE DESCRIPTION 0 3/15/16 FOR ERECTOR INSTALLATION Ql ( _()e QERMR ri BU?TE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE, CO PLIANCE BY DATE MEMBER TABLE roAh/r I k1c r L--1111 14 19'-11 1 2" E-4 8ES1L14 9'-11 1 2" G-5 SX25Z16 21'-5 1/2 G-6 8X25Z16 11'-5 1/2 CB -6 1/4" CABLE 12'-7' rR-7 1 /A" rAnl r 1 7'-7" REVIEWED FOR CODE COMPLIANCE AUG 0 3 2016 TRS AND ASSOCIATES BY CK'D DSN PNR PNR SSK � �� N�� ro DRAW MISSISSIPPI MEMBER COLUMBUS M/55/55/PP/ J970J / a Robertson Coco company (662) 328-6727 MB PROJECT: MONAGO ;USTOMER: VISE COMPANY OWNER: RON MONAGO LOCATION: Oroville, CA 95966. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER 3/15/16 N.T.S. 1 A 15-B-27393 E3 0 • Mar 17 201 o N� m cnnac�o�z z fTl D OZ�➢�➢ F Nti��n m� D O p Z m r z C�m C:) O n OA p --A C) rTl m Z O g D p D in <�ZDr(nZ Z D C O A O m A m M O�pD➢ nmm Anz➢ n A o—m o��m zmmN ooz=CZ) cn z 'J,N'onzr=rloz � az =i ➢ C)Oyp Z �f=TIZ Z m m A 0 a0 Nj U> N C O 10'-1 1/4" �I 10'-4 1/4" 10'-7 1/4" I 10'-10 1/4" II 11'-1 1/4" z I 10'-10 1/4" 10'-7 1/4" ➢ D ➢ 10'-4 1/4" 0 10'-1 1/4" I v z � n � o Z O Z 00 0 O T D N N Z O f/l Z O o ti � C y O m O rn - oo� o A < � 0 C/-) z < � a S U cp m � < O pO 1 6 z N H � m m (Tl x N m m to N m C A m � w O z A vL z N C71 A Z O Q) N c \ m � v m W � C Cr Z ➢ m TI m A co e� D A T, — � m m C> A (D z m D y o ti A O � r - z _ z z r -r-1 0 a0 Nj U> N C O 10'-1 1/4" �I 10'-4 1/4" 10'-7 1/4" I 10'-10 1/4" II 11'-1 1/4" m I 10'-10 1/4" 10'-7 1/4" ➢ D ➢ 10'-4 1/4" 10'-1 1/4" I v z � n � o Z O Z 00 0 O T ~ Z N N Z O f/l Z O o ti � C y O m O rn - oo� o A < � 0 z < ZC y N Nla U cp m � < O pO 1 6 z N H � m � m ➢ x N m to m C A m � ppl O z A vL z O O C71 A Z � 2 N c o v m W � C Cr Z ➢ m TI m A co e� D 0 a0 Nj U> N C O 10'-1 1/4" �I 10'-4 1/4" 10'-7 1/4" I 10'-10 1/4" II 11'-1 1/4" 11'-1 1/4" I 10'-10 1/4" 10'-7 1/4" ➢ D ➢ 10'-4 1/4" 10'-1 1/4" I N� Eel m V m 0 (A c m� U m m -•a O H a m m 1 N U3 O W m n u I W 7'-6" 2'-6" i I m Ui I_ >n- mmmm� JWm4f GI ZJJ ZJOO oommmca eoo ??NNNNN Nle a a a(JI (J1 Cn Vl (Jl (Jl (� N NOOOOC imm N Cn Cn >-IPW.I W I �lo� \ mmm�a � rn NY ➢ D ➢ 'fn'1 �A� Z O Z 00 0 O T ~ Z Z m - oo� o mzm z � ZC y N •- o m m O � m ➢ m D � = O m C A � O z O O o m c z Z ➢ U7 � m W N e z � Nin�m��ti�n Z _ n r C�nNym�nr fTl r o-noT c�_nm Z7 r m O�rZ?NCFri O � v�y zc�oy T r � o mOzo ?rcno T Z � Z�➢>�� T � Z r ATO Q n z T�OrOZ�Z —I O Z mN�m fC%l O Z-pi�A�JOOfyID 'D N C � 02 m➢yOcn �O-V Z -G ���mpCa�Zm y A tnTST�� �T ozz-��� C) x m r �mj�Nm yOpN m x �NmZTm-rim c m r"N�mpz �,c» v ^� zcz'�rAi-�� zzmm p cm ZTW �= T rzcno�z' z z = c'�C�Zti�• � W r~ZO�pO CT"JD N O Op z� • ~ T T O 0 zo � tt ro �.A. o I n AN L- I -p—t 4-A rT nay Z y m Nvy p c N ti � A O I Q A (7 L7 N O � y O � O rrn � T -T-1 z � M O O A p � 2 m y � � T fTl rn � s rn F-- co 0 N m Z o � w p Z N � v p 4 Iv c m o W T CA c � I � O m ti rn o � z Fri D u 12 r �o o r N � I z O FTl D z F— N z m FT N 0 zo � tt ro �.A. o I n AN L- I -p—t 4-A rT nay Z y m Nvy p c N ti � A O I (p A (7 L7 0 \ O � y O � O rrn � o z � M O O A p � 2 m v x Cn O v - m � s co 0 N m Z O m m p Z N � v p 4 Iv c m o W T CA c N z w rn o � T A Fri D 0 zo � tt ro �.A. o I n AN L- I -p—t 4-A rT nay Z y m Nvy � I o F v r m O � I o D � x N rrn o M O O A p � 2 m Cn O � s co 0 N Z N � � m N N z w o o � o u r x x a o X� r m m Cn O � s co 0 Purlin A II (2)1/2„x1 1/4"- r III Steel Line A325 M. Bolts (1) �1B EW Girt it 1/4„ Endwall (2) 1/2' x 1 1/4 Anti -Roll Clip Rafter A325 Bolts \ 3/16 Plate EW Column 41 - ------------- � Rafter Purlin Clip RA1 0 0 2ITI 3/16" Plate of Rafter Rake Angle =____ -------------- Purlin EW Rafter II 1/2" Washer Column Side Not Clip Side Flange Brace IZ 3 16" 3 EW Column Welded Plate EW Girt As Required 16 3 " 3 q 3 16 3 4 1/2" x 1 1/4" Cold Formed Rafter A325 Bolts (Typ. U.N. on „ 1/2" x 1 1/4" A325 Bolts Main Frame Rafter (yP 1/2 x 1 1/4 A325 Bolts (Typ.) (U.N.) Section A Section A Endwall Drawing) (Typ.) (U.N.) A5 SECTION THRU COLD FORMED RAFTER ANTI PURLIN ANTI -ROLL CLIP g4 ENDWALL COLUMN TO RAFTER C4 CEE ENDWALL COLUMN TO WALL GIRT EW Girt Width as Corner Column EW Column Required A ENDWALL COLUMN --------- ------------ ___ i WELDED i PLATE 1 /2" x 1 1 /4" ��a _-- - _ A325 BOLTS SW Girt ------''- - - -- - - - - - - - Welded Plate f - SC-5� ClipSECTION "A" 0 L � 1/2" x 1 1/4" A325 Bolts O = Refer To Anchor Bolt (*) = Refer To Endwall Drawing ENDWALL GIRT (Typ.) (U.N.) Plan For Bolt Quantity, Dia. & Type C13 ENDWALL COLUMN TO WALL GIRT D4 CORNER COLUMN TO WALL GIRT Eg BASE PLATE FOR ENDWALL COLUMN RAFTER. SPLICE AT SURFACE CHANGE ./ J ISSUE DATE DESCRIPTION BY CK'D DSN 4J • �. VD�q� 0 3/15/16 FOR ERECTOR INSTALLATION PNR PNR SSKC 0236=pres soon`E"N L/\J (\� P..O.OR4WER91r MEMBER �. COLUMBUS. ME c'ON PPl 39703 ::OUNTY DEVELOPMENT SERVICES a Robertson Ceco company (662) 328-6722 M BMA pG V11, REVIEWED FOR)DE COMPLIANCE PROJECT: MONAGO Mar 17,201 CUSTOMER: VISE COMPANY OWNER: RON MONAROR CODE C LOCATION: Oroville, CA 95966. ""+„''t— `'►? CAD DATE SCALE PHASE BUILDING ID JOB NUMBER WUMBER VF' Vl1M•�� 3/15/16 N.T.S. 1 A 15 -B - ;;A9. 1 0 `' ti.✓ jr • Purlin Clip 3/16" Plate Anti -Roll Clip 3/16" Plate Purlin Clip 3/16" Plate AntRoll Clip 3/16" Plate II 1/2" Washer Column Side Not Clip Side Flange Brace IZ 3 16" 3 EW Column Welded Plate EW Girt As Required 16 3 " 3 q 3 16 3 4 1/2" x 1 1/4" Cold Formed Rafter A325 Bolts (Typ. U.N. on „ 1/2" x 1 1/4" A325 Bolts Main Frame Rafter (yP 1/2 x 1 1/4 A325 Bolts (Typ.) (U.N.) Section A Section A Endwall Drawing) (Typ.) (U.N.) A5 SECTION THRU COLD FORMED RAFTER ANTI PURLIN ANTI -ROLL CLIP g4 ENDWALL COLUMN TO RAFTER C4 CEE ENDWALL COLUMN TO WALL GIRT EW Girt Width as Corner Column EW Column Required A ENDWALL COLUMN --------- ------------ ___ i WELDED i PLATE 1 /2" x 1 1 /4" ��a _-- - _ A325 BOLTS SW Girt ------''- - - -- - - - - - - - Welded Plate f - SC-5� ClipSECTION "A" 0 L � 1/2" x 1 1/4" A325 Bolts O = Refer To Anchor Bolt (*) = Refer To Endwall Drawing ENDWALL GIRT (Typ.) (U.N.) Plan For Bolt Quantity, Dia. & Type C13 ENDWALL COLUMN TO WALL GIRT D4 CORNER COLUMN TO WALL GIRT Eg BASE PLATE FOR ENDWALL COLUMN RAFTER. SPLICE AT SURFACE CHANGE ./ J ISSUE DATE DESCRIPTION BY CK'D DSN 4J • �. VD�q� 0 3/15/16 FOR ERECTOR INSTALLATION PNR PNR SSKC 0236=pres soon`E"N L/\J (\� P..O.OR4WER91r MEMBER �. COLUMBUS. ME c'ON PPl 39703 ::OUNTY DEVELOPMENT SERVICES a Robertson Ceco company (662) 328-6722 M BMA pG V11, REVIEWED FOR)DE COMPLIANCE PROJECT: MONAGO Mar 17,201 CUSTOMER: VISE COMPANY OWNER: RON MONAROR CODE C LOCATION: Oroville, CA 95966. ""+„''t— `'►? CAD DATE SCALE PHASE BUILDING ID JOB NUMBER WUMBER VF' Vl1M•�� 3/15/16 N.T.S. 1 A 15 -B - ;;A9. 1 0 `' ti.✓ jr ® O Purlin Clip 3/16" Plate Anti -Roll Clip 3/16" Plate II 1/2" Washer Column Side Not Clip Side Flange Brace IZ 3 16" 3 EW Column Welded Plate EW Girt As Required 16 3 " 3 q 3 16 3 4 1/2" x 1 1/4" Cold Formed Rafter A325 Bolts (Typ. U.N. on „ 1/2" x 1 1/4" A325 Bolts Main Frame Rafter (yP 1/2 x 1 1/4 A325 Bolts (Typ.) (U.N.) Section A Section A Endwall Drawing) (Typ.) (U.N.) A5 SECTION THRU COLD FORMED RAFTER ANTI PURLIN ANTI -ROLL CLIP g4 ENDWALL COLUMN TO RAFTER C4 CEE ENDWALL COLUMN TO WALL GIRT EW Girt Width as Corner Column EW Column Required A ENDWALL COLUMN --------- ------------ ___ i WELDED i PLATE 1 /2" x 1 1 /4" ��a _-- - _ A325 BOLTS SW Girt ------''- - - -- - - - - - - - Welded Plate f - SC-5� ClipSECTION "A" 0 L � 1/2" x 1 1/4" A325 Bolts O = Refer To Anchor Bolt (*) = Refer To Endwall Drawing ENDWALL GIRT (Typ.) (U.N.) Plan For Bolt Quantity, Dia. & Type C13 ENDWALL COLUMN TO WALL GIRT D4 CORNER COLUMN TO WALL GIRT Eg BASE PLATE FOR ENDWALL COLUMN RAFTER. SPLICE AT SURFACE CHANGE ./ J ISSUE DATE DESCRIPTION BY CK'D DSN 4J • �. VD�q� 0 3/15/16 FOR ERECTOR INSTALLATION PNR PNR SSKC 0236=pres soon`E"N L/\J (\� P..O.OR4WER91r MEMBER �. COLUMBUS. ME c'ON PPl 39703 ::OUNTY DEVELOPMENT SERVICES a Robertson Ceco company (662) 328-6722 M BMA pG V11, REVIEWED FOR)DE COMPLIANCE PROJECT: MONAGO Mar 17,201 CUSTOMER: VISE COMPANY OWNER: RON MONAROR CODE C LOCATION: Oroville, CA 95966. ""+„''t— `'►? CAD DATE SCALE PHASE BUILDING ID JOB NUMBER WUMBER VF' Vl1M•�� 3/15/16 N.T.S. 1 A 15 -B - ;;A9. 1 0 `' ti.✓ jr Eave Strut Steel Line L----Roof Purlin Flange Brace Clip 1/4"'6En�wrltl Flange Brace -� ,�' Eave Strut 0 0 0 ® 1 RF CDIUmn ti®> ®� (As Required) Additional %-------------------- - Eave StrutI Flange Brace ,° __- --- (As Required)-----_,______—__ —_—_ AdditionalFlange Brace(As Required) ° �® Flange Brace 0 ® 0 0 EW Rafter Rigid Frame RF Rafter ------ ___________________Column Rigid Frame Wall Girt Column Flange Brace Clip er 1/2" x '11 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts (TYP•) (U.N.) (TYP•) (U.N.) (TYP.) (U.N.) (TYP•) (U.N.) G2 ROOF PURLIN TO INTERIOR FRAME RAFTER H 2 WALL GIRT TO RIGID FRAME COLUMN 6 LOW SIDE EAVE STRUT TO COLD FORMED RAFTER J 2 EAVE STRUT TO RIGID FRAME *PART APPLICATION (6) Stitch Screws Rigid Frame Column Steel Line 1/4'-14 x 7/8" SC544 1/4" Cable or 1/2" Rod Cable Lap Tek Die Formed SC545 5/16" Cable or 5/8" Rod= Ridge Cap #17A X -- S.D. Screw F52 SC546 3/8" Cable (See Fastener Detail SC547 1/2" Cable * = Member Screws / Base Cable Anchor SC5483/4" Rod Wall 12 -14 x 1 1/4". SC549 1" Rod _ Panel Anchors By Others at 5"-7"-5" O.C. SC550 1 1/4" Rod = Deluxe Base Trim (F73) _ I \ _ Finished Floor EyeBolt Base/ ,� ��\ ®/® 121/4..T °ad. Cable Anchor L" 'k d 1 Diameter (SC551 or SC552) Bolt / 'k "PBR"-/Peak Purlins Minimum 1/4" Diameter Anchor Roof Panel or Equivalent Power -Driven Fastener Anchor Bolts (�) =Refer To Anchor Bolt At 24" On Center Maximum. 1" Tape Sealant Plan TRIM -39 HW -506 Q6 DIAGONAL BRACE CLIP TO FLOOR DETAIL R2 ANCHOR BOLTS AT SIDEWALL COLUMNS SECTION THRU WALL PANEL AND CONCRETE "PBR" ROOF FIXED RIDGE DETAIL FOUNDATION WITH DELUXE BASE TRIM Trim 80 ISSUE DATE DESCRIPTION BY CK'D DSN • �, SOUPIERN REGION a 0 3/15/16 FOR ERECTOR INSTALLATION PNR PNR SSK CBS=2A�"�esP.O. DRAWER911MEMBE=ERMIT# 1COLUMBUS, MISSISSIPPI 39703 BUTTE COUNTY DEVELOPMENT SERVICES a Robertson Ceco company (662) 328-6722 # j� �j j� ^ �j Ci G REVIEWED FOR I v'' B I A CODE COMPLIANCE �p PROJECT: MONAGO Mar 17, 201 2 /ti BY CUSTOMER: VISE COMPANY OWNER: RON MONAGO RE LOCATION: oroville, CA 95966. FOR CODE CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER 3/15/16 N.T.S. 1 A 15-8-27393 AUG Rg22016 0 TRB AND ASSOCIATES TapewSealer 506 Fastener #17A-\ 12-14 x 1-1/4' SO W/WASHER at each purlin Rake Trim Standard F764 (shown) Standard Large F4150 / Fastener #17A--' 12-14 x 1-1/4' SO W/WASHER Fastener #4 1/4'-14 x 7/8" LL SO W/WASHER at 1'-0 O.C. Roof Panel Rake Angle RA1 Rake Slide Rake Trim F215 Outside Panel Closure Rake Trim Outsideanal Closure HW456 (Foam) = PBR HW456 Foam) = PBR (See GPR05005) (See GP 05005) HW429/HW429A (Metal) _ HW429/HW429A (Metal) = PBR at P(See PW05015 HW465 at BU (See P B) HW460 at PO HW465 at AVP/PBA/ HW465 at AVP/PBA/ Vistashadow Vistashadow Fastener #4A Fastener #4A 1/4"-14 x 7/8" SO W/WASHER 1/4"-14 x 7/8" SO W/WASHER at 1 -0 O.C. at 1'-0 O.C. Standard Fixed Alternate (Sliding) For roof runs 100 or less For roof runs greater than 100' Rake Detail — PER Roof Classic Standard and Standard Larqe Rake Trim - Sheeted Wall TRIM -104 1/2" „1 (2) Runs 1/4" Bead Fastener #3 Urethane Tube Sealant See Sheeting Rake Trim PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES (3) Stitch I�Screws at 5"-7"-5" O.C. I 1/4"-14 p 7/8" (TYP•) 1„ Pf Eave Tr Rake Trill' 1`295: PiRake CODE COMPLIANCE 0 Without Closure Fastener #14 1" Min. 1/8"0 x 3/16" Fastener #14A 1/8"0 x 3/8" 36" O.C. Stitch Screw With Closure 1/4"-14 x 7/8" Fastener #14A at V-0" O.C. � 1/8"0 x 3/8" �HW506 Tape Mastic 12" O.C. Peak Box- PBR Roof Rake Angle RAI Wall Fastener Stitch Screw Outside Panel Closure 1/4"-14 x 7/8" at each hidh rib. Standard Peak Box Detail PBR Roof TRIM -106 Top Flange QO °C Top Flange �O Top Bolts — See Rigid Frame Top Bolts — See Rigid Frame Drawings For Size Drawings For Size Web Intermediate Bolts Web Intermediate Bolts O (As Required) — (As Required) See Rigid Frame Drawings For Size See Rigid Frame Drawings