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HomeMy WebLinkAboutB17-0625 058-582-138I I. k-Lagdom ;to 16d C> N .1 IND 40 lop V sa ;6 i gig if Al It •4 -jw .0 cj oil$ st so 6, Ar It W. 6- w IS 64•41 .4 & 4 , *41 *... 4- * '0 ' It. 0.1-;t.4 4 "4 , 6-W it 3 0 0 4... 0.94 i dit•j lq. .4 0.40 4 i s 4, Sill 01 0914 06-qi�i o 0 SO S S If a 0 o qf: 0 6 0 * 0 * f* 0 S S 46' 'k eiwoi�06iOoo 1".6 9 0 v 0 sit -4 t.S, 't -do v .. 4: #' a•Is t -4, 4 4 So so 0 S 0 0 fi 0 4. 4_4 1.4 6 o 4 i 4_4 41 V 4, #: a. 4 1 • 1 • 41 6 * 4 4 0 4 -v Coi i. fj 41 40 o 6 C.6 .19 46f. -NI - A A RCO2 I .. J. I n ItraL "Ijgxa PIUL '.7a 00011) IN 'a A. -M N 7-7 73 I I. k-Lagdom ;to 16d C> N .1 IND 40 lop V sa ;6 i gig if Al It •4 -jw .0 cj oil$ st so 6, Ar It W. 6- w IS 64•41 .4 & 4 , *41 *... 4- * '0 ' It. 0.1-;t.4 4 "4 , 6-W it 3 0 0 4... 0.94 i dit•j lq. .4 0.40 4 i s 4, Sill 01 0914 06-qi�i o 0 SO S S If a 0 o qf: 0 6 0 * 0 * f* 0 S S 46' 'k eiwoi�06iOoo 1".6 9 0 v 0 sit -4 t.S, 't -do v .. 4: #' a•Is t -4, 4 4 So so 0 S 0 0 fi 0 4. 4_4 1.4 6 o 4 i 4_4 41 V 4, #: a. 4 1 • 1 • 41 6 * 4 4 0 4 -v Coi i. fj 41 40 o 6 C.6 .19 46f. -NI - A A RCO2 I .. J. I n ItraL "Ijgxa PIUL '.7a 00011) IN 'a A. -M N BUILDER /CONTRACTOR RESPONSIBILITIES DESIGN LOADING DRAWING INDEX tawinVol I These drawin s, su ortin structural calculations and desi n certification are based on the Peva d ; 9 PP 9 9 Sho Primed Steel - All structural members of the Metal Buildin S stem not fabricated of corrosion resistant P 9 Y THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REOUIRED BY: ISSUE PAGE DESCRIPTION order documents as of the date of these drawings. These documents describe the material supplied by the n material or protected by a corrosion resistant tooting ore painted with one coot of shop primer meeting the CBC 16 manufacturer as of the dote 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 ore cleaned of A C1 COVER SHEET 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 THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY Builder/Contractor is responsible for notifying the building authority of all changes to the order documents which SSPC-SP2 (Steel Structures Pointing Council) prior to painting. The coat of shop primer is intended to protect the WITH THE REOUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. 0 F7 ANCHOR BOLT PLAN result in changes to the drawings, supporting structural calculations and design certification. steel framing for only o short period of exposure to ordinary atmospheric conditions. Shop Primed steel stored in the field pending erection should be kept free of the ground and so positioned as to minimize water -holding FRAME / ROOF DEAD LOAD 2.000 PSF 0 F2 ANCHOR BOLT REACTIONS 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 SUPERIMPOSED 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 COLLATERAL (LIGHTS) 1 PSF 0 F3 ANCHOR BOLT DETAILS Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product manufacturer. The Manufacturer is not responsible for deterioration of the shop coot of primer or corrosion that A Et ROOF FRAMING PLAN 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 ROOF LIVE LOAD 20 20.0 PSF 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 A E2 FRONT SIDEWALL unloading and erection after painting or galvanizing are unavoidable. Touch-up of these minor abrasions is the 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) RISK CATEGORY II - Normal / A E3 BACK SIDEWALL specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor PROJECT NOTES SNOW LOAD A E4 LEFT ENDWALL is responsible for securing all required approvals and permits from the appropriate agency as required. GROUND SNOW LOAD (Pg) 37.000CPSF Builder is responsible for State. Federal and OSHA safety compliance - The Builder/Contractor is responsible for Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with o minimum yield point of 50 SNOW LOAD IMPORTANCE FACTOR (Is) 1.0000 A E5 RIGHT ENDWALL 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 FLAT ROOF SNOW LOAD (Pf) 25.9 PSF A E6 -E7 FRAME CROSS SECTION a minimum specified yield point of 50 ksi. Hot rolled angles, or other than flange braces, conform to ASTM 36 SNOW EXPOSURE FACTOR (Ce) 1.0 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 A DET1-13 STANDARD DETAILS 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 THERMAL FACTOR (Ct) 1.00 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 o minimum yield point erector. (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) of 55 ksi. WIND LOAD 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 ULTIMATE WIND SPEED 110 MPH Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mor 05 Section 3.3) accordance with the "SPecificotion for Structural Joints usinq ASTM A325 or A490 b41ts, June 30, 2004", NOMINAL WIND SPEED (vosd) 85 MPH (IBC Section 1609.3.1) F'F8t211516FiPhg M6thi!idt, Including turn -of -nut and calibrated wrench ore not required unless noted otherwise. C Materials by Others - All interface and compatibility of any materials not furnished by the manufacturer are the WIND EXPOSURE CATEGORY 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 TOPOGRAPHICAL FACTOR 1.0 DRAWING STATUS 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 INTERNAL PRESSURE COEFFICIENT (GCpi) 0.18 /-0.18 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. ZONE 4, COMPONENT WIND LOAD 5 1OFT2 FOR APPROVAL Correction of Errors - Normal erection operations include the correction of minor misfits by moderate amounts THESE DRAWINGS, BEING FOR APPROVAL, ARE BY 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. 27.134 PSF PRESSURE -29.433 PSF SUCTION DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL Errors which cannot be corrected by the foregoing means or which require major changes in the member ZONE 5, COMPONENT WIND LOAD < ioFT2 REPRESENTATION ONLY. THEIR PURPOSE IS TO configuration should be reported immediately to the owner and fabricator by the erector, to enable whoever is Loads, as noted, ore given within order documents and ore applied in general accordance with the applicable CONFIRM PROPER INTERPRETATION OF THE PROJECT 27.134 PSF PRESSURE -36.262 PSF SUCTION 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 DOCUMENTS. ONLY DRAWINGS ISSUED 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 ZONES PER ASCE 7-10; FIG. 30.4-1 FOR ERECTOR INSTALLATION" CAN BE CONSIDERED specific parameters. The manufacturer's Engineer's certification is limited to design loads supplied by on ZONES PRESSURES SHOWN ARE UN -FACTORED AS COMPLETE. 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. RAIN INTENSITY Modification of the building configuration, such as removing wall panels or braces, from that shown on these This project is designed using manufacture's standard serviceability standards. Generali this means that all P 9 9 y y 5 -MINUTE DURATION, 5 -YEAR X❑ FOR CONSTRUCTION PERMIT RECURRENCE (11) 4.0000 IN/HOUR tans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed P 9 Y 9� 9 stresses and deflections ore within typical performance limits for normal occupancy and standard metal building THESE DRAWINGS, BEING FOR PERMIT, ARE BY 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 DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED these drawings. The Metol Building Manufacturer will assume no responsibility for any loads applied to the stated in the contract documents. "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED building not indicated on these drawings. SEISMIC LOAD AS COMPLETE. Safety Commitment - The Metal Building Manufacturer hos a commitment to manufacture quality building X -bracing (if applicable) is to be installed to a taut condition with oil slack removed. Do not tighten beyond SEISMIC IMPORTANCE FACTOR Ie 1.00 ( ) components that con be safely erected. However, the safety commitment and job site practices of the erector this state. Ss 0.6420 So, 0.5506 are beyond the control of the building manufacturer. It is strongly recommended that safe working conditions The design collateral load has been uniformly applied to the design of the building. Hanging loads ore to be ❑ FOR ERECTOR INSTALLATION and accident prevention is the top priority of any job site. Local, State and Federal safety and health attached to the web. This may not be appropriate for heavily concentrated loads. Any attached load in S1 0.2640 Sal 0.3295 FINAL DRAWINGS FOR CONSTRUCTION. standards, whether standard statutory or customary, should always be. followed to help ensure worker safety. pounds excess of 150 pounds shall be accounted for special design performed by a licensed engineer using solL SITE CLASS D stiff soil Make certain all employees know the safest and most productive way to erect o building. Emergency procedures u concentrated loads and may require separate support members within the roof system. should be known to all employees. Daily meetings highlighting safety procedures ore also recommended. The use SEISMIC DESIGN CATEGORY D 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.) FOR OUESTIONS OR ASSISTANCE CONCERNING ERECTION CALL: applicable, are recommended. For purposes of determining lift requirements, no bundles supplied by the manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual must be designed to withstand the specified wind loading for the design of components and cladding m the building Doors to be ANALYSIS PROCEDURE: EOUIVALENT LATERAL FORCE 858-362-0464 member weights of other structural members. If additional information is required contact the customer service accordance with specified code. ore closed when a maximum of 50% of design wind velocity is reached. COLUMN deportment. LINE TRANSVERSE ALL(FRONT) ALL(BACK) MONDAY - FRIDAY 7:30AM TO S:OOPM BASIC FORCE RESISTING SYSTEM- C4 83 63 Foundation Design - The Metal Building Manufacturer is not responsible for the design, materials and The metal building manufacturer has not designed the structure for snow accumulation loads of the workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only ground level which may impose snow loads on the wall framing provided by the manufacturer. RESPONSE MODIFICATION COEFFICIENT(R) 3.25 3.25 3.25 ENGINEERING location, diameter and projection of the anchor rods required to attach the Metol Building System to the SYSTEM SEAL OVER -STRENGTH FACTOR(Qp) 2.5000 2.0000 2.0000 foundation. It is the responsibility of the end customer to ensure that adequate provisions are mode for Tt BUM specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete aG SEISMIC RESPONSE COEFFICIENT(Cs) 0.17 0.17 0.17 THIS CERTIFICATION COVERS PARTS MANUFACTURED foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed '� AND DELIVERED BY THE MANUFACTURER ONLY, �Y BLDG DESIGN BASE SHEAR (V)TRANSVERSE 2.56(k) LONGITUDINAL 2.55 (k) AND EXCLUDES PARTS SUCH AS DOORS, loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 WINDOWS, and A3) i �� THE TRANSVERSE DIRECTION IS PARALLEL TO THE RIGID FRAMES FOUNDATION DESIGN AND ERECTION OF THE BUILDING. Dissimilar Materials - Never allow roof to come in contact with, or water runoff from, any dissimilar metal ry PERMIT # THE APR O DEVELOPMENT SERVICES LONGITUDINAL DIRECTION IS PERPENDICULAR TO THE RIGID FRAMES THESE DRAWINGS AND THE METAL BUILDING SYSTEM THEY REPRESENT ARE THE your I 2017, BUTTE COUNTY PRODUCT OF AN AFFILIATE BASIC FORCE RESISTING SYSTEM- 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 HOUSTON and grout. DE�LOPMEi� REVIEW ®®� C4. STEEL ORDINARY MOMENT FRAME 3. STEEL ORDINARY CONCENTRIC BRACED FRAMES PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED Debris Removal - Any foreign debris such as sawdust, dirt, animal droppings, etc. will cause corrosion of the ^ ^ /� S1R� ` -f '�� 1 _ I��LI�� �' l� V H. STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE BY AN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE ENGINEER -OF -RECORD FOR THE OVERALL PROJECT. roof, gutters, trim, etc. if left on building surfaces for a long enough time. The roof should be periodically inspected for such conditions