For Size OO OO � OO Bottom Bolts — See Rigid Frame Bottom Bolts — See Rigid Frame Bottom Flange Drawings For Size Bottom Flange Drawings For Size Extension Beyond Flange Is Optional, At Top & Bottom. U 2 BOLTS FOR RIGID FRAME RAFTER AT BUILDING PEAK U 3 BOLTS FOR RIGID FRAME RAFTER TO COLUMN CONNECTION -T IT ISSUE DATE I DESCRIPTION 0 3/15/16 1 FOR ERECTOR INSTALLATION uiosure riw,[zv i oi Eave Strut 1 Detail X" Low Eave Detail — PBR Roof Flat Eave Trim — Sheeted Wall TRIM -120 d Line ' `PBR Panel Steel Line and Panel Rib Note: Standard panel location for Start and End panels is T, panel rib at steel line. Refer to erection Drawings for panel location and Corner Trim piece mark. Outside Corner Trim — PBR Wall Panel TRIM -186 �16—Da Fastener #3 See Sheeting 12-14 x 1-1/4" LL SD W/Washer PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES Layout at 5"-7"-5" O.C. 1„ Inside Panel Closure HW455 with continuous Tape Sealer CODE COMPLIANCE HW506 top and bottom PBR Panel 7/7 Fastener #14A 1/8"0 x 3/8" Fastener #4A 1/4"-14 x 7/8' 5,-0" O.C. SO W/Washer Fastener #17A at 1 -8 O.C. 12-14 x 1-1/4" SO W/Washer "Optional" Outside Closure Field remove bearing HW456 - PBR HW429 - PBR (see Detail "X") leg as required Yrj HW460 - PHU Corner Trim Flat Fav HW465 - AVP/PBA/ F830 or F862 Trim F2955 Vistasho ow IVI Fastener #14A 1/8" x 3/8' Mar 17,201 at 12" O.C. uiosure riw,[zv i oi Eave Strut 1 Detail X" Low Eave Detail — PBR Roof Flat Eave Trim — Sheeted Wall TRIM -120 d Line ' `PBR Panel Steel Line and Panel Rib Note: Standard panel location for Start and End panels is T, panel rib at steel line. Refer to erection Drawings for panel location and Corner Trim piece mark. Outside Corner Trim — PBR Wall Panel TRIM -186 �16—Da PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE t p DATE ll, BY CWD DSN [� PNR PNR SSIK/s_.9m ) ( M SOUTHERN REGION V C re s P.O. ORIWER 9 n MEMBER J • Yrj L/JnL\1 a Robertson Ceco company OOLUMBUS. MISSISSIPPI J9703 /// (662) J26-6722 riV IVI � PROJECT: MONAGO Mar 17,201 CUSTOMER: VISE COMPANY OWNER: RON MONAGO LOCATION: Oroville, CA 95966. REVIEWEDi tt Qty CAD DATE SCALE PHASE BUILDING ID JOB N PINI 3/15/16 N.T.S. 1 A 15-B-2739 F3 0 TRB AND ASSOCIATES Cable Flo—Loc Similar car for Rafter. Insert EyeBolt Through Slot in Web. Washer Then Assemble Hillside Washer, Flat Washer, and Nut. Q2 DIAGONAL CABLE, EYEBOLT END WF or Cee E o ad E o E U i _ � N 0 0 0 0 0 de a U 2 er Nut PBR Roof Panel - Standard and Standard Large Low Eave Rake Corner with Flat Eave Trim -1 4" Wall Panel Fastener #4 Fastener #4 }-14 x J" LL 1-14 x J" LL SD W/Washer SD W/Washer (3) Required End Cap To Roof Panel (Trim Color) 1'-0 O.C. max. (Trim Color) Sidewall Panel ` (Varies, PBR shown Flat Eave Trim F2955 1� s Corner. Box End Cap-] Standard F765 Standard Larae F4152L (Shown) F4152R (Opposite) Field Cut side and bottom flange to conform to Wall. Apply Tube Sealant at tabs. Field locate and provide Maximum a slot for the 'Y' bracing. 1/8" Larger than 'Y' bracing 1/2_',1 _1/z71 Diameter. Insidel Flongq Up Zee Web Outside Flange Down *For Cable, Unravel Flo—Lock Grip and RemoveEye Bolt, Slip Through Slotted Girts, then Reassemble Cable. '14 IEndwall Panel Field Cut legs flush—" with Corner Trim and Roof Panel See Contruction Details for required attachment of Eave Trim and Rake Trim to Wall. Wall Panel Closures not shown for clarity. (Varies, PBR shown) Rake Trim (Extend past Corner Trim 1}") Standard F764 (Shown) Standard Lor ae F4150 Fastener #14 J"o x 4„ 2" O.C. max. (8) Required CABLE AT FLUSH WALL GIRT ;316-�g2 pERMR BllfTE CDUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE '&��P---"-"$Y—ate DAT ISSUE DATE 0 3/15/16 I DESCRIPTION BY CK'D DSN FOR ERECTOR INSTALLATION PNR PNR SSK C =Kpres P.O. W1B£R 811N MEMBER Q� COLUMBUS MISSISSI / 39703 a Robertson Ceco company (662) 328-6722 M B MIA "I �a PROJECT: MONAGO CUSTOMER: VISE COMPANY OWNER: RON MONAGO RE LOCATION: Oroville, CA 95966. FOR CODE COME CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SH ET NUMBER r 3/15/16 N.T.S. 1 A 15—B-27393 AUG 20161 0 TRI3 AND ASSOCIATES • Mar 17, 201 lT' d - 12" 12" 12" 9 1/2" 9 1/2" 9 1/2" 2 1/2 2 1/2 2 1/2 Sheeting Direction Detail "A" All Roof Members Except As Noted Below 12" 12" 12" 2 112" 1 7" 5" 7" 5" 7" Stitch Screw Tape Seal 1/4-14 x 7/ iT)� At 20" O.C. Detail "A" Member Screws - 12 -14 x 1 1/4" at 5", 7" 5" Two Continuous Layers 2 1 /2 HW507 Tape Seal Roof Panel Purlin Sheeting Direction Detail "A" At Eave Strut, Panel End Lap, and Peak Purlin Section Thru Panel End Laps Fastener Location for "PBR" Roof Panel Standard Grade DescriptionFasner Number Application 1/4"-14 x 7/8" 4A Stitch & Trim Screw 12-14 x 1 1/4" 17A Member Screw 12-14 x 1 1/2" 17B Member Screw 12-14 x 2" 28 Member Screw Long Life Description FasNumner ber Application 1/4"-14 x 7/8" 4 Stitch & Trim Screw 12-14 x 1 1/4" 3 Member Screw 12-14 x 1 1/2" 3A Member Screw 12-14 x 2" MONAGO 58 Member Screw Note: Standard details call fo 1 1/4" fasteners as member screws by default. 1 1 /4", 1 1 /2", or 2" depending on insulation, application, or customer request. Self—Drilling_ Screw Application SCRW1 "PBR" Panel "PBR" Panel Bearing Leg Roof Panel Stitch Screw 1/4-14 x 7/8" TRIM -175 PERMIT # 1316'01 q ;\ BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE ir'114 'iRB ISSUE DATE I DESCRIPTION 0 3/15/16 1 FOR ERECTOR INSTALLATION 12" 12" 12° 7„ A 5„ 7„ 5„ 7 A B 2" "PBA"/"AVP" Panel 21 12 Member Screw ' PBU" Panel i 12-14 x 1 1/4"SD 12" O.C. at Each Member Bearing Leg "POU" Panel Extended Leg p ane, PBq" Stitch Screw 1/4-14 x 7/8" Sheetinq Direction SD, at 20" O.C. Sheeting Direction SD, at 20 O.C. Sheeting Direction An = At Base Rake Eave and I , , Mid Span End Lops 12" 12" 12" A ©= At Intermediate Member "RVPBR" Panel BY CK'D DSN PNR PNR SSK 6" 6" 6" 6" 6" 6" P.O. URAWER -oil lmw res 12" 12" 12" -fl© ' and at Optional Liner Panel "RVPBU" Panel Fastener Location for Panel At Wall MEMBER �'" �{ MBMA CAD DATE SCALE PHASE BUILDING ID JOB NUMBrf�1G 0 3 3/15/16 N.T.S. 1 A 15—e-27393 TRB AND AS' 7 NUMBER D ET5 TRIM -174 ®m SoUI ERN RECON 1C = P.O. URAWER -oil lmw res U5"@" COLUMBUS M/S WIPP/ 3970.7 a Robe/ison Ceco company Y (662) 328-6722 PROJECT: MONAGO :USTOMER: VISE COMPANY OWNER: RON MONAGO LOCATION: Oroville, CA 95966. j -UK C MEMBER �'" �{ MBMA CAD DATE SCALE PHASE BUILDING ID JOB NUMBrf�1G 0 3 3/15/16 N.T.S. 1 A 15—e-27393 TRB AND AS' 7 NUMBER D ET5 TRIM -174 ®m J_— --- Page F'b'.e PW09022 PW P gKnack Down Walk Door Sections AC05131 PBR Wall Panel - Walk Door & Glass Front Walk Door PBR Wall Panel -Walk Door &Glass Front Walk Door 09023 PBR Wall Panel -Walk Door &Glass Front Walk Door PW09027 8", 10", 12" Girts °°`° "° Trim Installation with Field Notch Panel at Head Trim Dec'11 00 Field Notch Panel at Head Trim"" °°<.ew.Dec 11 00 c 11 00 Jamb Trim Field Cut Details Dec'11 ' Note: Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PWO9023 Note: Trim Installation can be done by Field Notch Panel as shown on PW09022 & PW09023 4a 4j" Door Header Angle Q with Field Notch and Bend Tabs at Head Trim as shown on PW09024 & PWO9025. OR with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PWO9025. j * Door Header Angle See Chart Girt See Chart w/(one) Wall Member Screwa r'� 1}" 12-14 x _ rGirt °o o Door Width + 6}" (+ 1'-6 for each SideLite) J� Each End At 12" O.C. Il o y }^ } Door Frame c 3 1}" Door Width + 34" (+ 1'-6 for each SideLite) 1}" o `o ° ¢¢¢ Panel Rib - Walk Door Clip (WDC) 0 v_ c See PW09023 } Optional Jamb Trim F484 Jamb Trim F482 M Girt KShown or Angle (WDA) r `o ° & Pwo9o27 n Detail "B", Used ao 0 y Door Width + 3}"Too View o Viewr Bracing Only And o0 0 0 (+ 1'-6 for each SideLite) 10° nv eqd. If Optional Girt Door Header ° Door Width + 3 o (+ V-6 for each SideLite) 1}" ° s Used. ^^^." (+ V-6 for each SideLite) 1}° co B `o 0 Section Thru Header Head Trim F481 Feld notch Panel o j Field Cut and Remove See Door Width at Head Trim s y y y Attachment To rt, PWO9030 (+ 1'-6 for each SideLite) 1j" Framing Elevation Concrete, By Others or PW09032 c ° 0 —► M N Fastener #14A Girt (Field Wall Member Screw Cut At Jamb) 12-14 x _ (TYp•) D00r Jamb Door Header Angle v '� o 0° 3° Y o 3 I '� i °o o for Jamb Trim I o 3 I Pop Rivet at 20" O.C. I }" Bead of HW540 Tube Caulking from Header to Floor (see section) I I o I 0 ^„ ® 0 or Optional F484 or Optional F484 3 0tfl� o ` s field cut detail o -" I I Cut I rem re '� Piece Mark For Door Walk Door Clip (WDC) DHA3 3070 Head Trim F481 See PW09027 I 0 DHA4 4070 Caulk these edges after installation. CHAS 6070 3 � 3" Walk Door M N 2" Glass—Front Door and remove N o o v Jamb Trim F482 Jamb Trim F482 o for Jamb Trim I o 3 0iae vew ai Head Trim Section At 3'-6 Girt I 0 ^„ o 0 or Optional F484 or Optional F484 ° field cut detail o -" I I Cut I rem re p y o a Walk Door Clip (WDC) n 0 j I Jamb Trim F482 I oI o I Field Weld or use Wall Member Screw Y o See I PW09029 ( PWO9031 or Optional F484 ' " Door Jamb Wall Member Screw 12-14 x or 3 _ 12-14 x _ Aluminum I I Fastener #14A I�" x a" ^ Field cut Panel Threshold Door Jamb Field BendPop s C Rivet at 20" O.O. Field Anchors Finish floor Line ° 0 0 ' By Erector ° t � ".e Tape Sealant Walk Door Angle (WDA) ' rf 1f 1i° Door Width (+ V-6 for each SideLite) 13" 3 � 3" Walk Door M N 2" Glass—Front Door and remove N I Cut rem re °o 0 Y O °0 3 o s C I 0 0 t � ".e of front fold B Finish Floor Line B Detail "A" Detail Side View at Sill Trim Door Width + 3}" (+ 1'-6 for each SideLite) At Base w/ Swing–Out Door At Brace (Typ. Both Jambs) Note: Panel position is shown with Jamb Trim F482 and Panel Rib and Door on V-0 module. Note: Field measure Door Height before Optional Jamb Trim F484 o be Note: Field measure Door Width and ote: All trim is to be Location of Rib may vary depending on making field cuts and adjust cut dimensions Front View No e: All trim is 4 9 1 Finstalled BEFORE blanket the Door Width and location. Field installed BEFORE rlanket Height before making field cuts and accordingly so that Jamb Trim fits to Head Right Jamb Trim as shown insulation is applied to walls. adjust cut dimensions accordingly. Insulation is applied to walls. measure before cutting Panel and Trim. Trim & at 11" below Finish Floor Line. Lett Jamb Trim opposite hand PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE (I(� DATE R/I� -®Y—�`-- / STANDARD WALKDOOR DETAILS (PBR WALL PANEL ISSUE DATE DESCRIPTION BY CK'D DSNSOUT / / CS.S=KpIres OLUM US,ERN REGIONMEMBER0 3 15 16 FOR ERECTOR INSTALLATION PNR PNR SSK P.O. DRAWER 911 +�. COLUMBUS, MISS/SS/PP/ 39703 / a Robertson COCO Company (662) 328-6722 , I 0 \v/I I V I c,� � 1LV� PROJECT: MONAGO er Mar 17, 201 CUSTOMER: VISE COMPANY OWNER: RON MONAG y �y LOCATION: Oroville, CA 95966. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER H Eft 1�IiBER o Q����`�� 3/15/16 N.T.S. 1 A 15—B-27393 11 6 0 A�€v II - — -- ..--------- °'°AC08120 PBR Aluminum Window Installation _ _i --A PBR Aluminum Window Installation P°'°AC08122 PBR Aluminum Window Installation — ----- PBR Aluminum Window Installation °'°AC08120 PBR Aluminum Window Installation P"'°AC08121 PBR Aluminum Window Installation P°'°AC08122 PBR Aluminum Window Installation P"°' AC08123 With Jamb Stiffener FramingGeneral Notes With Jamb Stiffener Framing - General Notes Cont. With Jamb Stiffener Framing - General Detail With Jamb Stiffener Framing - Section Through Jamb Dec 11 `0 00 0.t. 1 00 "Dec'11 °Op "°'° Dec 11 "°" 00 Fastener #12A The installation method of self—flashing aluminum windows are the responsibility 12-14 x 1" Pancake Head Driller I Window Jamb Stiffener 1/2" F164—_ of the erector. Self—flashing aluminum windows are designed to be installed from(2) Suggested erection guidelines are as follows; (continued) Per Jamb Fastener #12A the inside of the building after the wall has been sheeted, and is the Zee Girt � recommended method. If the building does not have a girt located at 3'-6" from the finish floor, jamb 9. From the outside of the Wilding install Wall Member Screws #12-14 x _ SD 12-14 x 1" P.H. DP3 4 Required stiffeners F164—_ supplied by the building manufacturer are required. Stiffeners will fasteners at 12" O.C. at each window jamb. 10. Use tube sealant close any gap along the head and tombs. r, AC08123 \ not be required if a framed opening is required for the window. 