and if found, the should be removed. ins P y BY 80- G2. INVERTED PENDULUM SYSTEMS CANTILEVERED COLUMN SYSTEMS U Olt DATE o s BUILDING SIZE: 40'-0" x 60'-0" x 14'-0" 4.0:12 ISSUE I DATE DESCRIPTION BY I CK'D DSN EMPIRE STEEL BUILDINGS A 3/ 3/17 FOR CONSTRUCTION PERMIT PNR PNR ASK 5230 CARROL CANYON RD SAN DIEGO,CA 92121 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL CUSTOMER: JAMES WEST OWNER: JAMES WEST LOCATION: OROVILLE,CA 95965 CAD DATE. SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE Rev. 8/12/14 3/ 3/17 N.T.S. 1 A 15-B-71899 c1 A 60'-0" OUT -TO -OUT OF STEEL \ 2 3 20'-0" 20'-0" 20'-0" X-Rrnrinn A-tsraang • o ®® ®® C1011 E M E N O C O O n 1 Dlo-1 c a� E � O a • y t H :2 a O � E' I E 0-T." C f' G r oC C r o L } L O Dia= 5/8" F 0 Dia= 3/4" ® Dia=l" 00 ' E NOTE: ALL BASE PLATES @ 100.0' (U.N.) ISSUE DATE DESCRIPTION BY' CK'D DSN r ASSUMED FINISH FLOOR @ 100.0'' (U.N.) 0 3/ 3/17 FOR ERECTOR INSTALLATION PNR PNR ASK t PROJECT: COPY OF WEST,JAMES CA PA CUSTOMER: JAMES WEST LOCATION: OROVILLE,CA 95965 CAD DATE SCALE 3/ 3/17 N.T.S. co _ E • c • D W N L� � O 0 I I 0 • � H O 60'-0" OUT -TO -OUT OF STEEL \ 2 3 20'-0" 20'-0" 20'-0" X-Rrnrinn A-tsraang • o ®® ®® C1011 E M E N O C O O n 1 Dlo-1 c a� E � O a • y t H :2 a O � E' I E 0-T." C f' G r oC C r o L } L O Dia= 5/8" F 0 Dia= 3/4" ® Dia=l" 00 ' E NOTE: ALL BASE PLATES @ 100.0' (U.N.) ISSUE DATE DESCRIPTION BY' CK'D DSN r ASSUMED FINISH FLOOR @ 100.0'' (U.N.) 0 3/ 3/17 FOR ERECTOR INSTALLATION PNR PNR ASK t PROJECT: COPY OF WEST,JAMES CA PA CUSTOMER: JAMES WEST LOCATION: OROVILLE,CA 95965 CAD DATE SCALE 3/ 3/17 N.T.S. GENERAL NOTES i BASIC COLUMN REACTIONS (k) GENERAL NOTES ENDWALL COLUMN: BASIC COLUMN REACTIONS (k) 00613 CUSTOMER: JAMES WEST OWNER: JAMES WEST W09= FRAME LINES: 2 3 CAD 1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS Frm Col Dead Callat Live Snow Wind_Leflt Wind_Rightl Wind_Left2 - Wind_Righl2 A AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS Line Line Vert Vert Vert Vert Harz Vert Harz Vert Harz Vert Harz Vert 1 COLUMN LINE OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS 1 E 0.1 0.0 0.4 0.5 1.5 -3.3 0.0 2.2 1.7 -3.6 0.0 2.6 WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 1 D 0.6 0.2 3.7 4.7 0.0 -1.7 1.5 -6.0 0.0 -1.4 1.7 -6.4 2. REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD 1 B 0.6 0.2 3.7 4.7 0.0 -2.7 0.0 -4.5 0.0 -2.7 0.0 -4.5 GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER 1 A 0.1 0.0 0.4 0.5 0.0 -1.1 0.0 -0.5 0.0 -1.1 0.0 -0.5 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 Frm Col Wind -Press Wind_Suct Wind_Long1 Wnd_Long2 Seis_Left Seis_Right Seis_Long FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE Line 1 Line E Harz 0.0 Vert 0.0 Harz Vert Harz 0.0 0.0 0.0 Vert 0.6 Harz 0.7 Vert Harz Vert Horz Vert Harz Vert 0.7 -1.1 0.0 1.4 0.0 FACTORS USED IN THE FOUNDATION DESIGN. 3. THE MANUFACTURER DOES NOT PROVIDE "MAXIMUM' LOAD 1 D -2.5 0.0 2.8 0.0 0.7 -5.6 0.0 -1.7 0.0 -1.6 0.0 1.1 0.7 -1.3 0.0 0.0 COMBINATION REACTIONS. HOWEVER, THE ULOAD 1 B -2.5 0.0 2.8 0.0 0.0 -2.9 0.0 -4.0 0.0 0.1 0.0 -0.1 0.0 0.0 DATION ENGINEER REACTIONS PROVIDED MAY BE USED BY THHEE FOUNDATION 1 A -3.0 -1.8 0.0 1.8 0.0 -0.4 0.0 -0.9 0.0 -0.1 0.0 0.1 -1.7 -1.0 TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER _ DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNbATION Frm Col E1UNB_SL_L- E1UNB_SL_R- DESIGN Line Line Harz Vert Harz Vert - 4. THE METAL BUILDING MANUFACTURER IS RESPONSIBLE FOR THE 1 E 0.0 0.4 0.0 -0.2 DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE 1 D • 0.0 5.3 0.0 2.5 - H H TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE 1 B 0.0 2.5 0.0 5.2 �1V , yfV ANCHOR BOLT IN SHEAR, BEARING AND TENSION, BUT IS NOT 1 A 0.0 -0.2 0.0 0.4 RESPONSIBLE FOR THE ANCHOR BOLT EMBEDMENT FOR TRANSFER OF FORCES TO THE FOUNDATION. THE METAL BUILDING Wind MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR Frm Col Dead Collal Live Snow Wind_Leflt Wind_Rightl Wind_Left2 Wind_Right2 Press THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION EMBEDMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELF Line Line ,,VVeel� AVS Vert Vert Harz Vert Harz Vert Horz Vert Harz Vert Harz RIGID FRAME: ANCHOR BOLTS & BASE PLATES THAT ADEQUATE PROVISIONS ARE MADE IN THE FOUNDATION 4 4 A C U.9 0.8 CQ,y 0.3 1.6 2.0 4.9 6.4 0.0 1.5 -2.0 -6.7 0.0 -1.8 .. 0.0 -2.0 0.0 -1.9 -1.4 0.0 -3.3 1.7 -7.0 0.0 -4.0 DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE 1 4 E 0.3 0.1 1.6 2.0 0.0 0.1 1.5 -3.5 0.0 0.3 1.7 3.7 0.0 Frm Col Anc._Bolt Base -Plate (in) Grout BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF Line Line Qty Dia . Width Length Thick (in) THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. Wind R IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF THE BUILDING DE DESIGNED BY A REGISTERED PROFESSIONAL Frm Col Suct Wind -Long'! 1 Wind -Lon 2 9 9 Seis_Left Seis_Ri ht E2UNB_SL_L- E2UNB_SL_R- 9 2 E 4 0.750 2 A 4 1`1.751`1 6.000 9.500 0.375 0.0 6.0110 9.500 0.375 0.0 ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, Line Line Horz Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert Hon Vert (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL)' 4 A 1.6 0.0 -2.4 0.0 -1.2 0.0 0.1 0.0 -0.1 0.0 2.4 0.0 0.3 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. 4 4 C E 4.4 0.0 0.0 0.7 -3.9 0.7 -5.5 -1.8 0.0 -1.4 0.7 0.0 -0.9 0.8 0.0 0.6 0.0 5.2 0.0 5.2 0.7 -0.6 0.0 0.3 0.0 2.4 RIGID FRAME: ANCHOR BOLTS & BASE PLATES (UNLESS NOTED) 6. ANCHOR RODS ARE ASTM F1554 GRADE 36 MATERIAL UNLESS NOTED OTHERWISE. NOTES FOR REACTIONS Frm Col Anc._Bolt Base -Plate (in) Grout Line Line Qty Dio Width Length Thick (in) BUILDING REACTIONS ARE BASED ON THE FOLLOWING BUILDING DATA 3 E 4 0.750 6.000 9.500 0.375 0.0 LENGTH( 3 A 4 0.750 6.000 9.500 0.375 0.0 (FT) = 60 EAVE HE Ic / t4 ROOF SLOPE rise/12) = 4.0:12 / 4.0:12 RIGID FRAME: BASIC COLUMN REACTIONS (k ) DEAD LOAD sf) = 2.000 COLLATERAL L AD (psf) = 1 Wind_Leflt--Wind_Rightl- Frame Column -----Dead-----Collateral- -----Live---------SjVeHoriz ROOF LIVE LOAD (psf) = 20.00 FRAME LIVE LOAD (ppsf) = 20 Line Line H Vert- 2 E 1.3 Horiz Vert Horiz Vert Horiz 0.1 0.4 2.8 8.0 . 