11. Install the CF500 aalluminum window trim fin supplied by the vendor on each I/E Suggested erection guidelines are as follows; amb. Q WINDOW Tube Sealant Window (Typical) 1. Locate and mark window rough opening from the outside of the building. Tube— Tube Make sure the opening head is at 7'-0" from finish floor and is square. Sealant Sealant Refer to Rough Opening Chart. Rough Opening Cutout Dimensions Vinyl Vinyl 2. Remove fiberglass insulation from the vinyl backing. Make sure not to cut the vinyl backing. 3. Mark, backing from the Slit the backing from Cut Out AC08124 / cut and remove viny opening. IL ation D I2"'//U/, Insulation the corner of the cut up to the rough opening. Fold and tuck the vinyl over a the fiberglass insulation behind the wall panel Make sure there is no exposed (NWW) �� Insulation. 4. Apply tube sealant to both sides of the inside panel closure and insert them = between the wall panel and the insulation at the window head and sill. 5. Apply tube sealant to both jamb fins on the window. E E WallWall 6. Insert the window in the opening. Make sure the window jamb fins align with o — Floor Panel Panel the wall panel ribs. Push the window up until the window head contacts thes T 22" X e4 t 2" 2" Vinyl Cut 2" wall panel. 7. From the inside the building, install Wall Member Screws SIDg `-' 4 34 X 48 1/2" 48" X 48 1/2" 70° X 48 1/2' o 3' 30." X 36 1/2- 48" X 36 1/2-170- X 36 1/2- O Rough Opening of #12-14 x _ 1" 1" fasteners at 2 1/2", 7", 2 1/2" along the window sill fin. Make sure o fastener 2' 3' 'v 4' 6' E o = is located on each side of a panel rib. Z Nominal Window Width (NWW) Framing Elevation Nominal Window Width 8. Insert the window jamb stiffener F164-- on each side of the window. Make sure (24", 36", 48", 72") they nest in the window fin. It is not necessary to fasten the jamb stiffeners at this time. 1Q= ®= Nominal Window Width (24", 36", 48" 72") Window Height plus 4 1/2" 121114ex ber Screw ®= 7'-4" Minus O at 12" O.C. Attach window to framing with Fastener #12A Window Trim Fin—gyp 12-14 x 1" Pancake Head Driller ��— CF 500 (4) Required — (2) Per jamb PBR Aluminum Window Installation IN'.AC08124 With Jamb Stiffener Framing - Section Through Head and Sill Dec'11 00 Note tel Wall Member Screw Inside panel closure with 12-14 x j316 O�qB- _ o, tube sealant both sides. at 2 1/2",7",2 1/2" "o PERMIT# BUTrE COUNTY DEVELOPMENT SERVICES O.C. �.` REVIEWED FOR o • , ` Girt CGDE C MpLIA�lCE ZA DATE —ev—Tee. — - `o � � L C P i O o � 3 �' 3 STANDARD WINDOW DETAILS (PBR WALL PANEL) o a W c E 0 z s.. a N oda ISSUE DATE DESCRIPTION BY CK'D DSN ���M���777r DRAWER 811 C BS=K res POLSOUMERM RECIDM MEMBER 0 3/15/16 FOR ERECTOR INSTALLATION PNR PNR SSK ® COLUMBUS MISSISSIPPI 39703 -_ 662 o Robertson Ceco company (BB7, 31B-8722 M B M A .` Wall Member Screw r PROJECT: MONACO 12-14 x _ co ``.o\at 2 1/2",7",2 1/2" O.C. a o'o CUSTOMER: VISE COMPANY OWNER: RON MONAGO REVIE ED ut CJ — 3 z �` LOCATION: Oroville, CA 95966. FOR MPLIE Mar 1 CAD DATE SCALE PHASE BUILDINGID JOB NUMBER SHEET NUMBER UN cyAi� 2016 3/16/16 N.T.S. i A 15-13-27393 DEi8 Dj�pr_ TR13 ARID ASSQCIA I j'. Typ Both Sides 501, L 0 �� ttlge Q NOTES: Joint THK. WELD SIZE 16 Go 1/16": 0.0625 inch 14 Go 5/64": 0.0781 inch 12 Go 7/64": 0.1094 inch 10 Go 9/64": 0.1406 inch L2 L2 I TYPICAL COLD—FORMED CONNECTIONS O 2-24 2-24 s 3/8" Thk Below 3/i The Material Has No Joint < 3/8" Thk >-� < 3/8" Thk 5 or i 3/8" Thk z 3/8" Thk BGTSM BGTSM � 021, L Typ < 3/8" Thk Q s 3/8 Thk BGTSM I. Typ >„� o a� i 38" Thick BGTSM f` 1 or < 3/8" Thick � <3/8" Thk or z 3/8" Thk>— Zq or < 3/8" Thick 5 T (5)13�zOThick BS BGTSM O Typ < 3/8" Thick or We TP)l 11-N--\ M8" Thick B TSM Straight Column Type 1 b <3/8" Thk or Tp"2 3/8" Thk BGTSM Typ Typ Interior Wide Flanae Base Plate C5 Typ } O Typ At >77Webs < 3/8" Thick i 3 8" Thick MB TSM a � Typ < 3/8" Thick or T ® zO Thick B B TSM Straight Column Type 2 ISSUE DATE I DESCRIPTION 0 3/15/16 1 FOR ERECTOR INSTALLATION (3 Some As Bottom Flange at� -aa bt As Plate s 3/8" Thk > 3/8" Thk <3/8" Thk or T�2 3/8" Thk 0BGTSM — <3/8" Thk or Z<2 3/8" Thk BGTSM <>3/8" Thk Tor I -�� � 5 3/8" Thk r Typ At Webs „ CO. As 1 Flange <3/8" Thk 3/8" Thk BGTSM ©L 2 Weld Int" 3-6 (ZN2 1/2" 7 [72---\ Over 24Deep Webs Typ 'O 'K (Z A"F V 5111104", PERMIT# 616-%qa Typ Flg Brace Clip BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODECOMPLIANCE 0n DATE_ O BY--L2�__. Interior Column Conn Plates Typical Stiffener Detail SECTION A—A lac11ng Ring- aterial As Pi FA As Pipe 1_ _-- I. ..-11—. l.I-- 0 _ * Note: Sizes Of Fillet Weld For Web-To—Flange Weld Web Flange Thickness Thickness 3/16" 1/4 To 1/2" Over 1/2" 10 Go & 3/16" 3/16" See Note 2 1/4" 3/16" See Note 5/16" See 1Note 1/4" 2 3/8„ 5/16" Over 3/8" See Note 3 Notes: 1.) 3/16 Flanges Are Not To Be Used For Web Thickness Of 1/4" Or Over Unless Specified By Engineering. 2.) Weld Size Equals To Thickness Of Web Or See Note 5. 3.) For Web Thickness Over 3/8" All Fillet Sizes Are To Be Specified By Engineering. 4.) Weld Bath Sides Of Web To Flange 3" Beyond Both Ends Of Bracket. 5.) Flange To Flange Or Flange To Connection Plate Weld Sizes Are Determined By The Following Criteria: tf < 3/8" 3/16" Fillet 3/8" < tf < 3/4" N With 1/4" Fillet tf > 3/8" N With 5/16 Fillet Weld Need Not Exceed Thickness Of Thinner Part Joined. 6.) Weld Size Is To Be 1/16" Less Than Thicker Plate, But Not To Exceed Thickness Of Thinner Plate. 7.) Opposite Side Weld Length To Be a Dimemension Plus 3 Inches, and b Dimension Plus 3 Inches. Note!!! BGTSM = Back Gouge To Solid Metal (Typ. Revised 4/25/ Notice This Drawing And The Information Contained And Or Depicted hereon, either expressly or implied, is CONFIDENTIAL AND PROPRIETARY and may not be reused, reprinted, distributed or otherwise disclosed W-1 /WELD DETAIL SH- ET BY CK'D DSN PNR PNR SSK CIPS ��� ��� sour"eS. escrow P.O. aRAWER 911 COo- D,?A. .9115/PP/ 39703 a Robertson Ceco company (662) .328-6722 PROJECT: MONAGO CUSTOMER: VISE COMPANY OWNER: RON MONA( LOCATION: Oroville, CA 95966. MEMBER M CAD DATE SCALE PHASE BUILDING ID JOB NUMBER 3/15/16 N.T.S. 1 A 1 15—B-27393 C • 1 Mar 17, 201 DAMAGE DURING CONSTRUCTION THE QUALITY OF WORKMANSHIP IN STEEL ERECTION, CONSTRUCTION PRACTICES, AND HANDLING FIELD SERVICE PROCEDURES AUTHORIZATION FOR CORRECTIVE WORK UNLOADING, HANDLING, AND STORING MATERIALS ROOF AND WALL PANELS METHODS USED DURING THE CONSTRUCTION OF THE METAL BUILDING CAN SIGNIFICANTLY AFFECT THE APPEARANCE AND PERFORMANCE OF THE BUILDING PANELS. PANEL DAMAGE DURING IN ORDER TO GIVE YOU PROMPT SERVICES AND KEEP PROBLEMS TO A MINIMUM, PLEASE NORMAL ERECTION OPERATIONS INCLUDE THE CORRECTION OF MINOR MISFITS BY MODERATE STRUCTURAL - A GREAT AMOUNT Of TIME AND TROUBLE CAN BE SAVED IF THE BUILDING MANUFACTURER'S WALL AND ROOF PANELS INCLUDING COLOR COATED, GALVALUME & CONSTRUCTION CAN BE THE RESULT OF FAULTY INSTALLATION METHODS AND/OR CARELESSNESS. HANDLE ANY SHORTAGES OR BACK CHARGES IN THE FOLLOWING MANNER: AMOUNTS OF REAMING, CHIPPING, WELDING OR CUTTING AND THF DRAWING OF ELEMENTS INTO PARTS ARE UNLOADED AT THE BUILDING SITE ACCORDING TO A PRE -ARRANGED PLAN. PROPER GALVANIZED, PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS, ALL UNLOADING CAREFULLY CHECK YOUR PACKING LIST WHILE UNLOADING. MARK ANY ITEMS, WHICH APPEAR LINE THROUGH THE USE OF DRIFT PINS. ERRORS WHICH CANNOT BE CORRECTED BY THE LOCATION AND HANDLING OF COMPONENTS WILL ELIMINATE UNNECESSARY HANDLING. & ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY OVERDRIVEN FASTENERS CAUSE INDENTATIONS OR SHALLOW POCKETS IN THE PANEL AROUND TO BE MISSING AND NOTIFY THE FIELD SERVICE. DEPARTMENT AT THE NUMBER SHOWN IN THE FOREGOING MEANS OR WHICH REQUIRE MAJOR CHANGES IN THE MEMBER CONFIGURATION NOTE: PIECE MARKS ARE STENCILED ON PRIMARY STRUCTURAL MEMBERS AT LOWER END, MERCHANDISE, WHICH MERITS CAUTIOUS CARE IN HANDLING. THE FASTENER HEAD. RAIN WATER OR CONDENSED MOISTURE. COMBINED WITH ATMOSPHERIC TITLEBLOCK AS SOON AS POSSIBLE. CALLING SOMEONE ELSE COULD DELAY THE PROPER SHOULD BE REPORTED IMMEDIATELY TO THE OWNER AND FABRICATOR BY THE ERECTOR, TO 1'-O" FROM END. POLLUTANTS (PRINCIPALLY SULFUR DIOXIDES) AND DIRT PARTICLES COLLECT IN THESE POCKETS RESPONSE. ENABLE WHOEVER IS RESPONSIBLE EITHER TO CORRECT THE ERROR OR TO APPROVE THE UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS THE COMBINATION OF POLLUTANTS AND WATER CREATES ACID SOLUTIONS THAT WILL CAUSE SHORT MATERIALS - IMMEDIATELY UPON DELIVERY OF MATERIAL, QUANTITIES ARE TO BE MOST EFFICIENT AND ECONOMICAL METHOD OF CORRECTION TO 13E USED BY OTHERS. (AISC INSPECT ALL SHIPMENTS PRIOR TO RELEASING THE TIE -DOWNS FOR LOADS THAT MAY HAVE SHOULD BE LIFTED OFF THE TRUCK WITH EXTREME CARE TAKEN 0 INSURE THAT NO DAMAGE CORROSION DAMAGE TO THE PANEL AND FASTENER. RAIN MAY WASH SOME POLLUTANTS AWAY, VERIFIED BY THE CUSTOMER AGAINST QUANTITIES THAT ARE BILLED ON THE SHIPPING 303-10, SECTION 7.14) (MAR 05 SECTION 7.14) IF THE ERROR 15 THE FAULT OF THE SHIFTED DURING TRANSIT! OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED BUT MOISTURE IN THE FORM OF HIGH HUMIDITY CAN KEEP THESE AREAS WET AND CONTINUE DOCUMENT. NEITHER THE MANUFACTURER NOR THE CARRIER IS RESPONSIBLE FOR THE MANUFACTURER, AN "AUTHORIZATION FOR CORRECTIVE WORK" MUST BE ISSUED IN WRITING BY OFF THE GROUND SUFFICIENTLY HIGH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. THE PROBLEM. OVERDRIVING THE FASTENER ALSO FORCES THE SEALING WASHER FROM UNDER '.. MATERIAL SHORTAGES AGAINST THE QUANTITIES BILLED ON SHIPPING DOCUMENT IF SUCH REMEMBER, SAFETY FIRSTf THE FASTENER HEAD CREATING A LEAK AT THIS POINT. PROPER TORQUE ADJUSTMENT OF THE THE MANUFACTURER TO AUTHORIZE THE CORRECTIVE WORK AT A COST NOT TO EXCEED THE THIS AVOIDS GROUND MOISTURE & DEFERS PEOPLE FROM WALKING ON THE PACKAGES. ONE SHORTAGES ARE NOT NOTED ON SHIPPING DOCUMENTS WHEN THE MATERIAL IS DELIVERED, MAXIMUM TOTAL COST SET FORTH. END OF THE PACKAGE SHOULD ALWAYS BE ELEVATED TO ENCOURAGE DRAINAGE IN CASE OF SCREW GUN OR PREFERABLY THE USE OF A DEPTH GAUGE WILL ELIMINATE THE PROBLEM OF AND THEN ACKNOWLEDGED BY THE CARRIER'S AGENT. IF THE CARRIER IS THE MANUFACTURER, ALTERNATIVE CORRECTIVE WORK OTHER THAN THAT PROPOSED IN THE "INITIAL CLAIM" MAY BE BLOCKING UNDER THE COLUMNS AND RAFTERS PROTECTS THE SPLICE PLATES AND THE SLAB RAIN. OVERDRIVEN FASTENERS. CLAIMS FOR SHORTAGES ARE TO BE MADE BY THE CUSTOMER TO THE COMMON CARRIER. IF DIRECTED BY THE MANUFACTURER IN THE "AUTHORIZATION OF CORRECTIVE WORK! ONLY THE FROM DAMAGE DURING THE UNLOADING PROCESS. IT ALSO FACILITATES THE PLACING OF THE MFGR EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO THE MATERIAL QUANTITIES RECEIVED ARE CORRECT ACCORDING TO THE QUANTITIES THAT ARE FIELD SERVICE DEPARTMENT MAY AUTHORIZE CORRECTIVE WORK. SLINGS OR CABLES AROUND THE MEMBERS FOR LATER LIFTING AND ALLOWS MEMBERS TO BE INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS, WATER IT IS EXTREMELY IMPORTANT THAT ALL DRILL SHAVINGS FROM THE INSTALLATION OF PANEL BILLED ON THE SHIPPING DOCUMENTS, BUT ARE LESS THAN THE QUANTITIES ORDERED OR THE BOLTED TOGETHER INTO SUB -ASSEMBLIES WHILE ON THE GROUND, EXTRA CARE SHOULD FORMED BY CONDENSATION OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. FASTENERS AND FILLINGS FROM THE SAW CUTTING OF PANELS BE REMOVED FROM THE PANEL QUANTITIES THAT ARE NECESSARY TO COMPLETE THE METAL BUILDING ACCORDING TO THE _ DED BY THE CUSTOMER TO ALWAYS BE EXERCISED IN THE UNLOADING OPERATION TO PREVENT INJURIES FROM HANDLING WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAIN. SURFACE. CORROSION CAN OCCUR IN A MATTER OF HOURS WHEN THESE SHAVINGS OR FILLINGS FINAL CLAIM THE "FINAL CLAIM" IN WRITING MUST BE FORWARDED ARE NOT REMOVED AND ARE ALLOWED TO COME IN CONTACT WITH WATER OR CONDENSED ORDER DOCUMENTS, CLAIM IS T00 BE MADE OF THE MANUFACTURER. THE STEEL AND TO PREVENT DAMAGE TO MATERIALS AND THE CONCRETE SLAB. THIS MAY CAUSE DISCOLORATION CAUSED BY TRAPPED MOISTURE. DAMAGED OR DEFECTIVE MATERIAL - DAMAGED OR DEFECTIVE MATERIAL, REGARDLESS OF THE THE MANUFACTURER WITHIN TEN (10) DAYS OF COMPLETION OF THE CORRECTIVE WORK THE STAIN IS USUALLY SUPERFICIAL & HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE MOISTURE. WHEN PANELS ARE PRE -DRILLED OR CUT IN THE STACK PRIOR TO ERECTION ALL DEGREE OF DAMAGE, MUST BE NOTED ON THE SHIPPING DOCUMENTS BY THE CUSTOMER AND AUTHORIZED BY THE MANUFACTURER. IF WATER IS ALLOWED TO REMAIN FOR EXTENDED PERIODS IN BUNDLES OF PRIMED PARTS LIFE OF THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN ON THE PANELS. SHAVINGS OR FILLINGS MUST BE CLEANED FROM BOTH SIDES OF THE PANEL TO PREVENT SUCH AS GIFTS, PURLINS, ETC., THE PIGMENT WILL FADE AND THE PAINT WILL GRADUALLY HOWEVER, MOISTURE IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXTENDED CORROSION OF THE PANEL BY THESE PARTICLES IT IS IMPERATIVE THAT THE ROOF BE SWEPT ACKNOWLEDGED R WRITING BY THE CARRIER'S AGENT. THE MANUFACTURER T NOT THE SUCH CLAIM" MUST INCLUDE: SOFTEN REDUCING ITS BOND TO THE STEEL. THEREFORE, UPON RECEIPT OF A JOB, ALL PERIOD CAN SEVERELY ATTACK THE FINISH & REDUCE THE EFFECTIVE SERVICE LIFE. SEE CLEAN AT LEAST DAILY AND CERTAINLY AT JOB COMPLETION. THE FINAL CLEANING OF THE ROOF RESPONSIBLE FOR MATERIAL DAMAGED IN UNLOADING OF PACKAGED OR NESTED MATERIALS, 1 ACTUAL NUMBER OF MAN-HOURS BY DATE OF DIRECT LABOR USE ON CORRECTIVE BUNDLES OF PRIMED PARTS SHOULD BE STORED AT AN ANGLE TO ALLOW ANY TRAPPED R1-07 "DAMAGE FROM CONDENSATION OR TRAPPED WATER.° SHOULD BE DONE PRIOR TO INSTALLING THE CURTER SO THAT THE SHAVINGS ARE NOT INCLUDING, BUT NOT LIMITED T0: FASTENERS, SHEET METAL, "C° & "Z" SECTIONS & COVERING MATERIAL THAT BECOMES WET IN TRANSIT MUST BE UNPACKED WORK AND ACTUAL HOURLY RATES OF PAY. WATER TO DRAIN AWAY AND PERMIT AIR CIRCULATION FOR DRYING. PUDDLES OF WATER DEPOSITED INTO THE GLITTER AND LEFT TO CORRODE. ANY OTHER FOREIGN OBJECTS OR DEBRIS OTHERS. PACKAGED OR NESTED MA PANELS THAT BECOME WET AND/DAMAGED BY WATER WHILE IN THE POSSESSION 2. TAXES AND INSURANCE ON TOTAL ACTUAL DIRECT LABOR. SHOULD NOT BE ALLOWED TO COLLECT AND REMAIN ON COLUMNS OR RAFTERS FOR THE CAUTION: CARE SHOULD ALWAYS BE TAKEN WHEN WALKING ON PANELS. USE SAFETY LINES LEFT BY CONSTRUCTION PERSONNEL SHOULD ALSO BE REMOVED FROM THE ROOF. DURING THE , 3. OTHER DIRECT COSTS ON ACTUAL DIRECT LABOR. SAME REASON. AND NETS WHEN NECESSARY! PANELS ARE SUPPERY. WIPE DRY ANY MOISTURE OR SURFACE ERECTION OF THE ROOF AND THE INSTALLATION OF EQUIPMENT SUCH AS AIR CONDMONING UNSTACKED AND DRIED BY THE CUSTOMER. IF THE CARRIER IS THE MANUFACTURER, THE 4. COST OF MATERIAL NOT MINOR SUPPLIES AUTHORIZED BY THE MANUFACTURER TO BE ( ) MATERIAL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE. DEW, FROST, OR OTHER UNITS, ETC... CUSTOMER MUST MAKE CLAIM FOR DAMAGE DIRECTLY TO THE MANUFACTURER. IF THE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING COPIES OF PAID THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. ALWAYS ASSUME CARRIER IS A COMMON CARRIER, THE CUSTOMER MUST MAKE THE CLAIM FOR DAMAGE TO THE INVOICES. SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. THE COAT OF SHOP PANEL SURFACE IS SLIPPERY & ACT ACCORDINGLY. NEVER WALK OR STEP ON SKYLIGHTS OR PERSONNEL WALKING ON THE PANELS CAN CAUSE DAMAGE. WORKMEN SHOULD STEP OR WALK COMMON CARRIER. THE MANUFACTURER IS NOT LIABLE FOR ANY CLAIM WHATSOEVER 5. TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK SUMI OF 1, 2, 3 & 4. THE PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND INCLUDING, BUT NOT LIMITED TO LABOR CHARGES OF CONSEQUENTIAL DAMAGES RESULTING ( ) TRANSLUCENT PANELS! IN THE BROAD FLAT AREAS OF THE PANEL AND AVOID STEPPING ON THE PANEL ENDS AND FROM THE CUSTOMER'S USE OF DAMAGED OF DEFECTIVE MATERIALS THAT CAN BE DETECTED `FINAL CLAIM" MUST BE SIGNED AND CERTIFIED TRUE AND CORRECT BY THE CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. EDGES WHICH CAN BE BENT BY CARELESS HANDLING. IF THIS DAMAGE IS SEVERE, THE EDGES BY VISUAL INSPECTION. CUSTOMER. "FINAL CLAIMS" ARE CREDITED TO THE CUSTOMER BY THE MANUFACTURER USE WOOD BLOCKING TO ELEVATE & SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MUST BE STRAIGHTENED PRIOR TO ERECTION SINCE THE APPEARANCE AND/OR WEATHER OIL CANNING IS NOT CAUSE FOR REJECTION IN AN AMOUNT NOT TO EXCEED THE LESSER OF THE MAXIMUM TOTAL COST SET FORTH TOUCH-UP OF THESE MINOR ABRASIONS IS THE RESPONSIBILITY OF THE END CUSTOMER. MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN BUNDLES WILL PROVIDE ADDITIONAL TIGHTNESS OF THE PANEL COULD BE AFFECTED. DRAGGING ONE PANEL ACROSS ANOTHER CAN EXCESSIVE MATERIAL - THE MANUFACTURER RESERVES THE RIGHT TO RECOVER ANY MATERIAL IN WRITING IN THE "AUTHORIZATION FOR CORRECTIVE WORK" OR TOTAL ACTUAL DIRECT ALL PRIMER SHOULD BE TOUCHED UP AS REQUIRED BEFORE ERECTION! - SEE R1-06 TITLED AIR CIRCULATION. WHEN HANDLING OR UNCRATING THE PANELS, LIFT RATHER THAN SLIDE CUT OR ABRADE THE COATING CAUSING UNSIGHTLY MARKS ON THE PANEL SURFACE. DELIVERED IN EXCESS OR THOSE REQUIRED BY THE ORDER DOCUMENTS, COST OF CORRECTIVE WORK. 'SHOP PRIMED STEEL" THEM APART. BURRED EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID INITIAL CLAIM - IN THE EVENT OF ERROR, THE CUSTOMER MUST PROMPTLY MAKE A WRITTEN OVER ONE ANOTHER, NEVER ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. ATTEMPTS TO ERECT PANELS DURING WINDY CONDITIONS SHOULD BE AVOIDED TO PREVENT OR VERBAL INITIAL CLAIM" TO THE MANUFACTURER FOR THE CORRECTION OF DESIGN, '* IMPORTANT NOTE +* - COST OF EQUIPMENT (RENTAL OR DEPRECIATION), SMALL TOOLS, TEMPORARY SUPPORTS DAMAGE AND FOR SAFETY CONSIDERATIONS. DRAFTING, BILL OF MATERIALS OF FABRICATION ERROR. SUPERVISION, OVERHEAD AND PROFIT ARE NOT SUBJECTED TO CLAIMS. TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR LEAVING DIRT PILED AGAINST THE EXTERIOR WALL PANELS AT THE FOUNDATION WILL CAUSE THE "INITIAL CLAIM" INCLUDES: SHIPMENT ARRIVAL TIME - EVERY EFFORT WILL BE MADE TO SEF THAT THE CARRIER ARRIVES OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND DRAINAGE PANEL DAMAGE. THIS DIRT MAY BE WET OR AT LEAST WILL CONTAIN SOME MOISTURE. MUD MAY AT THE JOBSITE ON THE REQUESTED DAY AND AT THE REQUESTED HOUR. MANUFACTURER FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE C>% HAVE BEEN SPLASHED ONTO THE WALL DURING CONSTRUCTION. CORROSION DAMAGE MAY 1. DESCRIPTION OF THE NATURE AND EXTENT OF THE ERRORS, INCLUDING QUANTITIES. T 2. DESCRIPTION OF THE NATURE AND EXTENT OF PROPOSED CORRECTIVE WORK INCLUDING MAKES NO WARRANTY AND ACCEPTS NO RESPONSIBILITY FOR COSTS ASSOCIATED WITH A HE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS OCCUR WHERE THIS DIRT OR MUD CONTACTS THE PANELS. IN AREAS WHERE LIME STABILIZATIONCOMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING OF THE SOIL IS REQUIRED, CORROSION DAMAGE FROM THE SOILS CONTENT WILL BE ESTIMATED MAN-HOURS. SHIPMENT NOT ARRIVING AT A REQUESTED TIME UNLESS A SEPARATE AGREEMENT HAS BEEN FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING ACCELERATED AND MOST LIKELY BE SEVERE. ALL DIRT MUST BE REMOVED FROM THE PANEL 3. MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING ESTIMATED MADE IN WRITING FOR A GUARANTEED ARRIVAL TIME. FROM THE PERFORMANCE OF WORK BY OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE ELEVATE WALLS AT THE COMPLETION OF THE WORK. PRE -PAINTED PANELS MAY REQUIRE TOUCH-UP IF QUANTITIES AND COST. 4. MAXIMUM TOTAL COST OF PROPOSED CORRECTIVE WORK AND MATERIAL TO BE PURCHASED LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION. (SECT. 7.9.1 AISC CODE OF THE COATING HAS BEEN DAMAGED DURING HANDLING OR ERECTION. STANDARD PRACTICE, 9TH ED J. FROM OTHER THAN THE MANUFACTURER. 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. R1-01 R1-02 R1-03 R1-04 R 1-05 I Erection Guide R1 Jul'13p02 Q1( L��Qi PERMITq BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE p '... DATE ISSUE DATE DESCRIPTION BY CK'D DSN • 0 3/15/16 FOR ERECTOR INSTALLATION SOUTHERN REGION PNR PNR SSK P.O ORAWER 911 '.� �� COLUMBUS, MISSISSIPPI 39703 MEMBER o Robertson CeCO Company (662) 328_6772 M BMA C= � d IM Luaj PROJECT: MONAGO Mar 171 201 CUSTOMER: VISE COMPANY OWNER: RON MONAGO 41 LOCATION: Oroville, CA 95966. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER A G T UMBER �QFCA1.��@+ 3/15/16 N.T.S. 1 A 15-B-27393 DET10 D TRi3 AND AtSbUkAmto TYPES OF FINISHES DAMAGE FROM CONDENSATION OR TRAPPED WATER SAFETY COMMITMENT ROOF MAINTENANCE GUIDELINES Secondary Steel Alignment for all IMP Projects SHOP PRIMED STEEL THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR APPLYING AND OBSERVING ALL PERTINENT SUPPORT ALIGNMENT LIMITS OF THE METAL BUILDING SYSTEM NOT FABRICATED OF CORROSION IT IS EXTREMELY IMPORTANT THAT THE PANELS BE MONITORED FOR EVIDENCE OF TRAPPED SAFETY RULES AND OSHA STANDARDS AS APPLICABLE. * INSPECT ROOF FOR DAMAGE AFTER HEAVY STORMS. AM-7ROCTORA77MBERS CORROSION RESISTANT COATING ARE PAINTED WITH WATER OR MOISTURE CONDENSATION WHILE AWAITING ERECTION. HIGH HUMIDITY CONDITIONS THE BUILDING MANUFACTURER HAS A COMMITMENT TO MANUFACTURE QUALITY BUILDING * INSPECT AND RESEAL AS NECESSARY ALL ROOF CURBS AND OTHER PENETRATIONS WITH RESISTANT MATERIAL OR PROTECTED BY A REQUIREMENTS OF SSPC PAINT WITH TEMPERATURE CYCLING WILL CAUSE CONDENSATION BETWEEN THE PANELS WITHIN THE COMPONENTS THAT CAN BE SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB URETHANE SEALANT. SUPPORT SPAN MAX DEVIATION LIMIT ONE COAT OF SHOP PRIMER MEETING THE PERFORMANCE TO PROTECT THE STEEL BUNDLE. CONDENSATION CAN OCCUR FREQUENTLY NEAR THE SEA COAST OR OTHER LARGE SITE PRACTICES OF THE ERECTOR ARE BEYOND THE CONTROL OF THE BUILDING * ALWAYS GET MANUFACTURER APPROVAL BEFORE MAKING ANY MODIFICATIONS TO THE ROOF. UP TO 4'-O" Rg" SPECIFICATION NO. 15. THE COAT OF SHOP PRIMER IS INTENDED FRAMING FOR ONLY A SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONORIONS. BODIES OF WATER. MANUFACTURER. * REPAINT ANY AREAS THAT ARE SUSCEPTIBLE TO RUST AS REQUIRED. 4'-0" TO 8'-0" SHOP PRIMED STEEL WHICH IS STORED IN THE FIELD PENDING ERECTION SHOULD BE KEPT IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION WHEN PERFORMING ROOF MAINTENANCE, ALWAYS TAKE THE FOLLOWING PRECAUTIONS: SO POSITIONED AS TO MINIMIZE WATER-HOLDING POCKETS, DUST, IF JOBSITE COVERS ARE USED, THEY SHOULD BE TIED AWAY FROM THE BUNDLE AT THE PRACTICES BE THE TOP PRIORITY OF ANY JOB SFE. * USE FALL PROTECTION AND OTHER SAFETY EQUIPMENT AS REQUIRED. 