3.7 Vert Horiz Vert 4.6 -8.3 1.0 -5.5 ROOF SNOW LOAD (ps) = 25.9 -0.4' 2 A -0.1 0.4 -2.8 8.0 -3.71.0 -5.5 4.6 -8.3 GROUND SNOW LOAD (psf) = 37.0000 WIND SPEED (MPH) = 110 Frame Column--Wnd_Left2- -Wind_Right2---Wind_Longl---Wind_Long2- -Seismic-Left Seismic -Right WIND CODE = CBC 16 EXPOSURE = C tine Line �orrz, Verl 2 E C -4.8 -5.0 `0 Horiz Vert Horiz V�cf.� Horiz Vert 0.7 -2.2 0.5(8.7 0.5 -01 Horiz Vert Horiz Vert -0.5 -0.3 0.5 0.3 CLOSED/OPEN = Closed 2 A 7 -2.2 4.8 . -5.0 0.5 0.5 -0.5 0.3 0.5 -0.3 IMPORTANCE - WIND = 1.00 Frame Column -Seismic -Long F1UNB_SL_L- F1UNB_SL_R- IMPORTANCE - SEISMIC = 1.00 Line Line Horiz Vert Horiz Vert Horiz Vert ' SEISMIC ZONE = D 2 E 0.0 -1.0 3.0 9.9 3.0 5.9 NOMINAL WIND SPEED (Vosd) = 85 MPH (IBC Section 1609.3.1) 2 A 0.0 -1.0 -3.0 5.9 -3.0 9.9 ANCHOR BOLT SUMMARY Frome Column -----Dead-----Collateral- ----- Live --------- Snow ----- Wind -Left I--Wind_Rightl- line Line Horiz Vert Horiz Vert Horiz Vert HorizV Horiz Verl Horiz Vert 3 E 0.4 1.3 0.2 0.4 2.9 8.0 3.7 10.4 -4.6 0.9 -5.5 ' Dia Proj 3 A -0.4 1.3 -0.2 0.4 -2.9 8.0 -3.7 10.4 -1.0 . -5.5 4.7 -8.3 Oly Locale (in) Type (in) - Frame Column--Wind_Lefl2- -Wind_Right2---Wind_Longl---Wind_Long2- -Seismic-Left Seismic -Right O 12 Jamb 5/8" F1554 2.00 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert O 14 Endwall 5/8" F1554 2.00 3 E -4.8 -5.0 0.7 -2.2 0.5 -8.7 -0.5 -8.0 -0.5 -0.3 0.5 0.3 0 16 Frame 3/4' F1554 2.50 3 A ,_-0.7 -2.2 4.8 -5.0 0.5 -6.2 -0.5 -6.9 -0.5 0.3 0.5 -0.3 • ® 4 WindBent • 1" F1554 3.00 Frame Column -Seismic -Long F2UNB_SL_L- F2UNB_SL_R- ' BUILDING BRACING REACTIONS Line _ Line Horiz Vert Horiz Ve Horiz Vert Reactions in 3 E 0.0 -1.0 3 A 0.0 0.0 3.0 9.9 3.0 -3.0 -3.0 9.9 plane of wall t Reaclions(k ) Ponel_Shear -Wall - Col -Wind - -Seismic - Loc . Line Line • Harz Vert Harz Vert (Ib/il1 Wind eis ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES r - -• + t L_EW 1 ED Bracing, see EW reactions Frm Col - Anc. Boll Line Line Ot T)io Y Bose -Plate (in) Grout Width Length Thick ' in 9 (�) PERMIT # 1�•-� O 2� ^ .. F_SW A 1,2 3.0 , 13 , R_EW 4 C,E Bracing, see.EW reactions i BUTTE'COUNTYDEVELOPMENTSERVICES B_SW E 3,2 3.0 ' 1.3 , 1 " : E 2 0.625 1 D 2 0.625 7:000 8.000 0.250 0.0 7.000 8.000 0.250 0.0 REVIEWED FOR • ' ' - • See RF reactions table for vertical and horizontal reactions in plane of the rigid frame. 1 A 2 0B z 0.625 7.000 8.000 0.250 0.0 7.000 8.000 0.250 0.0 C®.625 E C®MF,LIANC %� 4 A , 2 ' 0.625 7.000 10.00 0.250 0.0 � DATE 11-1-- BY .• 4 C _ 2 0.625 7.000 10.00 0.250 0.0 4 E 2 0.625 7.000 10.00 0.250 0.0. • ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE" S T E E L • 0 3/ 3/17 FOR ERECTOR INSTALLATION PNR PNR ASK .BUILDINGS ' _ 5230 CARROL CANYON RD SAN DIEGO,CA 92121 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL 00613 CUSTOMER: JAMES WEST OWNER: JAMES WEST W09= LOCATION: OROVILLE,CA 95965 CAD DA 3/3T/'l 7 SCALE N.T.S. PHASE 1 BUILDING ID A JOB NUMBER 15-B-71899 SHEET NUMBER F2 ISSUE o Dia= 5/8" Dia= 3/4" 6- SW > 8" -T_ N 4" 2" 2" 8 1 /4" sw 3 See Plan DETAIL A DETAIL E Dia= 5/8" Dia= 5/8" 8" ' a 8" L o J L° ° J M ' W W DETAIL 8 DETAIL F DO= 5/8" Dia= 5/8" Sw N ° I O co _ _ 14' O L° J L J 2 sw d 1 3/4" W See Plan DETAIL C DETAIL G k Dio=. 5/8" Dia= 1" SW E: DETAIL D DETAIL H Framed Opening Width 1 3/4 1 3/4 1 1 /4 Door Opening Width 1 1/4 ark ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS Equ.ItEqual c"14 Equal Equal 0 3/ 3/17 FOR ERECTOR INSTALLATION PNR PNR ASK N N 5230 CARROL CANYON RD SAN., DIEGO,CA 92121 a + Steel Line + r� + Steel Line +. ' PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL G64613 + + ` + + CUSTOMER: JAMES WEST OWNER: JAMES WEST�7 Ramp (If Required) LOCATION: CAD OROVILL TE 95965 DATE SCALE PHASE BUILDING ID JOB NUMBER ear lm SHEET NUMBER ISSUE • ARDi Framed Opening AR Layout AR Dia Walk Door AR Layout 5 8" 11/2 " 3/ 3/17 N.T.S. 1 A T5—B-71899 F3 0 W U M tai B n � � � U P-1 Co U 0 ER -2 _ RF1-1 F -A R179_ 1 f-_ 1 P-1 T M P-3 T RF2-2 ER -4 G2 ER -1 RF1-2 c W LENGTH P-1 O U P-1 TYP ER -2 _ y ' g 1OX25Z14 �2" 21'-5 1 2" CN� E-1 , 10ES4L14 ` 19'-11 1/2" w E-2 1OES41.14 19'-11"1/2- E-3 IOES4L14 V) E-4 IOES41-14 19'-11 1/2" E-5 10ES41-14 19'-11 1 /2" CB -9 0 27'-10" F- --i NOTE: 0 I I LTP'S TO BE FIELD LOCATED I I & FIELD CUT Of INSTALLATION MUST COMPLY II WITH OSHA REQUIREMENTS i A W RF1-1 F -A R179_ 1 f-_ 1 P-1 T 03 P-2 T P-3 T RF2-2 ER -4 G2 ER -1 RF1-2 MARK L0/ X8.9 LENGTH P-1 P-2 Typ RF1-2 0. \ G 9 P-3 Typ P-1 TYP ER -2 _ 1 , RF2-2 ER -3 ' P-3 1OX25Z14 E-1 RF1-3 E-2 RF2-3 E-3 . PURLIN V-5 3/4• V-5 3/4; LAP V-5 3/4' V-5 3/4' ROOF FRAMING PLAN ISSUE DATE DESCRIPTION A 3/ 3/17 FOR CONSTRUCTION PERMIT GENERAL NOTES: 1. INSTALL ALL PURLIN AND FLANGE BRACES (FB) AS SHOWN. 2. 'ROOF PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. STRUT PURLINS, IF PROVIDED, MUST BE INSTALLED AND FASTENED TO ROOF SHEETING PER "PBR" PANEL ROOF DETAIL. 4. DO NOT ADD ANY ADDITIONAL ROOF OPENINGS WITHOUT BUILDING MANUFACTURER APPROVAL OR PROFESSIONAL ENGINEER APPROVAL. 5. DO NOT STACK SHEET BUNDLES ON ROOF. ONLY RAISE INDIVIDUAL SHEETS AS NEEDED. 6. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. k U N c W O U 1 Of CD Of N � 0 0 F52 -E (20) d - W O U o? D I a �1 lYA) U W , ROOF SHEETING ~ PANELS: 26 Gauge PBR - Classic Green DSK ASK EMPIRE STEEL BUILDINGS 5230 CARROL CANYON RD. SAN DIEGO,CA 92121 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL C 6613 CUSTOMER: JAMES WEST OWNER: JAMES WEST EV. iii ar LOCATION: OROVILLE,CA 95965 09, 2017 � Cat:: CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/ 3/17 1 N.T.S. 1 A 15—B-71899 E1 A MEMBER TABLE ROOF PLAN MARK PART LENGTH P-1 I0X25Z14 21'-5 1/2" P-2 10X25Z14 22'-11 P-3 1OX25Z14 �2" 21'-5 1 2" E-1 , 10ES4L14 ` 19'-11 1/2" E-2 1OES41.14 19'-11"1/2- E-3 IOES4L14 19'=11 1/2 E-4 IOES41-14 19'-11 1/2" E-5 10ES41-14 19'-11 1 /2" CB -9 1 1/2" DIA. ROD 27'-10" F- --i NOTE: I I LTP'S TO BE FIELD LOCATED I I & FIELD CUT (BY OTHERS) INSTALLATION MUST COMPLY II WITH OSHA REQUIREMENTS ROOF SHEETING ~ PANELS: 26 Gauge PBR - Classic Green DSK ASK EMPIRE STEEL BUILDINGS 5230 CARROL CANYON RD. SAN DIEGO,CA 92121 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL C 6613 CUSTOMER: JAMES WEST OWNER: JAMES WEST EV. iii ar LOCATION: OROVILLE,CA 95965 09, 2017 � Cat:: CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/ 3/17 1 N.T.S. 1 A 15—B-71899 E1 A — — C=) ] C I 7 d- EC -4 • I RF2-3 EC -5 N I _ O I 12'-0" 5'-6" 12'-0" 2'-6 — — — v SIDEWALL FRAMING: FRAME LINE A — — M F481 — — I ] C I 7 E EC -4 RF1-3 — — RF2-3 EC -5 _ I _ 8'-0" 10'-0" 12'-0" 5'-6" 12'-0" 2'-6 — — — — — N I ~' SIDEWALL FRAMING: FRAME LINE A — — M F481 8X25Z16 F481 7'-8" G-11 8X35C14 (Gutter with 4 downspouts) 19'-11 F761—EL 8X25Z16 6'-10 F761—ER F7600 --EL 8X35C14 F2955 -E, F760 -E 19'-11 F76600 --ER G-14 8X25Z16 2'-2" — — — — — — — — — — — — — — — — — — — — — — — — — — — N I — — F981 — — I �' — — — — — — — — — — N I ~' — — — F981 — — — — M F481 8X25Z16 F481 7'-8" G-11 8X35C14 19'-11 G-12 8X25Z16 6'-10 1/2" 1/2- G-13 8X35C14 19'-11 1/2" G-14 8X25Z16 2'-2" CB -6 1/2" DIA. ROD 22'-8" CB -7 1/2" DIA. ROD 24'-0" JB -1 8F35C14 M 3'-1" CONNECTION PLATES FRAME LINE A DID MARK PART 1 1 SC587—L 2 SC587—R C14 00 C-4 00 N To 0m �2 F73 SIDEWALL SHEETING & TRIM: FRAME LINEA a • • PANELS: 26 Gauge PBR — Polar White ISSUE I DATE DESCRIPTION BY CK'D DS A 1 3/ 3/17 1 FOR CONSTRUCTION PERMIT I PNR I PNR AS 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. E-1 1OES4L14 19'-111/2" E-2 10ES4L14 19'-11 1/2 E-3 10ES4L14 19'-11 1/2" G-9 8X35213 19'-11 1/2- G-10 8X25Z16 7'-8" G-11 8X35C14 19'-11 G-12 8X25Z16 6'-10 1/2" 1/2- G-13 8X35C14 19'-11 1/2" G-14 8X25Z16 2'-2" CB -6 1/2" DIA. ROD 22'-8" CB -7 1/2" DIA. ROD 24'-0" JB -1 8F35C14 3'-1" CONNECTION PLATES FRAME LINE A DID MARK PART 1 1 SC587—L 2 SC587—R EMPIRE STEEL BUILDINGS 5230 CARROL CANYON RD SAN DIEGO,CA 92121 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL CUSTOMER: JAMES WEST OWNER: JAMES WEST LOCATION: OR17 OVILLE,CA 95965. CAD DATE I SCALE PHASE I BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/ 3/17 N.T.S. 1 A 15-B-71899 E2 A c "613 EXP 6f8 MIT Alar 09, 2017 u I 1 u EC -7 RF2-1 RF1-1 EC -1 GIRT V-5 3/4' V-5 3/4• - - LAPS 1'-5 3/4' 1'-5 3/4' - - - - SIDEWALL FRAMING: FRAME LINE E - - G-15 8X25Z16 21'-5 1 /2" (Gutter with 4 downspouts) 8X25Z16 22'-11 F761 -ER G-17 8X25Z16 - F761 -ER F760 -ER F2955 -E. F760 -E 1 2" DIA. ROD F760 -ER ❑ 1 10 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - G-15 8X25Z16 21'-5 1 /2" G-16 8X25Z16 22'-11 G-17 8X25Z16 �2' 21'-5 1 2" CB -8 1 2" DIA. ROD 24'-1" - F73 SIDEWALL SHEETING & TRIM: FRAME LINE E •� PANELS: 26 Gauge PBR - Polar White ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS A 3/ 3/17 FOR CONSTRUCTION PERMIT PNR PNR ASK 5230 CARROL CANYON RD GENERAL NOTES: SAN DIEGO,CA 92121 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL Ci3 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. CUSTOMER: JAMES WEST OWNER: JAMES WEST u Amy 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE ar 09, 2017 CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT LOCATION: OROVILLE,CA 95965 CNx APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. CAD DATE SCALE PHASE' .BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 4. AFTER INSTALLATION, WIPE ALL PANELS .CLEAN OF METAL (cawfe 'SHAVINGS CAUSED BY DRILLING. 3/ 3/17 N.T.S. 1 A 15-B-71899 E3 A „/ MEMBER TABLE FRAME LINE E MARK PART LENGTH E-1 10ES41_14 19' 11 1/2' E-4 10ES4L14 19'-11 1/2' E-5 t0ES4114 19'-11 1 2' G-15 8X25Z16 21'-5 1 /2" G-16 8X25Z16 22'-11 G-17 8X25Z16 �2' 21'-5 1 2" CB -8 1 2" DIA. ROD 24'-1" - F73 SIDEWALL SHEETING & TRIM: FRAME LINE E •� PANELS: 26 Gauge PBR - Polar White ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS A 3/ 3/17 FOR CONSTRUCTION PERMIT PNR PNR ASK 5230 CARROL CANYON RD GENERAL NOTES: SAN DIEGO,CA 92121 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL Ci3 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. CUSTOMER: JAMES WEST OWNER: JAMES WEST u Amy 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE ar 09, 2017 CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT LOCATION: OROVILLE,CA 95965 CNx APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. CAD DATE SCALE PHASE' .BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 4. AFTER INSTALLATION, WIPE ALL PANELS .CLEAN OF METAL (cawfe 'SHAVINGS CAUSED BY DRILLING. 3/ 3/17 N.T.S. 1 A 15-B-71899 E3 A „/ Dl 40'-0" OUT -TC 8" 9'-4"- 20' Q4" f� � T 0 'v i� C C 7 7 C• C FIELD EC -1 EC -2 EC -3 EC -4 F73 FIELD 4'-0" 12'-0" '4'-0" I . ENDWALL FRAMING: FRAME LINE 1' ENDWALL SHEETING & TRIM: FRAME LINE 1 2 Bolts Unless Noted 2'-4" ` PANELS: 26 Gouge PBR - Polar White on Erection Drawings , • Purlin /Girt Clip • Shop Welded ---�0=-=----------.---- ------ 0 Flange Brace Clip SC -2 See Coco J Shop Welded ` S All Bolts are 1/2" x t 1/4" A325 Without Washers • FB6-1 Flange Brace Detail • r ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDING S A 3/ 3/17 FOR CONSTRUCTION PERMIT PNR PNR ASK 5230 CARROL CANYON RD GENERAL NOTES: SAN DIEGO,CA 92121 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL C 6613 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. CUSTOMER: JAMES WEST OWNER: JAMES WESTP�� 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE a r 09, 2017 CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT LOCATION: OROVILLE,CA 95965 CNQ APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL OF SHAVINGS CAUSED BY DRILLING. 1 3/ 3/17 N.T.S. 1 A 15—B-71899 E4 A BEARING FRAME ONLY! BOLT TABLE ER -1 WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL FRAME LINE LOCATION 1 QUAN TYPE DIA LENGTH RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. ER -1 ER -2 8 A325 5/8" 1 3 4 WASHER NOT NEEDED ON CLIP SIDE. Columns Raf 4 A325 1 2" 1 1 4" 14'-0" MEMBER TABLE . 