8'-0° AND UP 4 FREE OF THE GROUND AND OF DAMAGE TO PRIMED CORNERS TO ALLOW AIR CIRCULATION AROUND THE BUNDLE. THIS WILL HELP PREVENT LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, WHETHER STANDARD STATUTORY OR * DO NOT WALK ON ROOF FLASHINGS SUCH AS GUTTER, RAKE, HIP OR RIDGE FLASH. MUD AND OTHER CONTAMINATION OF THE PRIMER FILM. REPAIRS DUE TO IMPROPER FIELD STORAGE OR MOISTURE EVAPORATING FROM THE GROUND OR BUILDING FLOOR FROM CONDENSING ON THE CUSTOMARY, SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER SAFETY. * DO NOT WALK ON LIGHT TRANSMITTING PANELS (LTPS). THEY WILL NOT SUPPORT A SURFACES AND/OR REMOVAL OF FOREIGN MATERIAL NOT THE RESPONSIBILITY OF THE MANUFACTURER. THE MANUFACTURER PANELS, PLASTIC OR OTHER IMPERMEABLE COVERS ARE NOT RECOMMENDED. IMMEDIATE MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A PERSON'S WEIGHT. SITE CONDITIONS ARE THE SHOP COAT OF PRIMER OR CORROSION ACTION IS REQUIRED IF THE PANELS ARE FOUND TO BE WET FROM ANY CAUSE. THE BUNDLES BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. * GUARD ALL LTPS AND ROOF OPENINGS. IS NOT RESPONSIBLE FOR DETERIORATION OF ENVIRONMENTAL CONDITIONS. NOR MUST BE OPENED AND EACH PANEL UNSTACKED AND THOROUGHLY DRIED ON BOTH SIDES. DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED. THE USE OF HARD * STEP ONLY IN THE PANEL FIAT DIRECTLY ON OR IN CLOSE PROXIMITY TO A SUPPORTING - THAT MAY RESULT FROM EXPOSURE TO ATMOSPHERIC AND THE RE-STACKING THE PANELS AT A SLIGHT ANGLE TO EACH OTHER TO PREVENT NESTING WILL HATS, RUBBER SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL ROOF STRUCTURAL. THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING. MINOR ABRASIONS TO ALLOW AIR CIRCULATION AND ASSIST IN KEEPING THE PANELS PRY. IN SEVERE CONDITIONS AND SAFETY NETS WHERE APPLICABLE, ARE RECOMMENDED. * AFTER OTHER TRADES HAVE BEEN ON THE ROOF FOR ANY REASON. INSPECT THE ROOF FOR SHOP COAT (INCLUDING GALVANIZING) CAUSED BY HANDLING, LOADING, SHIPPING UNLOADING LARGE FANS CAN BE USED TO CIRCULATE AIR BETWEEN THE UNSTACKED PANELS AND FOR PURPOSES OF DETERMINING BFT REQUIREMENTS, NO BUNDLE SUPPLIED BY THE DAMAGE CAUSED BY WORKERS INCLUDING CHEMICAL OR SOLVENT SPILLS, SCRATCHES IN THE AND ERECTION AFTER PAINTING OR GALVANIZING ARE UNAVOIDABLE. (MBMA 06 IV 4.2.4) ACCELERATE DRYING. DAMAGE TO THE PANEL COATING OCCURS WHEN PANELS BECOME WET MANUFACTURER WILL EXCEED 4,000 POUNDS. FOR FURTHER INFORMATION ALSO REFERENCE PAINT OR GALVALUME® COATING, EXCESSIVE FOOT TRAFFIC AND PUNCTURES. MAKE SURE AND ARE ALLOWED TO STAY WET. DAMAGE CAN OCCUR TO NESTED PANELS WITHIN 24-48 THE BILL OF MATERIALS FOR INDIVIDUAL MEMBER WEIGHTS OF OTHER STRUCTURAL MEMBERS. THAT ANY DEBRIS OR SCRAP LEFT BEHIND BY THE WORKERS IS REMOVED FROM THE ROOF GALVALUME HOURS. THIS DAMAGE SHOWS AS CORROSION AND DISCOLORATION OF THE PANEL SURFACE IF ADDITIONAL INFORMATION IS REQUIRED CONTACT THE FIELD SERVICE DEPARTMENT. IMMEDIATELY. AVOID USING CUTOFF SAWS AND WELDING EQUIPMENT OVER THE ROOF, IN CASES GALVALUME IS THE TRADE NAME FOR A PATENTED STEEL SHEET & COIL PRODUCT HAVING A AND IS COMMONLY CALLED WET STORAGE STAIN, ZINC OXIDATION. OR "WHITE RUST". WHERE THIS IS NOT POSSIBLE, THE ROOF MUST ADEQUATELY PROTECTED. COATING OF CORROSION RESISTANT ALUMINUM-ZINC ALLOY. THE ALLOY MIXTURE IS BALANCED ICE AND SNOW REMOVAL TO OBTAIN THE COATING THAT RETAINS THE CORROSION RESISTANCE & HEAT REFLECTIVITY OF FOOT TRAFFIC ALUMINUM & THE SACRIFICIAL ACTION OF GALVANIZED. THE BEST PROPERTIES OF BOTH EXCESSIVE ICE AND SNOW SHOULD BE REMOVED FROM ROOF IMMEDIATELY TO PREVENT DAMAGE ALUMINUM & ZINC ARE COMBINED IN THIS COATING & OFFER ADDED SERVICE LIFE FOR TO ROOF AND POSSIBLE COLLAPSE. 00 NOT USE METAL TOOLS TO REMOVE THE ICE OR SNOW KEEP FOOT TRAFFIC TO A MINIMUM. HEAVY FOOT TRAFFIC CAN CAUSE PONDING ON LOW BUILDING PANELS. AS THIS CAN DAMAGE THE PAINT AND/OR GALVALUME COATINGS. ALSO, BE CAREFUL AROUND PITCHED ROOFS. THIS IS PARTICULARLY TRUE JUST UPSLOPE FROM THE EAVE AND AT TARP PLUMBING PIPES AND FLASHINGS. BE EXTREMELY CAREFUL IF YOUR ROOF HAS LIGHT ENDLAPS. ALWAYS WALK IN THE FLAT OF THE PANEL NEAR A SUPPORTING ROOF STRUCTURAL PRE-PAINTED ADDITIONAL RUST TRANSMITTING PANELS. THESE PANELS WILL NOT SUPPORT A PERSON'S WEIGHT AND WILL BE DO NOT WALK ON TRIM OR IN GUTTERS. ON BARE GALVALUME® ROOFS, EXCESSIVE FOOT USIRG-GALVALUME STEEL AS A SUBSTRATE, PRE-PAINTED STEEL IS GIVEN AN DIFFICULT OR IMPOSSIBLE TO SEE IF THEY ARE COVERED WITH ICE AND SNOW. SEE 2002 MBMA TRAFFIC MAY CAUSE BLACK BURNISH MARKS. IF REGULAR FOOT TRAFFIC IS PLANNED FOR A INHIBITOR PRIMER COAT. THIS PRIMER COAT FURTHER INCREASES THE CORROSION RESISTANCE. LOW-RISE BUILDING SYSTEMS MANUAL APPENDIX A8 FOR DETAILS ON SNOW REMOVAL ROOF, PROVISIONS SHOULD BE MADE FOR A PROPERLY DESIGNED AND INSTALLED ROOF OUT *SEE SCHEDULE THESE COATINGS ARE APPLIED TO THE EXTERIOR SURFACE OF THE PANELS AND THE WASH PROCEDURES. THESE PROCEDURES SHOULD COMMENCE WHEN HALF OF THE DESIGN ROOF SNOW WALKWAY SYSTEM. iN ORDER TO LIMIT ACCESS TO THE ROOF, ROOF HATCHES OR ACCESS /� FOR ALIGNMENT LIMITS COAT, DESIGNED ONLY FOR INTERIOR USE, IS APPLIED ON THE OPPOSITE SIDE. GALVALUME LOAD SHOWN ON THIS SHEET IS REALIZED. LADDERS SHOULD BE LOCKED AT ALL TIMES. A SIGN SHOULD BE POSTED AT THE POINT OF AND PRE-PAINTED STEEL CAN GIVE EXCELLENT SERVICE FOR MANY YEARS IF A FEW RULES ACCESS, STATING THAT ONLY AUTHORIZED PERSONNEL ARE ALLOWED ONTO THE ROOF. IN �J CONCERNING THEIR CARE AND MAINTENANCE ARE OBSERVED. ALL OF THESE FINISHES ARE DEBRIS REMOVAL ADDITION, A LOG BOOK SHOULD BE KEPT OF ALL MISTS TO THE ROOF AND THE REASON FOR EQUALLY SUBJECT TO DAMAGE AND CORROSION WHEN CARE IS NOT PROVIDED. SUCH VISITS. AIR CIRCULATION AS SAWDUST, DETC. CFOR ILA PAINT AND COATING MAINTENANCE CORRFOREIGN IFTHE ROOF, CUTTERS, TRIM, IFLEFTONIMAL BUILDINGPSURFACE LONGE DISSIMILAR METALS REMOVE SMUDGE MARKS FROM BARE GALVALUME®. FORMULA 409 HAS PROVEN TO BE A SOFTENING OF THE PAINT FILM CAN OCCUR WITH PRE-PAINTED STEEL UNDER WET STORAGE ENOUGH TIME. THE ROOF SHOULD BE PERIODICALLY INSPECTED FOR SUCH CONDITIONS AND IF RUB WITH A CLEAN CLOTH AND RINSE WITH WATER. DO NOT CONDITIONS AND THE DURABILITY OF THE PANEL FINISH SUBSTANTIALLY DECREASED. BARE FOUND, THEY SHOULD BE RECTIFIED IN A MANNER CONSISTENT WITH THESE ROOF MAINTENANCE NEVER ALLOW YOUR ROOF TO COME IN CONTACT WITH, OR WATER RUNOFF FROM, ANY SOMEWHAT EFFECTIVE. LIGHTLY TO REMOVE SMUDGE. NO PRODUCT WILL REMOVE ALL SMUDGE GALVANIZED AND GALVALUME PANELS REACT MORE QUICKLY TO SURFACE OXIDATION SINCE GUIDELINES. NEVER ALLOW TREATED LUMBER OR CONCRETE/MORTAR/GROUT TO COME IN CONTACT DISSIMILAR METAL INCLUDING BUT NOT LIMITED TO: COPPER, LEAD OR GRAPHITE. THIS RUB MORE THAN REQUIRED RUST STAINS. SOFT SCRUB WITHOUT BLEACH HAS PROVEN TO BE SOMEWHAT THEY LACK THE ADDITIONAL PROTECTION OF PAINT. ZINC COATED OR GALVALUME PANELS WITH ROOF PANELS, ESPECIALLY GALVALUME ®, FOR EXTENDED PERIODS OF TIME. INCLUDES COPPER AND ARSENIC SALTS USED IN TREATED LUMBER, CALCIUM USED IN MARKS. REMOVE EFFECTIVE. LIGHTLY RUB WITH A SOFT CLOTH AND RINSE WITH WATER. DO NOT RUB MORE UNDER NORMAL EXPOSURE FORM A ZINC OR ALUMINUM OXIDE FILM ON THEIR SURFACE CONCRETE, MORTAR AND GROUT. THAN REQUIRED TO REMOVE STAIN. NO PRODUCT WILL COMPLETELY REMOVE RUST STAINS. TO ALLOWING A SLOW OXIDATION PROCESS CALLED "WEATHERING" TO OCCUR THAT INHIBITS PERIODIC INSPECTIONBLDG.'MDTH BLDG.WIDTH BLDG.WIDTH TOUCH-UP SCRATCHES IN PAINT (NOT TO BARE METAL), CLEAN AREA TO BE PAINTED WITH FURTHER CORROSION. IN NESTED BUNDLES CONSTANT CONTACT OF THE PANELS WITH OR LENGTH � OR LENGTH S LM LENGTH MILD DETERGENT. RINSE THOROUGHLY AND DRY. USING A SMALL ARTIST'S BRUSH, LIGHTLY CONDENSED OR TRAPPED WATER PREVENTS THIS WEATHERING PFMCESS. ALL HIGH-STRENGTH BOLTS SHALL BE PERIODICALLY INSPECTED FOR TIGHTNESS, PARTICULARLY IN APPLY A MINIMAL AMOUNT OF COLOR MATCHED TOUCH-UP PAINT REQUIRED TO FILL / COVER CRANE BUILDINGS AND AFTER ANY SEISMIC ACTIVITY OR WIND ACTIVITY. THE CRANE BUILDING MANUFACTURER FOR ASSISTANCE WITH ORDERING / RAPID OXIDATION OF THE ZINC OR ZINC ALUMINUM COATING CAN NOW OCCUR AND MAY LEAD MANUFACTURER WILL SPECIFY A MINIMUM PERIOD BUT IT SHOULD NOT EXCEED 2 YEARS. THE SCRATCH. CONTACT TO "RED RUST" IN A SHORT TIME. IF DISCOLORATION OR STAINS ARE MINOR, A HOUSEHOLD DRAINAGEMis-Alignment PURCHASING TOUCH-UP PAINT AS NEEDED. CLEANER OF THE TYPE USED ON PORCELAIN SINKS AND BATHTUBS MAY BE USED TO REMOVE Correct Alignment THE STAINS. WIRE BRUSHING OR USING ABRASIVE MATERIALS SHOULD BE AVOIDED SINCE * KEEP ROOF FREE OF DEBRIS AND KEEP DEBRIS OUT OF GUTTER TO ALLOW WATER TO QUICKLY (Unacceptable, Avoid These Conditions) SCRATCHING OR REMOVAL OF THE COATING COULD OCCUR. PANELS WITH SIGNIFICANT DAMAGE DRAIN FROM ROOF. * DO NOT USE WOOD BLOCKING TO HOLD EQUIPMENT OFF OF PANEL SHOULD BE REPLACED BY THE BUYER BEFORE ERECTION. 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. R1-06 R1-07 R1-08 R1-09 R1-10 Erection GuideR1 "Jul'13 '02 PERMIT#_ _3) -0 S-1 �I BUTTE COUNTY DEVELOPMENTSERVICES CODEC MPDALICE DATE FSI��IL w► ISSUE DATE DESCRIPTION BY CK'D DSK ��-7 SOUTHERN REGION 0 3/15/16 FOR ERECTOR INSTALLATION PNR PNR SSK P.O. OR4WER 911 CSS=presC0LUA,.. MEMBER M/55/SSIPPI 39703 T'Y{ U O Robertson Ceco company (662) J28-6722 M A �' IM CY+ PROJECT: RE Mar 17, 201 MONAGO CUSTOMER: VISE COMPANY OWNER: RON LOCATION: Oroville, CA 95966. AUG 0 3 2016 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER C�4 3/15/16 N.T.S. 1 A 15—E ipX�N 1 A SO%�T�S D BUILDING ANCHORAGE 1. To determine that the foundation is square, measure diagonal dimensions to be sure they are of equal length. 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 bolts against the Anchor Bolt Setting Plan furnished by the Manufacturer. All dimensions must be identical to assure a proper start—up. AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS 7.5.1. Anchor rods, foundation bolts and other embedded items shall be set by the owner's designated representative for construction in accordance with embedment drawings that have been approved by the owner's designated representatives for design and construction. The variation in location of these items from the dimensions shown in the embedment drawings shall be as follows: (a) The variation in dimension between the centers of any two anchor rods within 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 owners designated representative for construction in accordance with on 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 owners designated representative for design. It is extremely important that anchor bolts be placed accurately in accordance with the Anchor Bolt Setting Plan. All anchor bolts 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. Erection Guide SPECIFIED COLUMN CENTERLINE STEEL LINE ANCHOR ROD SETTING TOLERANCES STEEL LINE FOAM BOARD ,TEMPLATE C •1�A �LL A B E; DIMENSIONS A, B, AND C AS GIVEN ON ANCHOR BOLT PLAN f 1/2" f1/8" FINISH FLOOR BASE PLATE AND ANCHOR ROD TOLERANCES STAKE SHEETING STEEL UNE NOTCH B E TEMPLATE D FORM �i�/J� fl:•.... BOARD 7.� ANCHOR BOLTS PROJECTION OF ANCHOR BOLTS "D" / GIVEN ON ANCHOR BOLT PLAN. i f f' SHEETING NOTCH SHOWN BUT NOT REQUIRED ISSUE DATE 0 3/15/16 E FIELD TOLERANCES H/500 - Height (3) TOLERANCE 10' 1/4- 12' /4"12' 5/16" 15' 3/8" 500 20' 1/2- 25' /2"25' 5/8" 30' 3/4" 45' 1 1/16" 60' 1 7/16" COLUMN ALIGNMENT TOLERANCES MEZZANINE BEAM HEIGHT TOLERANCE DESCRIPTION BY CK'D DSN FOR ERECTOR INSTALLATION PNR PNR SSK CBS _Kpres PS�� EG/ON COLUMBUS M/5565/PP/ 39703 a Robertson Ceco company (662) J28-6722 'DERMIT# )316-ais9,;. BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE___ VsII�_%........._BY.=s__&,a_- MEMBER ` 11 MBMA. PROJECT: MONACO H CUSTOMER: VISE COMPANY OWNER: RON MONACO FOR Co LOCATION: Oroville, CA 95966. CAD DATESCALE PHASE BUILDING ID JOB NUMBER 3/15/16 N.T.S. 1 A 15—B-2739, 8 4r SHEET NUMBER a'D $DC n Mar 17, 201 H SIDEWALL 1 1 500 500 500 500 500 1 1 1 SIDEWALL PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES Curb Base Length ®O Pullin Line J Indicates Roof Panel Support location A Indicates Curb Base Support location Profilile Rib Floating Panel Support 0 0 U CL 0 = y V Z U ¢ — d d UZ Up Lift Plate Curb Bose y o (If Required) N �o 0 ¢ Section : "A" (Insulation when specified) The curb details shown illustrate the building manufacturers recommended curb style and installation method. It is the erector / installers responsibility to provide the proper curb style and install them in accordance with the procedures established by these details. Failure by the erector / installer to follow these recommendations may result in the curbs damaging the roof system or excluded from warranties. All roof curbs to be: 1. .080 Aluminum or 18ga. Stainless (No Golvalume/No Galvanized) 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 panel splice 4. Up lift prevention for clip applied roof systems are required if: a. Wind load exceeds 110 mph or b. Curb base crosses a purlin 5. Supported on (4) four side by primary or secondary framing 6. Max Single Curb weight Recommend = 1500# Roof Curbs (When not Supplied by Building Manufacturer) SUGGESTED METHOD OF PURLIN ATTACHMENT '-Z RI nn GrrFccnRlFcl DO NOT INSTALL HANGER DO NOT INSTALL PURLIN CLIPS OF ANY ROD IN FLANGE OF PURLIN KIND ON FLANGE OF PURLIN AS SHOWN THE INCORRECT WAY W/ 2 BLLERS" ROD*' **(Not by Metal Bldg Manufacturer) An angle is self—tapped to the web of the purlin to catch hanger rad. 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 Ibs. 