8F25C16 12'-0" FRAME LINE 1 G-1 MARK PART LENGTH EC -1 8F35C13 12'-6 7/16" 8X25Z16 4'-10 1/4" EC -2 8F35C12 15'-7 3/4� G-3 8X25Z16 EC -3 8F35C13 15-7 3/4 EC -4 8F25C14 12'-6 7/16" ER -1 81`35C 12 21'-0 3/4 - ER -2 8F35C12 21'-0 3/4 DJ -1 8F35C14 14'-0" DH -1 8F25C16 12'-0" G-1 8X25Z16 8'-8" G-2 8X25Z16 4'-10 1/4" G-3 8X25Z16 3'-8" G-4 CB- 1 8X35Z12 1 /2" DIA. ROD 19'-11 1/2- /2"CB-1 12'-0" CB -2 1 CB-3 1/2" DIA. ROD 10'-8° 8" 4" ' 4 4" ' 12 12' F1 60-E 12 FLANGE BRACE TABLE 0 FRAME LINE 1 0 ID PART LENGTH F16 4 Zff{ FB29.5 L2X2X14G 2'-5 1/2" FB6-1 L2X2X1/8" 2'-5 1/2" N N N N Q'64 CONNECTION PLATES BEARING FRAME ONLY! BOLT TABLE 21-0 3/4" CUSTOMER: JAMES WEST OWNER: JAMES WEST�� O9, 2017 G-5 WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL FRAME LINE 4 UAN TYPE DIA LENGTH RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. ER -LOCATION ER -4 18'-11 3 4" 8 A325 5 8 1 3 4 • WASHER NOT NEEDED ON CLIP SIDE. or_Column/Raf Cor- 4 A325 1/2" 1 1/4- /4"EC-6 22'-10" CB -5 ER -4 EC-6/ER-4 26'-5" 4 A325 5/8" 1 1/4" FLANGE I I I MEMBER TABLE FRAME LINE 4 MARK PART LENGTH EC -5 1725c 14 12 -2 3/16 EC -6 10F35C12 18'-4 15 16" EC -7 10F35C12 12'-2 3 16" • ER -3 12F35C12 21'-0 3/4" E ER -4 I2F35C12 21-0 3/4" CUSTOMER: JAMES WEST OWNER: JAMES WEST�� O9, 2017 G-5 8X25Z13 18'-8"- -• G-6 8X25Z14 13'-9 5/8- G-7 8X25Z13 18'-11 3 4" G-8 8X25Z14 14'-1 3 8" CB -4 1/2" DIA. ROD 22'-10" CB -5 1 1/2" DIA. ROD 26'-5" FLANGE I I I BRACE TABLE FRA 8" 19'-4" 19`-4" 8"" M LINE -t �4" 4 � Q4 I I F1 60-E DID PART LENGTH 12 a 12 12 - 12 FB31.3 L2X2X14G 2'-7 1/4" ,1 Fg FB6-2 L2X2X1/8" 2'-7 1/4" Al A1_7 - t9UA i J64 CONNECTION PLATES �R-3 Fg313 FB37.3 ER -4 FRAME LINE 4 F ( i O ID MARK PART W1 F 3N�Fe3j-3 F�6A,� F�6q,R 1 SC513 B4 0 2 SC -5 � G-6 G-8 Mo 0 of o 0o 00 0 of o M �j 0 2❑ G-5 G-7 2Q "' o i 0> N o `� be i o M ' O t` a0 N O e0 ^ o LLEB � 03 I E— — — — — — — — — — — — —,— — — — — — — — — — — — — EC -5 EC -6 EC -7 F73 ENDWALL FRAMING: FRAME LINE 4 ' • ENDWALL SHEETING & TRIM: FRAME LINE 4 2 Bolts Unless Noted 2'-4" PANELS: 26 Gauge PBR - Polar White on Erection Drawings r Purlin / Girt Clip Shop Welded ----y------------------ 01 r Flange Brace Clip SC Shop Welded \°, - All Bolts are 1/2" x 1 1/4" A325 Without Washers FB6-2 Flange Brace Detail _ • � ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS - A 3/ 3/17 FOR CONSTRUCTION PERMIT PNR PNR ASK 5230 CARROL CANYON RD 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. SAN DIEGO,CA 92121 PROJECT: COPY OF WEST,JAMES'CA PAINT ROOF FINAL C13 CUSTOMER: JAMES WEST OWNER: JAMES WEST�� O9, 2017 a� LOCATION: OROVILLE,CA 95965 Cnm. CAD DATE SCALE PHASE I BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/ 3/17 N.T.S. 1 A 15-8-71899 E5 A .72 SPLICE PLATIE & BOLT TABLE MEMBER TABLE Qty Outside Flange Inside Flange Mork Top Bqt Int Type Dio Length Width Thick Length SP -1 4 4 0 A325 3/4" 2 1/4" 6" 5/8" V-7 1/2" SP -2 4 4 0 A325 3/4- 1 3/4 6 3/8 V-7 1/2" BASE PLATE TABLE 13.0/13.0 0.185 15.9 Col Plate Size Mark Width Thick Length 5 x 1/4" x 228.5 BP -1 6" 3/8" 9 1/2" R'1-3 13.0/13.0 0.185 OFLANGE BRACES: BOTH SIDES(UNLESS NOTED) 6 x 1/4" x 22.6 FBxxA(1): xx=length(in) , A - L2X2X14G 5 x 1 /4" x 159.3 I + ry �4" 12 F52 -E w 4 2.® 5,_^" a 4"� 12 MEMBER TABLE Mark Web Death Web Plate Outside Flange Inside Flange Start End Thick Len th W x Thk x Len lh W x Thk x Length RFI -1 9.0 13.0 0.134 147.9 5 x 1 4 x 159.3 5 x 1/4" x 147.9 13.0/13.0 0.185 15.9 6 x 1/4" x 22.6 R'1-2 12.0/12.0 0.134 232.6 5 x 1/4" x 228.5 5 x 1/4" x 228.5 d (n R'1-3 13.0/13.0 0.185 15.9 6 x 1/4" x 22.6 5 x 1/4" x 147.9 - 13.0/ 9.0 0.134 147.9 5 x 1 /4" x 159.3 I w 4 2.® 5,_^" a 4"� 12 P-1 8 1/4" 1'-1 1/2" 36'-4 1/2" 1'-1 1/2" 8 1/4" CLEARANCE 40'-0" OUT -TO -OUT. OF STEEL ' FRAME CROSS SECTION: FRAME LINE 2 GENERAL NOTES: ISSUE DATEDESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE A 3/ 3/17rFORCONSTRUCTION PERMIT PNR PNR ASK' SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR 5230 CARROL CANYON RD STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN -OF -NUT METHOD OF SAN DIEGO,CA 92121 TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT CN613 TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING PROJECT: ^ COPY OF WEST,JAMES CA PAINT ROOF FINAL OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE -TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN -OF -NUT METHOD CUSTOMER: JAMES WEST OWNER: JAMES WEST�� IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SLIP CLITICAL. ar 09, 2017 LOCATION: OROVILLE,CA 95965 �' CNS 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325"BOLTS. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE %�OF � 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN 3/ 3/17 N.T.S. 1 A 15—B-71899 E6 A I I � c0 I I d (n NI 10 I + L11 I 00W U O I < I I< I Co I Q N CD �D I� m + �I o Q o CoW ;� m I I l.� iA U Z CoW if7 U Z t� I to I (V J U N J U I to P-1 8 1/4" 1'-1 1/2" 36'-4 1/2" 1'-1 1/2" 8 1/4" CLEARANCE 40'-0" OUT -TO -OUT. OF STEEL ' FRAME CROSS SECTION: FRAME LINE 2 GENERAL NOTES: ISSUE DATEDESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE A 3/ 3/17rFORCONSTRUCTION PERMIT PNR PNR ASK' SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR 5230 CARROL CANYON RD STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN -OF -NUT METHOD OF SAN DIEGO,CA 92121 TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT CN613 TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING PROJECT: ^ COPY OF WEST,JAMES CA PAINT ROOF FINAL OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE -TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN -OF -NUT METHOD CUSTOMER: JAMES WEST OWNER: JAMES WEST�� IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SLIP CLITICAL. ar 09, 2017 LOCATION: OROVILLE,CA 95965 �' CNS 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325"BOLTS. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE %�OF � 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN 3/ 3/17 N.T.S. 1 A 15—B-71899 E6 A SPLICE PLATE & BOLT TABLE Col Mark Plate Size Width Thick Length BP -1 1 6" 3/8" 9 1/2" MEMBER TABLE Mark Web Death Web Plate Outside Flange Mark Top Bqt Int Type Dia Length Width Thick Length Start End Thick Length W x Thk x Ln th RF2-1 9.0/13.0 0.134 1.9 5 x 1 4 x 159.3 SP -1 4 4 0 A325 3/4" 2 1/4" 6:: 5/8- V-7 1 2- / 13.0/13.0 0.185 15 15.9 6 x 1/4" x 222.6.6 SP -2 4 4 0 A325 3/4- 1 3/4' 6 3/8 V-7 1/2- RF2-2 12.0/12.0 0.134 232.6 5 x 1/4" x 228.5 • RF2-3 13 0 13 0 0 185 15 9 6 BASE PLATE TABLE Col Mark Plate Size Width Thick Length BP -1 1 6" 3/8" 9 1/2" / x 1 /4 x 22.6 13.0 9.0 0.134 147.9 6 x 1 4" x 159.3 OFLANGE BRACES: BOTH SIDES(UNLESS NOTED) FBxxA(1): xx=length(in) F52—E A — L2X2X14G 20'4 ?0•,4, - 2 5 ,0 ? p 5,,0" c G<ee� F63\ 3P \ f 837 j J 26 t;o�9e nE1R. C\oss`10 1 2 i� Egg\ .JH %) rod IJA 4,_ 1p 1?" N ,Z14" uz NF 4" 12 FB \3Pl\) / 831.31 12 s S RF2-2 RF?,? a I N I to I I + Lo L_jI °° W U n Z iD I K I N CD I a0 U I I� I o M I IN °° U CO I I �Z n I 777 P-1 + 36'-41/2" 1'-1 1/2" 1 8 1/4 IT CLEARANCE +/— 40'-0" OUT—TO-OUT OF STEEL FRAME CROSS SECTION: FRAME LINE 3 GENERAL NOTES: ISSUE DATE DESCRIPTION BY CK'O DS 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE A 3/ 3/17 FOR CONSTRUCTION PERMIT PNR PNR AS SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN—OF—NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE—TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN—OF—NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SLIP CLITICAL 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN aside Flange V xThk x Len th 5 x 1 4 x 147.9 5 x 1/4" x 228.5 6 x 1/4 x 147.9 - A EMPIRE STEEL BUILDINGS 5230 CARROL CANYON RD SAN DIEGO,CA 92121 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL ,USTOMER: JAMES WEST OWNER: JAMES WEST LOCATION: OROVILLE,CA 95965 CAD DATE SCALE I PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/ 3/17 N.T.S. • 1 A 15—B-71899 E7 A C 64613 KP.8130Jl017 r 09.'2017 • Purlin A „ (2)1 /2"xl 1/4" 7K ­—Steel Line 1/4" (1) #1B (2) 1/2" x 1 1/4" A325 M. Bolts Anti—Roll Clip Endwall Rafter EW Girt A325 Bolts \ 3/16" Plate EW Column Rafter 0 0 Purlin Clip RA1 0 0 2" 2" 3/16" Plate of Rafter Rake Angle _-___ ----- -------------- Purlin Clip OO • Purlin Cli. - Purlin 3/16" Plate 3/16" Plaite EW Rafter Anti-Roll Clip Anti-Roll Clip 0 3/16" Plate 3/16' Plate I 1/2" Washer Column Side Not Clip Side Flange Brace 3 16" 3 EW Column—/Welded Plate EW Girt As Required 3/16" 3 IMnin 3/16" 3 (4) 1/2" x 1 1/4" 1/2" x 1 1/1" A325 Delt9 Cold Formed Rafter Frnme. RnftPr - A395 Rnita (Typ U N. on A325 Bolts x(U.N.) (Typ.) (U. N.) Section A Section A Endwall Drawing) 4' (yp.) SECTION THRU COLD FORMED RAFTER ANTI PURLIN ANTI—ROLL CLIP B4 ENDWALL COLUMN TO RAFTER Cq CEE ENDWALL COLUMN TO WALL GIRT EW Girt Corner Column Door Jamb EW Column Width as Required , A41 � a i a o Ao---- i ---- a SW Girt c�c ---------- ----- _ _ i • �� Welded Plate— SC-5 Clip _ • SECTION "A" 1/2" x 1 1/4" A325 Bolts Refer To•Anchor• Bolt. (*) '={Refer To Anchor Boll r (*) = Refer To Endwall Drawing ' '(TYPO (U.N.) - Plan ' r Plan For Bolt Quantity, Dia &Type D4 CORNER COLUMN TO WALL GIRT E5 BASE PLATE,FOR DOOR JAMB E8 BASE PLATE FOR ENDWALL COLUMN RAFTER SPLICE AT SURFACE CHANGE ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS A 3/ 3/17 FOR CONSTRUCTION PERMIT PNR PNR ASK 5230 CARROL CANYON RD SAN DIEGO,CA 92121 /► C13 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL CUSTOMER: JAMES WEST OWNER: JAMES WESTP er�orloi7 ar 09, 2017 Y LOCATION: CAD OROVILLE,CA 95965 •, DATE SCALE PHASE BUILDING ID JOB NUMBER � CN„ SHEET NUMBER ISSUE 3/ 3/17 N.T.S. 1 A 15-B-71899 �t DET1 A End Plate "C" Endwall Width Varies Rafter Roof Purlin ' l l Flange Brace Clip Brace Clip _ _ A - _ _ _ _ O o o O RF Column Additional �, �"®`> � 2y Flange Brace ® � (As Required) RF Column Additional � _Flange Flange Brace (As Required) 0 0 0 � 0 1 0 0 . o 0 0 0 Flange Brace ,� , ' Required)�;.',�' Flange Brace Required) ____-_____ ___________ ____' (As (As _--' ---- . O o , O O Additional - ��\ \ - -�---------- 0�°p ,' ----------- --Q- Flange Brace o `� I1 O O I1 (As Required) ° \�® ®, Flange Brace 0 0 0 o f 0 I �I L 00 U RF Rafter - 1 Wall Girt Wall Girt Endwall Column Flange Brace Clip Section "A" See Endwall Drawing 1/2' x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts For Bolt Dia. And Type. (Typ.) (U.N.) (Typ.) (U.N.) (Typ.) (U.N.) F23 RAFTER SPLICE AT SURFACE CHANGE G 2 ROOF PURLIN TO INTERIOR FRAME RAFTER H 2 WALL GIRT TO RIGID FRAME COLUMN H 4 WALL GIRT TO RIGID FRAME COLUMN Eave Strut Steel Line Door Jamb Wall Girt 1/4"tEove Strut y Wall Girt Eave Strut ------------ Eave Strut > 11 ' ; 1 1 Welded Clip --------------------- 1 1 i Door Jamb EW Rafter Rigid Frame Wall Girt Column Rigid Frame Welded Clip Column Opening Endwall Rafter Width o0 ' o Door Jamb 1/2" x 1 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 - (TYPO (U.N.)- (TYPO (U.N.) .(Typ.) (U.N.) .. (TYPO (U.N.) 6 LOW SIDE EAVE STRUT TO COLD FORMED RAFTER 2 EAVE STRUT TO RIGID FRAME K 3 WALL GIRT TO DOOR JAMB L8 DOOR JAMB TO WALL GIRT ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS A 3/ 3/17 FOR CONSTRUCTION PERMIT PNR PNR ASK 5230 CARROL CANYON RD SAN DIEGO,CA 92121 C6N13 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL CUSTOMER: JAMES WEST OWNER: JAMES WESTP17 ar 09, 2017 LOCATION: OROVILLE,CA 95965 CNIL ' CAD DATE SCALE . PHASE BUILDING IDJOB NUMBER SHEET NUMBER ISSUE �� 3/ 3/17 N.T.S. 1 A 15-8-71899 DET2 A *PART APPLICATION Door Header - ` SC544 1/4" Cable or 1/2" Rod Cable Rigid Frame Column'. Door Jamb *Column — WF or SC545 5/16" Cable or 5/8" Rod — ROD _ Cee SC546 3/8" Coble = SC547 1/2" Cable Base Coble Anchor* = SC548 3/4" Rod SC549 1" Rod O� = Bracing Pad SC550 1 1/4" Rod (If Req'd) , Hillside Welded Clip _ Washer EyeBolt sa��o a c=� ` — t Bose ® Nut Cable Anchor L1" Diameter ,k N� ® (SC551 or SC552) Bolt * -Similar connection for Rafter. Flat 1/2" x '1 � I '4" A325 bolls / Ir3crt Rod Through g slot in Wob. W.2n hgr (�) —Refer To Anrhnr Bolt (Typ.) (U.N.) Then Assemble Hillside Washer, Flat Washer, and Nut. Anchor Bolts Plan M3 DOOR HEADER TO DOOR JAMB Q3 DIAGONAL ROD Q6 DIAGONAL BRACE CLIP TO FLOOR DETAIL R2 ANCHOR BOLTS AT SIDEWALL COLUMNS Fastener #4 ' • Fastener #4 1/4"-14 x 7/8" 1/4-14 x 7/8• LL SO W/Washer 3" O.C. max. (Trim Color, For Placement (6) Stitch Screws Wall LL SD W/Washer See Details Below) 1/4"-14 x 7/8" At Lap Lop Tek Die Formed / Ridge Cap F52 Downspout P F320 OR F313 Member Screws 12 —14 x 1 1/4" Stitch Screw Fastener #14 1/8"0 x 3/16" 1 at 5"-7"-5" O.C. Downspout Strap PBR Wall Panel Fastener #17A1/4" 12-14 x 1-1/4• SD W/Washer bead of Tube Valant to overla t �,�11 2" O.C. max. (For Placement F797 5"-7"-5" O.C. Tape Sealer see details below) Concrete Fastener 1/4" bead Fastener #14 . 