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 (is. duct work, piping, lidhts, ceilings, etc.) will correspondingly reduce the design live load. 0-f rack Install Install Pipe in center to allow b0se of rubber roof jack to lay flat on panel. Cannot encompass more than 757 of panel. ❑ Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These roof jocks do not have 20—year service life and, in the case of lead hats, will cause galvanic corrosion of the roof ponels. ❑ Use EPDM rubber roof jacks with on integral aluminum band bonded into the perimeter of the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone rubber roof jacks. Retrofit rubber roof jacks are available for applications in which the top of the pipe is inaccessiPle, eliminating the possibility of sliding the roof jack over the top of the pipe. 11 Do not use tube caulk/silicone to seal roof jack to the roof panels. Use only tape sealant 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. ❑ Roll down the top of the roof jack and apply tape sealant continuously around the exposed portion of the pipe. Roll the top of the roof jack back over the tape sealant. Apply the stainless steel clamp over top of roof jack and firmly tighten to form c secure compression seal. ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration in center of panel to allow the base of the rubber roof jack to seal to the pan of the panel. If a pipe must be installed through a panel seam, or if the pipe diameter is so large to block the flow of water down the roof panel, you must install a "pipe curb" into the roof and then seal the pipe curb with rubber roof jack. For pipes in which top cannot be accessed, a two—piece pipe curb is available. ❑ In Northern climates, protect all pipe penetrations from moving ice or snow with a snow retention system immediately up slope from the pipe. Erection Guide k.R2 ISSUE DATE I DESCRIPTION 0 3/15/16 1 FOR ERECTOR INSTALLATION Panel profile **Stainless Ste Step **Stainless Steel Step 3 Tri—Bead Tapp ___._... HW504 Roof Jack Installation danufacturer) BY CK'D DSN PNR PNR SSK =O uiu um Gjurrlp. Tri—Bead Tape Int Continuously id Pipe t** 7/8" Lap Tek S.D at 1" O.C. 3ead Tape Sealant 04 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE OMPLIANCE BAT RY CBS_MP[rLQS -a DRRN REGION MEMBER L/J,, (\v P.O. DRAWER 9 r 1 COLUMBUS, MISSISSIPPI 3970.3 a Robertson Coco company (662) 326-6722 M BMA PROJECT: MONAGO CUSTOMER: VISE COMPANY LOCATION: Oroville, CA 95966. CAD DATE SCALE 3/15/16 N.T.S. OWNER: RON MONACO PHASE BUILDING ID 1 A JOB NUMBER FOIT UbIl1tNOMB90N 15—B-27393 I I) rWwo +.a o TRB AND ASSOCIATES • Mar 17, 201 STEP 1: ERECT FIRST BAY WALL FRAMING 1d4IE It is the responsibility of the -PRIMARY FRAM erector to provide temporary erection bracing until the structure is completed. END FRAME\ RAFTER END POST CORNER COLU 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 fosts, or a rigid frame with the rafter self-supporting, and not attached o 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 save 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 bayy, that brace will be bolted to the girt after the adjacent bay girts are instolled. 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 18 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 ENDS FRAME END POST Erection Guide PRIMARY FRAME RAFTER —, NG R3 'ti 1 NOTE It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. ERECTION BRACING 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 - 2B: 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. 2C: Install roof bracing systems but do not tighten completely until the bay is plumbed. 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 structure is completed. '-TEMPORARY ERECTION BRACING END FRAME END BAY GIRT RAFTER END POST ENE 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 some 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. ISSUE DATE DESCRIPTION 0 3/15/16 FOR ERECTOR INSTALLATION IT STEP 4: ERECT REMAINING STRUCTURAL FRAMING NOTE It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. PURLINS EAVE STRUT END- FRAME NDFRAME 'PRIMARY 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. BY Cl DSN CBS= K res SOU/F/ERN REO/ON PNR PNR SSK [/\J' /\U P.O. D21WER 911 COLUMBUS, MISSISSIPPI 39703 a Robertson Ceco company (662) 328-6722 PROJECT: MONAGO :USTOMER: VISE COMPANY LOCATION: Oroville, CA 95966. CAD DATE SCALE PHASE 3/15/16 N.T.S. 1 OWNER: RON MONAGO BUILDING ID A Q16�o`i<�a PCRMIT # BUTTE COUNTY DEVBLOPMENT SEF;VICES REVIEW EC I FOR COPSE COMPLIANCE � DATE_ — MEMBER M MB A • Mar 17, 201 JOB NUMBER SHEEP �1�1M13E L' Qr+ 15-B-27393 J __ _0EI14__1_.Q_�__ ®mr!! 3 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. 24 ANCHOR 12' I RODS LS 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 •� ®BOTS SCREWS O RAMP Q 2 0 0 1. Girts, Eave Struts and Purlins 2. End Frames and Endpost 3. Main Frames 4. Clips, Bolts, Screws, ETC. 5. Endwoll 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. Erection Guide C GENERAL ERECTION NOTES MASTIC SEALANT 1.) All clips, flange braces, bolts, bracing systems, ETC. must be installed as Proper mastic application is critical to the weather tightness of a building. Mastic should not be stretched when installed. Apply only to clean, dry surfaces. Keep shown on erection drawings. only enough mastic on the roof that can be installed in a day. During warm 2.) It is extremely important, especially during construction, that panels at the weather, store mastic in a cool dry place. During cold weather (below 60') eaves, rakes and ridges be kept secure. 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. 3.) Column bases must not be lag screwed or "RED HEADED" to concrete unless specified on erection drawings for the building. IMPORTANT NOTE: 4.) Tighten column wind brace rods/cables (exterior and interior) before All details, recommendations and suggestions contained in the ERECTION GUIDE tightening roof rods/cables. Roof rods/cables are tightened from eave to peak. 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 5.) High strength bolts (A325) rnust be used where specified. specifically discussed in this section should be followed. Only experienced, knowledgeable installers familiar with accepted practices should be used to assure TEMPORARY' CONSTRUCTION BRACING a quality project. 1.) It is the responsibility of the erector to maintain stability of the structure It is emphasized that the Manufacturer is only a manufacturer of metal building during all stages of erection, particularly when left overnight. components and is not engaged in the installation of its products. Opinions expressed by the Manufacturer about installation practices noted in the ERECTION 2.) Temporary supports, such as temporary guys, braces or other elements shall the The temporary GUIDE are intended to represent only a guide as to the sequencing and how the be the total and complete responsibility of erector. supports components could be assembled to create a building. Both the quality and safety required shall be determined and furnished by the erector. of installation and the ultimate customer satisfaction with the completed building are determined by the experience, expertise, and skills of the installation crews, 3.) Temporary construction supports shall be provided wherever necessary to as well as the equipment available for handling the materials. Actual installation accommodate all construction (pads to which the structure may be subjected, operations, techniques and site conditions are beyond the Manufacturers control 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 well panels, the contractor must assure that the following procedures are followed: 1.) The concrete foundation shoelld 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 13ASE'KUM-,II VWALL PANEL AROUND PANEL BASE HOWN! OR BASE TRIM = MIN � 2.) Top of finish grade at buildiOg to be a minimum of four (4) inches below bottom of panel. 3.) Finish grade is to slope away from building to insure proper drainage. 4.) Upon completion of finish grading, all dirt is to be cleaned from around base of well panel where it may pave collected in panel notch or on base trim. FASTICNER INSTALLATION Correct fastener installation is are of the most critical steps when installing roof/wall panels. Drive the fosterer 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 worn sockets, these can cause the fastener to wobble during installation. CORRECT DEGREE OF TOO TIGHT TOO LOOSE TIGHTNESS SEALANT SQUEEZED TOO THIN SEALANT IS NOT NOTE SLIGHT CIRCLE OF EXTRUDES FAR BEYOND COMPRESSED TO 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. ISSUE DATE I DESCRIPTION BY CK'D DSN 0 3/15/16 1 FOR ERECTOR INSTALLATION PNR PNR SSK PERMIT# 3t 6'059 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE �j� DATE-/-LG..---BY---1�"'-v-- - c _ /\ (\ res SOUMERN REGION K V ® P.O. DRAWER 911 MEMBER COLUMBUS M/SS/55/PP/ J970J �- a Robertson Coco company (662) J28-6722 M B M A PROJECT: MONACO CUSTOMER: VISE COMPANY LOCATION: Oroville, CA 95966. CAD DATE SCALE PHASE 3/15/16 N.T.S. 1 OWNER: RON MONAGO BUILDING ID A Mar 17, 201Jr ,{"�, JOB ER SHEET NUMBE7NO �F 15-B-27393 AU 0 3DJ? TRS AND ASSOCIATES I E STEP 5: INSTALL SIDEWALL PANELS NOTE It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. This bracing is to remain in place until all roof and wall panels are installed. LOCKING T ALIGNMENT 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. LOCKING NOSE: Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your building. 5B: If walls ore to be insulated, place a continuous run of contact tape along the eave strut and base member. NOSE: At the base cut off the insulation a minimum of 1/2° above the bottom of tie well panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. Roof Panel Double Faced Tape— (Not by manufacturer) to be used to securl� insulation. Wall Fiberglass Insulation to OUTSIDE of Building Wall Panel (Not by manufacturer) Trim insulation and turn vinyl back Insulation must not be exposed to weather. (Not by manufacturer) -Vapor Barrier to INSIDE of Building Eave Detail (See Erection Drawings) (Not by manufacturer) FinishedFloor Trim insulation and turn vinyl back Insulation must not be exposed to a-7 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. Erection Guide R4 5C: Sidewall panels should be installed so that the panel sidelap is in a direction away from the prevailing wind. (refer to appropriate lap detail included with erection drawings.) 5D: Install remaining sidewall insulation and panels, being careful to maintain correct panel coverage. It is suggested that the foundation be marked in increments of panel Width to allow visual checking of panel coverage as installation progresses. NOTE: Check periodiecIly to ensure that all panels are aligned and plumb. 5E: At the finishing corner of a sidewoll, the last panel may required additional lap or trimming for installation of corner trim refer to the details in the erection drawings. Screw Alignment Panel (Through Fastened Panel Only) KEEP END OF PANELS ALIGNED STEP 6: INSTALL ENDWALL PANELS 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. NOSE: 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 FRA PURLIN Detail shown for ribbed roof panel RAFTER GABLE only. For standing seam rake and ANGLE gable angle installation, see 7" erection details. AT EXPANSION JOINT TYPICAL EAVE STRUT BUTT LAP CONDITION 613: See erection drawings sheeting layouts for panel starting dimensions, panel trim locations, and lap locations. Is, it is important to clean metal filings off all panel surfaces, ,,�--�,�—`�--�� TRIM DIMENSION IS NOTE: After drilling pane panels that are not installed that dog to avoid stains. MEASURED FROM CENTER including between p y' TRIM{—I OF FIRST MAJOR RIB. GABLE ANGLE rurtury CONTACT TAPE EAVE STRUT ENDWALL GIRT WOOD BLOCKIN BASE ANGLE/TRI CONTACT TAPE - INSULATION eNpkq<! 5\O��t1Pv-v' 6C: Align and level girts on endwall. 61): 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. NOSE: 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. 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. PERMrr# g16,0S19L BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR COD 9OMPLIANCE DATE fS fs [( Fl iq$ ISSUE DATE DESCRIPTION BY I CK'D DSN CBS -M reS SOU/NERNMISSISS GION 0 3/15/16 FOR ERECTOR INSTALLATION PNR PNR SSK LU//)\/^((\\UU P.O. DRAWER 911 COLUMBUS M65I55/PP/ J9703 a Robertson Ceco company (662) J28-6722 FOR PROJECT: MONAGO CUSTOMER: VISE COMPANY LOCATION: Oroville, CA 95966. CAD DATE SCALE 3/15/16 N.T.S. —JE Mar 17, 201 OWNER: RON MONAGO PHASE BUILDING ID JOB NUMBER SHEET NUMBERAJ. 1 A 15-B-27393 DET16 D `"`^'"' 111119I _ IF CONTACT TAPE INSULATION SIDEWALL INSULATION MUST MEET ENDWALLBASE ANGLE/TRIM INSULATION TO SEAL THE CORNER CONTACT TAPE 5B: If walls ore to be insulated, place a continuous run of contact tape along the eave strut and base member. NOSE: At the base cut off the insulation a minimum of 1/2° above the bottom of tie well panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. Roof Panel Double Faced Tape— (Not by manufacturer) to be used to securl� insulation. Wall Fiberglass Insulation to OUTSIDE of Building Wall Panel (Not by manufacturer) Trim insulation and turn vinyl back Insulation must not be exposed to weather. (Not by manufacturer) -Vapor Barrier to INSIDE of Building Eave Detail (See Erection Drawings) (Not by manufacturer) FinishedFloor Trim insulation and turn vinyl back Insulation must not be exposed to a-7 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. Erection Guide R4 5C: Sidewall panels should be installed so that the panel sidelap is in a direction away from the prevailing wind. (refer to appropriate lap detail included with erection drawings.) 5D: Install remaining sidewall insulation and panels, being careful to maintain correct panel coverage. It is suggested that the foundation be marked in increments of panel Width to allow visual checking of panel coverage as installation progresses. NOTE: Check periodiecIly to ensure that all panels are aligned and plumb. 5E: At the finishing corner of a sidewoll, the last panel may required additional lap or trimming for installation of corner trim refer to the details in the erection drawings. Screw Alignment Panel (Through Fastened Panel Only) KEEP END OF PANELS ALIGNED STEP 6: INSTALL ENDWALL PANELS 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. NOSE: 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 FRA PURLIN Detail shown for ribbed roof panel RAFTER GABLE only. For standing seam rake and ANGLE gable angle installation, see 7" erection details. AT EXPANSION JOINT TYPICAL EAVE STRUT BUTT LAP CONDITION 613: See erection drawings sheeting layouts for panel starting dimensions, panel trim locations, and lap locations. Is, it is important to clean metal filings off all panel surfaces, ,,�--�,�—`�--�� TRIM DIMENSION IS NOTE: After drilling pane panels that are not installed that dog to avoid stains. MEASURED FROM CENTER including between p y' TRIM{—I OF FIRST MAJOR RIB. GABLE ANGLE rurtury CONTACT TAPE EAVE STRUT ENDWALL GIRT WOOD BLOCKIN BASE ANGLE/TRI CONTACT TAPE - INSULATION eNpkq<! 5\O��t1Pv-v' 6C: Align and level girts on endwall. 61): 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. NOSE: 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. 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. PERMrr# g16,0S19L BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR COD 9OMPLIANCE DATE fS fs [( Fl iq$ ISSUE DATE DESCRIPTION BY I CK'D DSN CBS -M reS SOU/NERNMISSISS GION 0 3/15/16 FOR ERECTOR INSTALLATION PNR PNR SSK LU//)\/^((\\UU P.O. DRAWER 911 COLUMBUS M65I55/PP/ J9703 a Robertson Ceco company (662) J28-6722 FOR PROJECT: MONAGO CUSTOMER: VISE COMPANY LOCATION: Oroville, CA 95966. CAD DATE SCALE 3/15/16 N.T.S. —JE Mar 17, 201 OWNER: RON MONAGO PHASE BUILDING ID JOB NUMBER SHEET NUMBERAJ. 1 A 15-B-27393 DET16 D `"`^'"' 111119I _ IF STEP 7: INSTALL ROOF PANELS 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. 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 covered for the maximum amount of time and the panel ribs can be kept in 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! 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 endlops and eave overhang, fasten to purlins. Roof panels should be installed so that the sidelop 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 o 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. I NOT BACK LAP THROUGH FASTENED ROOF SHEETS. NOTE: Roof paneltypes 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. PANELS NOTE It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. This bracing is to remain in place until all roof and wall panels are installed. LOCKING IF ALIGNMENT NEVER STEP ON LIGh1T TRANSMITTING PANELS, TRANSLUCENT PANELS, OR UNATTENDED ROOF PANELS. RAKE Panels May Collapse If Not Properly Secured! Roof panels must be cpmpletely 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 Pr unattached panels should never be walked on! Do Not: 1. Step on rib at edge of panel. 2. Step near creaee in rib at edge of panel. 3. Step within 5 feet of edge on unsecured panel. A single roof panel ri 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! ISSUE DATE 0 3/15/16 STEP 8: INSTALL TRIM AND ACCESSORIES 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. SC: Install accessories (doors, windows, louvers, etc...) not previously installed. Refer to 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. PERMITlt BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR COfDE COMPLIANCE DATE DESCRIPTION BY CK'D DSN FOR ERECTOR INSTALLATION PNR PNR SSK CBS=Kpres P.O. 911ERN MEMBER COWMSUS, MISSISSIPPI J9705 -- 0 a Robertson Coco company (662) J28-6722 M B M A C -C PROJECT: MONAGO CUSTOMER: VISE COMPANY OWNER: RON MONACO LOCATION: Oroville, CA 95966. CAD DATE SCALE PHASE BUILDING ID JOB NUMBEIFOR C orFECVM, I/�I 3/15/16 N.T.S. 1 A 15—R-27393 nFT17 I o TRI3 ARID ASSOCIATES TIT U Mar 17, 201 in BUILDING -Wall - Col Loc Line Line L -EW 1 C,B F_SW A 1,2 R_EW 3 B,C B_SW C 2,1 REACTIONS Reactions in plane of wall f Reactions (k ) Panel -Shear -Wind - -Seismic - (Ib/ft) Herz Vert Horz Vert Wind Seis Bracing, see EW reactions 1.5 * 0.4 Bracing, see EW reactions 1.5 * 0.4 *See RF reactiPns table for vertical and horizontal reaptions in plane of the rigid frame. ISSUE I DATE 0 3/15/16 TES FOR REACTIONS FRAME: BUILDING REACTIONS ARE BASED ON THE FOLLOWING BUILDING DATA: Qty WIDTH (FT) = 30 LENGTH (FT) = 30 EAVE HEIGHT (FT) = 10 / 10 ROOF SLOPE = 1.0:12 / 1.0:12 ((rise/12) DEAD LOAD 0 COLLATERAL LO AD (psf) = 0.5 ROOF LIVE LOAD (psf) = 20.00 FRAME LIVE LOADsf ROOF SNOW LOAD fps) = 15 0 GROUND SNOW LOAD (psf) = = 0.0000 WIND SPEED (MPH) = 110 WIND CODE - CBC 13 EXPOSURE = C CLOSED/OPEN = Closed IMPORTANCE - WIND = 1.00 IMPORTANCE - SEISMIC = 1.00 SEISMIC ZONE = D ANCHOR BOLT SUMMARY GENERAL 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. 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. 3. 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 FOUN ATION DESIGN 4. THE METAL BUILDING MANUFACTURER IS RESPONSIBLE FOR THE DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE ANCHOR BOLT IN SHEAR, BEARING AND TENSION, BUT IS NOT RESPONSIBLE FOR THE ANCHOR BOLT EMBEDMENT FOR TRANSFER OF FORCES TO THE FOUNDATION. THE METAL BUILDING MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION EMBEDMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELF THAT ADEQUATE PROVISIONS ARE MADE IN THE FOUNDATION DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. (UNLESS NOTED) 6. ANCHOR RODS ARE ASTM F1554 GRADE 36 MATERIAL UNLESS NOTED OTHERWISE. DESCRIPTION I BY CK1D I DSIV FOR ERECTOR INSTALLATION PNR PNR SSK PERMIT# g!b_ ?, BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE OMPLIANCE DATE - b---RY--' H I fV LINE RIGID FRAME: Dia Proj Qty Locate (in) Type (in) O 12 Endwall 5/8" F1554 2.00 0 8 Frame 3/4" F1554 2.50 ® 8 Wind3ent 1° F1554 3.00 GENERAL 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. 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. 3. 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 FOUN ATION DESIGN 4. THE METAL BUILDING MANUFACTURER IS RESPONSIBLE FOR THE DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE ANCHOR BOLT IN SHEAR, BEARING AND TENSION, BUT IS NOT RESPONSIBLE FOR THE ANCHOR BOLT EMBEDMENT FOR TRANSFER OF FORCES TO THE FOUNDATION. THE METAL BUILDING MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION EMBEDMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELF THAT ADEQUATE PROVISIONS ARE MADE IN THE FOUNDATION DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. (UNLESS NOTED) 6. ANCHOR RODS ARE ASTM F1554 GRADE 36 MATERIAL UNLESS NOTED OTHERWISE. DESCRIPTION I BY CK1D I DSIV FOR ERECTOR INSTALLATION PNR PNR SSK PERMIT# g!b_ ?, BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE OMPLIANCE DATE - b---RY--' H I fV LINE RIGID FRAME: ANCHOR BOLTS & BASE PLATES BASIC COLUMN REACTIONS (k) Upres COLUMBUS. COLUMBUS MISS/SS/PP/ 39703 Frm Cal Anc._Bolt Base -Plate (in) Grout Collat Live Wind-Leftl Wind_Rightl Wind_Left2 Wind_Right2 Line Line Qty Dia Width Length Thick (in) Vert Vert Vert Horz 2 C 4 0.750 6.ODO 9.500 0.375 0.0 1 C -0.1 0.0 2 A 4 0.750 6.000 9.500 0.375 0.0 0.0 1 B 0.4 0.1 2.8 0.0 -2.1 0.5 -3.8 0.0 -2.1 0.5 -3.8 -1.3 RIGID FRAME: BASIC COLUMN REACTIONS (k ) A 0.2 0.0 1.0 0.0 Frame Column -----Dead-----Collateral- -1.5 ----- Live ------ Wind_Leftl- 3 -Wind_Rightl- --Wind_Left2- 0.1 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 C 0.3 0.9 0.1 0.2 2.0 4.6 -3.5 -5.1 -0.1 -3.7 -3.4 -3.6 2 A -0.3 0.9 -0.1 0.2 -2.0 4.6 0.1 -3.7 3.5 -6.1 -0.1 -1.2 Frame Column -Wind-Right2- --Wind_Longl- --Wind-Long2- -Seismic-Left Seis-Left Seismic -Right -Seismic Long Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 C 0.1 -1.2 -0.6 -6.6 -0.8 -5.6 -0.3 -0.2 0.3 0.2 0.0 -0.4 2 A 3.4 -3.6 0.8 -5.6 0.6 -6.7 -0.3 0.2 0.3 -0.2 0.0 -0.4 ENDWALL COLUMN: CBS _U BASIC COLUMN REACTIONS (k) Upres COLUMBUS. COLUMBUS MISS/SS/PP/ 39703 o Robertson Coco company Erne Col Dead Collat Live Wind-Leftl Wind_Rightl Wind_Left2 Wind_Right2 Wind Press Wind Suct Line Line Vert Vert Vert Horz Vert Horz Vert Herz Vert Herz Vert Herz Horz 1 C -0.1 0.0 -0.8 0.5 -0.3 0.0 1.8 0.5 -0.3 0.0 1.8 -1.5 0.0 1 B 0.4 0.1 2.8 0.0 -2.1 0.5 -3.8 0.0 -2.1 0.5 -3.8 -1.3 1.4 1 A 0.2 0.0 1.0 0.0 -0.8 0.0 -1.3 0.0 -0.8 0.0 -1.3 -1.5 0.0 3 A 0.3 0.1 2.0 0.0 -2.3 0.0 -1.5 0.0 -2.3 0.0 -1.5 0.0 0.0 3 B 0.8 0.1 5.6 0.9 -6.6 0.0 -3.8 0.9 -6.7 0.0 -3.8 -1.3 1.4 3 C -0.2 0.0 -1.5 0.0 3.2 0.9 -0.4 0.0 3.3 0.9 -0.5 0.0 0.0 Firm Col Wind -Long 1 Wind_Long2 Seis-Left Seis-Right Seis_Lon g Line Line Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert 1 C 0.0 0.8 0.1 0.8 0.2 -0.4 0.0 0.4 -0.6 -0.4 1 B 0.1 -3.2 0.0 -2.7 0.0 0.4 0.2 -0.4 0.0 0.0 1 A 0.0 -0.8 0.0 -1.3 0.0 0.0 0.0 0.0 -0.6 -0.4 3 A 0.0 -2.3 0.0 -1.5 0.0 0.0 0.0 0.0 0.0 0.0 3 B 0.0 -4.9 0.1 -5.6 0.4 -0.7 0.0 0.7 0.0 0.0 3 C 0.1 1.4 0.0 1.3 0.0 0.7 0.4 -0.7 0.0 0.0 ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES Firm Col Ana -Bolt Base -Plate (in) Grout Line Line Qty Dia Width Length Thick (in) 1 C 2 0.625 7.000 8.000 0.250 0.0 1 B 2 0.625 7.000 8.000 0.250 0.0 1 A 2 0.625 7.000 8.000 0.250 0.0 3 A 2 0.625 7.000 8.000 0.250 3 B 2 0.625 7.000 8.000 0.2500.0 3 C 0.625 7.000 8.000 0.250 0.0 e REww- CODE COMPLIANCE FOR AUG 0 3 2016 PROJECT: MONAGO CUSTOMER: VISE COMPANY LOCATION: Oroville, CA 95966. CAD DATE SCALE 3/15/16 N.T.S. TRB AND OWNER: RON MONAGO MEM6ER - MA PHASE BUILDING ID JOB NUMBER SHEET NUMBER 1 A 15-B-27393 F2 W • Mar 17, 201 OF a REGION CBS _U P.O. DRAWER 911 Upres COLUMBUS. COLUMBUS MISS/SS/PP/ 39703 o Robertson Coco company (662) 326-6722 PROJECT: MONAGO CUSTOMER: VISE COMPANY LOCATION: Oroville, CA 95966. CAD DATE SCALE 3/15/16 N.T.S. TRB AND OWNER: RON MONAGO MEM6ER - MA PHASE BUILDING ID JOB NUMBER SHEET NUMBER 1 A 15-B-27393 F2 W • Mar 17, 201 OF a m N Z a 0 F z 0 0 a 0 n n m N GENE 1. DESIGN BASED ON 1500 PSF ALLOWABLE SOIL BEARING PRESURE. 2. CONSTRUCTION SHALL CONFORM TO THE 2013 CALIFORNIA BUILDING CODE AND ALL REQUIREMENTS OF THE COUNTY OF GLENN BUILDING DEPARTMENT. 3. SPECIAL INSPECTION IS REQUIRED IN ACCORDANCE WITH 2013 CBC FOR HK�H STRENGTH A325 BOLTS. SPECIAL INSPECTOR MUST BE EMPLOYED BY THE OWNER AND APPROVED BY THE COUNTY OF GLENN BUILDING DEPARTMENT. 4. THIS FOUNDATION DESIGN IS BASED ON COLUMN REACTIONS PROVIDED BY,CECO BUILDING SYSTEMS FOR JOB # 15-B-27393. 5. FOOTING SIZE MAY BE INCREASED UP TO 12" PER SIDE AT CONTRACTOR'S OPTION. 6. DIMENSIONS SHOWN FOR ILLUSTRATION ONLY- USE CECO BUILDING SYSTEM SHEETS TO SET ANCHOR BOLTS AND DOOR FRAMING ANCHORS. CONCRETE NOTES 1. CONCRETE SHALL HAVE A 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI, WITH SLUMP NOT TO EXCEED 4". AGGREGATE SHALL BE A MAXIMUM OF 1g" IN FOUNDATIONS AND J" IN THE SLAB. CURING COMPOUND SHALL BE APPLIED TO THE SLAB IMMEDIATELY AFTER FINAL TROWELLING. 2. CRACK CONTROL JOINTS TO BE MADE AT 12' OC MAX AND MAY BE CONSTRUCTION JOINTS OR 14" SAWCUTS MADE AS SOON AS PRACTICAL AFTER PLACING OF CONCRETE. 3. REINFORCING BAR TO BE GRADE 40 (MIN) WITH 30" LAP SPLICES. MAINTAIN 5" CLEARANCE WHEN POURED AGAINST SOIL AND 2" ELSEWHERE. WELDED WIRE MESH (WWM) SHALL BE LAPPED NOT LESS THAN TWO WIRE SPACES. BARS ARE TO BE CONTINUOUS AROUND CORNERS. CARRY PERIMETER REINFORCING THROUGH FOOTINGS TYP. GRADE AWAY FROM FOUNDATION 0 5% FOR 10' MINIMUM OR PER CBC1803.3 RECEIVED _ TRS AND ASSOCIATES 1 3 30'-0" ❑UT -T❑ -❑UT OF STEEL W. GILBERT 2 ENGINEERING F3: 14" SQ x 12" TH F7: 18" SO x 12" TH 140 EMBED J" HEAVY HEX 10'-0" 20-0aSUITE EMBED j HEAVY HEX ELLOWSTONt DDRIVE,, (GR. 36) BOLT 7 INCHES (GR. 36) BOLT 7 INCHES CHICO,C CALIFORNIA 95973 1-#3 (40ksi) HAIRPIN 1-#3 (40ksi) HAIRPIN TEL(530)809-1315 FAX (530) 517-6020 -- -- - -- -- - - WES@WGI BERTENCINEERING.COM e I I I I F4: 27" SQ x 16" TH I -- -- I � (� 8 I \ I EMBED j" HEAVY HEX I g CIVIL ENGINEERING e I (GR. 36) BOLT 7 INCHES U SURVEYING i I I PROPERTY SURVEYS ' L__ ___j ` / / �_____� \ 1—#4 (60ksi) HAIRPIN / �_ � CONSTRUCTION STAKING #4 HAIRPIN ♦ / / / 90' W/ 8' LEGS / \ / TYP 0 SIDE & \ , 4 HAIRPIN / 51_4u /� '/ ENDWALLS ` 45' W/ 8' LEGS\\ / 5/-4#�oQRovE'01 \./ TYP 0 CORNERS- / y��� y��r E 014 - W __ _ _...:. F2: 18" SQ x 12" TH F6: 28" SQ x 17". Th I j crv,� EMBED J" HEAVY HEX EMBED J„ HEAVY HEXLL_- m I I (GR. 36) BOLT 7 INCHES (GR. 36) BOLT 7 INCHES L-- J 1-#3 (40ksi) HAIRPIN 1—#3 (40ksi) HAIRPIN —• `_ U_ O I— 4" PCC SLAB 0/ 2" SAND 0/ 4" CRUSHED ROCK tL I REINFORCEMENT PER OWNER 1:3 cn s � CD N c� 23'-4N 23'_4. Z z Q 0 0OZ Q J O J / z IL LL F4: 27" SQ x 16" TH 0 O EMBED j" HEAVY HEX m \ z / \ (GR. 36) BOLT 7 INCHES / J z = � / \ 1-#4 (60ksi) HAIRPIN / Q O O v v �Q� 0 c z M D Ft: 13" SO x 12" TH 10'-0" 20'-0" F5: 16" SQ x 12" TH Z EMBED J" HEAVY HEX0 g (GR. 36) BOLT 7 INCHES 1 EMBED I" HEAVY HEXIt 1—#3 (40ksi) HAIRPIN 3. (GR. 36) BOLT 7 INCHES O NO HAIRPIN ' O FOUNDATION PLAN- SCHEMATIC ONLY } ANCHOR BOLT SIZE, GRADE AND m EMBEDMENT PER ANCHOR BOLT CALCS NOT TO SCALE PERMITq �HAIRPIN - BUT' [COUNTYDEVELOPMENTSERVICES NTERED CEREVIEWED FOR IN SLAB CODE COMPLIANCE I Y � . I F❑❑TING SCHEDULE REINFORCEMENT IN ALL FOOTINGS TO BE #4 BARS AT 18' ❑C E/W MAX 1. 13' SO x 12' TH 2. 18' SO x 12' TH 3. 14' SO x 12' TH 4. 27' SQ x 16' TH 5.16'SOx12'TH e� •d •'' .' 6. 28' SQ x 17' TH 7. 18' SO x 12' TH FOOTING SCHEDULE ', .'• ... •• °' CARRY PERIMETER REINFORCING THROUGH FOOTINGS TYP. GRADE AWAY FROM FOUNDATION 0 5% FOR 10' MINIMUM OR PER CBC1803.3 RECEIVED _ TRS AND ASSOCIATES 1 3 30'-0" ❑UT -T❑ -❑UT OF STEEL W. GILBERT 2 ENGINEERING F3: 14" SQ x 12" TH F7: 18" SO x 12" TH 140 EMBED J" HEAVY HEX 10'-0" 20-0aSUITE EMBED j HEAVY HEX ELLOWSTONt DDRIVE,, (GR. 36) BOLT 7 INCHES (GR. 36) BOLT 7 INCHES CHICO,C CALIFORNIA 95973 1-#3 (40ksi) HAIRPIN 1-#3 (40ksi) HAIRPIN TEL(530)809-1315 FAX (530) 517-6020 -- -- - -- -- - - WES@WGI BERTENCINEERING.COM e I I I I F4: 27" SQ x 16" TH I -- -- I � (� 8 I \ I EMBED j" HEAVY HEX I g CIVIL ENGINEERING e I (GR. 36) BOLT 7 INCHES U SURVEYING i I I PROPERTY SURVEYS ' L__ ___j ` / / �_____� \ 1—#4 (60ksi) HAIRPIN / �_ � CONSTRUCTION STAKING #4 HAIRPIN ♦ / / / 90' W/ 8' LEGS / \ / TYP 0 SIDE & \ , 4 HAIRPIN / 51_4u /� '/ ENDWALLS ` 45' W/ 8' LEGS\\ / 5/-4#�oQRovE'01 \./ TYP 0 CORNERS- / y��� y��r E 014 - W __ _ _...:. F2: 18" SQ x 12" TH F6: 28" SQ x 17". Th I j crv,� EMBED J" HEAVY HEX EMBED J„ HEAVY HEXLL_- m I I (GR. 36) BOLT 7 INCHES (GR. 36) BOLT 7 INCHES L-- J 1-#3 (40ksi) HAIRPIN 1—#3 (40ksi) HAIRPIN —• `_ U_ O I— 4" PCC SLAB 0/ 2" SAND 0/ 4" CRUSHED ROCK tL I REINFORCEMENT PER OWNER 1:3 cn s � CD N c� 23'-4N 23'_4. Z z Q 0 0OZ Q J O J / z IL LL F4: 27" SQ x 16" TH 0 O EMBED j" HEAVY HEX m \ z / \ (GR. 36) BOLT 7 INCHES / J z = � / \ 1-#4 (60ksi) HAIRPIN / Q O O v v �Q� 0 c z M D Ft: 13" SO x 12" TH 10'-0" 20'-0" F5: 16" SQ x 12" TH Z EMBED J" HEAVY HEX0 g (GR. 36) BOLT 7 INCHES 1 EMBED I" HEAVY HEXIt 1—#3 (40ksi) HAIRPIN 3. (GR. 36) BOLT 7 INCHES O NO HAIRPIN ' O FOUNDATION PLAN- SCHEMATIC ONLY } ANCHOR BOLT SIZE, GRADE AND m EMBEDMENT PER ANCHOR BOLT CALCS NOT TO SCALE PERMITq �HAIRPIN - BUT' [COUNTYDEVELOPMENTSERVICES NTERED CEREVIEWED FOR IN SLAB CODE COMPLIANCE I Y � . I - • FOOTING THICKNESS e� •d •'' .' VARIES PER '.• '6..' .�n: •'••':. ..: �' FOOTING SCHEDULE ', .'• ... •• °' , . ,' .� ..:' L -UNDISTURBED SOIL OR SOIL COMPACTED TO 959el RC. VARIES PER FOOTING SCHEDULF FOOTING SECTION TYP NOT TO SCALE #4 BARS ® 18" OC MAX E/W ALL FOOTINGS DATE - BY I Kr, O r-------------------------------------� I: SLAB EDGE a i TYP. 10" MIN i n t ,n TYP_ 1 1 _ 16"x16" #4� \� t ELLS ® 36 OC i - - - - -I 45• 12" CONST. ..• • ,•' �• .� .. •. :..:....' JOINT /\ I I :. ••''. _ 2) #4 BARS - o / 90 \� - IiII I= IN FOOTING -I I I; REVIEWED FOR CODE COMPLIANCE UNDISTURBED OR 18 \ 95% COMPACTED SOIL AUG 0 3 2016 Al 2 / L.Fl ------------------------------------- ` TRB AND ASSOCIATES Btm'p SINGLE -POUR DOUBLE -POUR � COUNTY DATE: MARCH 24, 2016 SIDEWALL FOOTING TYP JUL 26 W6 PERIMETER FOUNDATION TYP- MAY BE CONSTRUCTED SINGLE OR DOUBLE—POUR DRAWN BY: WJN ` NOT TO SCALE DEVELOPMENT NOT TO SCALE DESIGNED SY: WEG � J SERVICES CHECKED BY: WEG Il( V JOB NO.: 15-B-27393 (1084) 0 F a z z 0 0 m 3 a N O O O 0 n M N 0 m i' z 0 a z z 0 0 0 a a M M n N m GENERAL NOTES 1. DESIGN BASED ON 1500 PSF ALLOWABLE SOIL BEARING PRESURE. 2. CONSTRUCTION SHALL CONFORM TO THE 2013 CALIFORNIA BUILDING CODE AND ALL REQUIREMENTS OF THE COUNTY OF GLENN BUILDING DEPARTMENT. 3. SPECIAL INSPECTION IS REQUIRED IN ACCORDANCE WITH 2013 CBC FOR HIGH STRENGTH A325 BOLTS. SPECIAL INSPECTOR MUST BE EMPLOYED BY THE OWNER AND APPROVED BY THE COUNTY OF GLENN BUILDING DEPARTMENT. 4. THIS FOUNDATION DESIGN IS BASED ON COLUMN REACTIONS PROVIDED BY CECO BUILDING SYSTEMS FOR JOB # 15-B-27393. 5. FOOTING SIZE MAY BE INCREASED UP TO 12" PER SIDE AT CONTRACTOR'S OPTION. 6. DIMENSIONS SHOWN FOR ILLUSTRATION ONLY- USE CECO BUILDING SYSTEM SHEETS TO SET ANCHOR BOLTS AND DOOR FRAMING ANCHORS. CONCRETE NOTES 1. CONCRETE SHALL HAVE A 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI, WITH SLUMP NOT TO EXCEED 411 . AGGREGATE SHALL BE A MAXIMUM OF 1-2'" IN FOUNDATIONS AND 34" IN THE SLAB. CURING COMPOUND SHALL BE APPLIED TO THE SLAB IMMEDIATELY AFTER FINAL TROWELLING. 2. CRACK CONTROL JOINTS TO BE MADE AT 12' OC MAX AND MAY BE CONSTRUCTION JOINTS OR 1-1" SAWCUTS MADE AS SOON AS PRACTICAL AFTER PLACING OF CONCRETE. 3. REINFORCING BAR TO BE GRADE 40 (MIN) WITH 30" LAP SPLICES. MAINTAIN 3" CLEARANCE WHEN POURED AGAINST SOIL AND 2" ELSEWHERE. WELDED WIRE MESH (WWM) SHALL BE LAPPED NOT LESS THAN TWO WIRE SPACES. BARS ARE TO BE CONTINUOUS AROUND CORNERS. CARRY PERIMETER REINFORCING THROUGH FOOTINGS TYP. GRADE AWAY FROM FOUNDATION @ 5% FOR 10' MINIMUM OR PER CBC1803.3 BUTTE COUNTY APR 2 8 2016 DEVELOPMENT SERVICES 816 -o'M ANCHOR BOLT SIZE, GRADE AND EMBEDMENT PER ANCHOR BOLT CALC; CENTERED IN SLAB Ag fid'. .. FOOTING THICKNESS 41 a - VARIES PER FOOTING SCHEDULE .a, •. • •° I ;, °. ' va . •. " .';'• ' d #4 BARS @ 18" ••• OC MAX E/W a ` d ALL FOOTINGS L -UNDISTURBED SOIL OR SOIL COMPACTED TO 95% RC. VARIES PER FOOTING SCHEDULE FOOTING SECTION TYP NOT TO SCALE F3: 14"SQx12"TH EMBED J" HEAVY HEX (GR. 36) BOLT 7 INCHES 1-0 (40ksi) HAIRPIN 30'-0" OUT -TO -OUT OF STEEL 10'-0" I 20'-0" I F 18" SQ x 12" TH 3ED J" HEAVY HEX 36) BOLT 7 INCHES #3 (40ksi) HAIRPIN F4: 27" SQ x 16" TH I- I 8 EMBED J" HEAVY HEX �I (GR. 36) BOLT 7 INCHES L--\ --J .,• /L - - - - - - \ 1-#4 (60ksi) HAIRPIN �' L-- i --J Z DRAWN BY: WJN F❑❑TING SCHEDULE CHECKED BY: REINFORCEMENT JOB NO.: 15-B-27393 (1084) IN ALL FOOTINGS TO BE #4 BARS AT 18' OC E/W MAX 1. 13' SQ x 12' TH 2. 18' SQ x 12' TH 3. 14' SQ x 12' TH 4. 27' SQ x 16' TH 5. 16' SQ x 12' TH 6. 28' SQ x 17' TH 7. 18' SQ x 12' TH �` 45' W/ 8' LEGS \ / M CARRY PERIMETER REINFORCING THROUGH FOOTINGS TYP. GRADE AWAY FROM FOUNDATION @ 5% FOR 10' MINIMUM OR PER CBC1803.3 BUTTE COUNTY APR 2 8 2016 DEVELOPMENT SERVICES 816 -o'M ANCHOR BOLT SIZE, GRADE AND EMBEDMENT PER ANCHOR BOLT CALC; CENTERED IN SLAB Ag fid'. .. FOOTING THICKNESS 41 a - VARIES PER FOOTING SCHEDULE .a, •. • •° I ;, °. ' va . •. " .';'• ' d #4 BARS @ 18" ••• OC MAX E/W a ` d ALL FOOTINGS L -UNDISTURBED SOIL OR SOIL COMPACTED TO 95% RC. VARIES PER FOOTING SCHEDULE FOOTING SECTION TYP NOT TO SCALE F3: 14"SQx12"TH EMBED J" HEAVY HEX (GR. 36) BOLT 7 INCHES 1-0 (40ksi) HAIRPIN 30'-0" OUT -TO -OUT OF STEEL 10'-0" I 20'-0" I F 18" SQ x 12" TH 3ED J" HEAVY HEX 36) BOLT 7 INCHES #3 (40ksi) HAIRPIN F4: 27" SQ x 16" TH I- I 8 EMBED J" HEAVY HEX �I (GR. 36) BOLT 7 INCHES L--\ --J .,• /L - - - - - - \ 1-#4 (60ksi) HAIRPIN �' L-- i --J 8„ F1: 13" SQ x 12" TH EMBED J" HEAVY HEX (GR. 36) BOLT 7 INCHES 1-0 (40ksi) HAIRPIN i E 7" SQ x 16" TH " HEAVY HEX) BOLT 7 INCHES(60ksi) HAIRPIN ✓ ILl�I I \ ✓ I I I I I r-------------------------------------1 10'-0" 20'-0" FOUNDATION PLAN— SCHEMATIC ONLY NOT TO SCALE SIDEWALL FOOTING TYP NOT TO SCALE EDGE 23'_4# 8„ F5: 16" SQ x 12" TH EMBED J" HEAVY HEX ;R, ;36) BOLT 7 INCHES NO HAIRPIN 16"x16" #4 ELLS @ 36" OC 12" CONST. JOINT _ •.' ._ I- (2) #4 BARS III :._r 11- IN FOOTING III — I I I UNDISTURBED OR 18^ 95% COMPACTED SOIL SINGLE -POUR DOUBLE -POUR PERIMETER FOUNDATION TYP- MAY BE CONSTRUCTED SINGLE OR DOUBLE -POUR NOT TO SCALE 1i ;, W. GILBERT ENGINEERIN 140 YELLOWSTONE DRIVE, SUITE 110 CHICO, CALIFORNIA 95973 TEL (530) 809-1315 FAX (530) 517-6020 W ES@ W G ILBERTENG IN EERI NG.COM CIVIL ENGINEERING SURVEYING PROPERTY SURVEYS CONSTRUCTION STAKING 0 z e z 0 a_ of U w O w C 0 w /Q{tOFESSIOI Z DRAWN BY: WJN Q WEG CHECKED BY: J 0_ JOB NO.: 15-B-27393 (1084) N HAIRPIN f V Cl ZzQ' 9 o ry LL m�z 90.#4W / Z 0 / TYP 0 SIDE &\� HAIRPIN \ Q C.0 0 ENDWALLS �` 45' W/ 8' LEGS \ / M D (' 0 TYP @ CORNERS \ / LL —j LIJ ' \ LJ r-- I /---1 I F2: 18" SQ x 12' TH r—� F6: 28" SQ x 17' TH I -- 1 V) I m I EMBED J" HEAVY HEX EMBED J" HEAVY HEX I I (GR. 36) BOLT 7 INCHES (GR. 36) BOLT 7 INCHES Ej 1 I 1-#3 (40ksi) HAIRPIN 1-#3 (40ksi) HAIRPIN :D o a / I � � C7 F- 4" PCC SLAB 0/ 2" SAND 0/ 4" CRUSHED ROCK I REINFORCEMENT PER OWNER H - E7 CD CD 23'-4" 8„ F1: 13" SQ x 12" TH EMBED J" HEAVY HEX (GR. 36) BOLT 7 INCHES 1-0 (40ksi) HAIRPIN i E 7" SQ x 16" TH " HEAVY HEX) BOLT 7 INCHES(60ksi) HAIRPIN ✓ ILl�I I \ ✓ I I I I I r-------------------------------------1 10'-0" 20'-0" FOUNDATION PLAN— SCHEMATIC ONLY NOT TO SCALE SIDEWALL FOOTING TYP NOT TO SCALE EDGE 23'_4# 8„ F5: 16" SQ x 12" TH EMBED J" HEAVY HEX ;R, ;36) BOLT 7 INCHES NO HAIRPIN 16"x16" #4 ELLS @ 36" OC 12" CONST. JOINT _ •.' ._ I- (2) #4 BARS III :._r 11- IN FOOTING III — I I I UNDISTURBED OR 18^ 95% COMPACTED SOIL SINGLE -POUR DOUBLE -POUR PERIMETER FOUNDATION TYP- MAY BE CONSTRUCTED SINGLE OR DOUBLE -POUR NOT TO SCALE 1i ;, W. GILBERT ENGINEERIN 140 YELLOWSTONE DRIVE, SUITE 110 CHICO, CALIFORNIA 95973 TEL (530) 809-1315 FAX (530) 517-6020 W ES@ W G ILBERTENG IN EERI NG.COM CIVIL ENGINEERING SURVEYING PROPERTY SURVEYS CONSTRUCTION STAKING 0 z e z 0 a_ of U w O w C 0 w /Q{tOFESSIOI 4 w 0 LL Q U LL 0 w Z Z w Q LL 0 z Z) 0 U w i' x 0 LL O U DATE: Z DRAWN BY: WJN Q WEG CHECKED BY: J 0_ JOB NO.: 15-B-27393 (1084) N f V Cl ZzQ' 9 o ry LL m�z J Z 0 0 Q C.0 0 0 Z M D (' 0 LL 4 w 0 LL Q U LL 0 w Z Z w Q LL 0 z Z) 0 U w i' x 0 LL O U DATE: MARCH 24, 2016 DRAWN BY: WJN DESIGNED BY: WEG CHECKED BY: WEG JOB NO.: 15-B-27393 (1084)