1/4"0 Minimum Tube Sealant Closure 3'-0 O.C: Maximum HW455 (Not by Metal Building Mfr.) Backside view of Lao Rake Trim (Profile varies, , (7) Fastener #14 required at lap , Fastener #4 1/4"-14 x 7/8" LL SD W/Washer (4) Reg'd At Lap (7) Fastener #14 required at lap Fastener #4 1/4"-14 x 7/8" LL SD W/Washer (4) Req'd At Lap Standard F764 shown) _ / "PBR"J Roof Panel Peak Purlins , Formed Base Trim F73 v >1 r r 1" Tape Sealant - 4" 1/2" r HW-506 _ Standard F764 Northern F3�s Downspout Strap Attachment Detail , "PBR"` ROOF FIXED RIDGE DETAIL ' a" x S" Roll—Form F73 Formed Base Trim Without Panel Recess Rake Detail - PBR Roof Classic Standard and Northern Rake End Lap Installation TRIM_50 Trim 80 TRIM-81 TRIM-39 ' ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE � STEEL .BUILDING S A 3/ 3/17 FOR CONSTRUCTION PERMIT PNR PNR ASK 5230 CARROL CANYON RD SAN DIEGO,CA 92121 C 6611 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL' CUSTOMER: JAMES WEST OWNER: JAMES WEST EXPBA MIT 8f 09, 2017 LOCATION: OROVILLE,CA 95965 ai CNIL CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/ 3/17 N.T.S. 1 A 15-B-71899 DET3 A Back Gutter Fastener #4 Note "A" 1/4"-14 x 7/8" Tae Sealer HW506 Screw must be installed through the Tape P 9 P Field Notch top flan a (Shape May very) LL SD W/Washer 6" Long Sealer to ensure o water tight connection. Tape Sealer 1 3 Ton Gutter Support PBR Panel Fastener #4 HW506 Fastener 4 Fastener #17A iy = — o '= m View 2 Section A 1 4"-14 x 7 8" / / LL SD W/WASHER at 1'-0 O.C. 1 4"-14 x 7/8" LL SOW WASHER 12-14 x 1-1/4" SO W/WASHER of•1'-0 O.C./ / at each purlin Roo( Panel Tab Fastener #3 � Tri _ end Gutter Support 12-14 x 1-1 4" / LL SD W/WASHER Standard F764ake ) ( ) Standard Large F4156 1 FrontDS width o o Standard F893 (shown) Standard Lore F33 7 See Sheeting q Layout of 5"-7 —5" O C 19 Rake Angle Fastener RAi t t t t Max.Top Vow Feld Bevel Cut of Downspout attached with (3) Fastener 4 1/4"-14 x 7/8" LL SD W/WASHER t_3 4" Inside Panel Closurus ppe HW455 �J17A 12-14 x 1-1/4" SD W/WASHER t 1" max. 2 D.C. Downspout (See Erection Drawings Hwith W5 6o{oinuand bottomeHW506 ^A" P Fastener "x16" Typical Spacing 2) 1/4" bead run (" / DS Depth for Spacing) Purlin of Tube Sealant 2 O.C. max. (For placement see details below) Eave Gutter Standard F760 (Shown) Note "A" Rake Trim Eave Gutter Standard Large F413 Rake Slide Profile varies, Northern F391 shown ( ) Downspout To Gutter Attachment Detail Fastener #14A F215 Outside Panel Closure 1. Refer to the budding erection drawings for the location and spacing of the downs oats. p 2. Locate all downspouts over a major panel rib if passable. 3. Make o cardboard template of the downspout shape . Place the template on the bottom of the gutter and trace the outline. Remove the template and draw aline from comer to caner, forming an 'x' attain. q p 4. Drill a whole at the center of the °x". Using tin snips, cut alon the lines of the Y only M nnl nil ninon. the. mdsiM. lines of the Anwnsnmi smmre. ? 5. Bend each triangular tab down toward the ground, 90 Degrees to the bottom Eave Trim F2955 Without Closure Fastener �j14 1/8"03X x 3 16" / / 3' 0 O.G. 1/8"0 x 3/8" 5'-0" O.C. Fastener 17A 12-14 x 1-1/4 SO W/WASHER "0 tional" Outside Closure H d5R � PRR HW429 — PBR (see PW05020) Roke Trim Outside Panel Closure HW456 (Foam) = PBR HW456 (Room) =PBR ( GPk05005) See GPR05005 See ( ) HW429 HW429A Metal PBR HW429/HW429A (Metal) = PBR / (Metal) _ (See PW05015 (See PW05015) HW460 at PBU HW460 of PB HW465 at AVP PBA HW465 of AVP PBA / / / / Vistoshodow Vistashadow Fastener #4A Fastener #4A 1 1/4"-14 x 7r8 SD W/WASHER I 4"— 14 x '//6" SU W 'WHSHtH / a{ (12) Fastener #14 required at lop 1S Fastener 14 C c ) # \ re uired of la q p 15 Fastener 14 C ( ) # re uired at la q P r 17 Fastener 14 C C ) . If re cared at to q p r of the gutter. With Closure HW460 — PBU at 1'—O O.C. 1 1 t t 6g. Position the top of the downspout under the gutta. Make sure all four utter tabs are on the inside of the downspout. Fastener #14A 1 8"0 x /8" HW465 — AVP/PBA/ ViStaShO Standard (Fixed) Alternate (,Sliding) 1 t t t 1'-0 O.C. 0w For roof runs 100 or less For roof runs greater than 100' Standard Standard Large Northern Northern Large 7. Install Fastener /14 through the downspout into the gutter tab. only the two sides and the front of the downspout will receive fasteners. F760 F4130 F391 F883 TRIM -98 Low Eave Detail — PBR Roof Classic Standard and Standard Large Gutter - Sheeted Wall TRIM -103 Rake Detail — PBR Roof Classic Standard and Standard Large Rake Trim - Sheeted Wall TRIM -104 Eave Gutter End Lap Installation — PBR Roof Classic Trim Profile TRIM -90 1° 1/2'�{{ Fastener #4 Fastener #4 Tape Sealer 1/4' —14 x 7 8 LL 1 4 —14 x 7 8 U. / ° " SD Downs out F3 0 Downspout Strop PF797 P t— HW506 SD W/Washer W/Washer/ 1 Mitered RakeTrim Rake Trim to 3' O.C. moz. Standar Roof Panel Fastener #14 Fastener 1 (2) Runs 1/4° Bead F764L (Shown) V-0 O.C. ox. 1/8"0 x /16° 1/8" x 3/16" Pop Rivet Urethane Tube Sealant Fi,F F764R (Opposite) 2" O.C. max. Standard Lar a (9) at Standard (TyP ) F4150L Shown (10) at Large F415OR (Opposite) Sian date L I PBR Panel J (3) Stitch Screws 1/4"-14 7/8• (Typ.) �a of 6� 9,1 9 N in Wall / Fastener 4A 7/8" 1 fx 'Field cut 3/4° Kickout 1/4"-14 x oil B Rake Trim 4 Rake Trim Notch to alllow Rake Trim to F321 SD W Washer _ at 1D.C. J L Mitered Eove Gutter overlap lip of Standar Standard Laroe Gutter flush _ _ _ _ C C C F760R (Shown) F413OR (Shown) villi face Panel F760L (Opposite)F4130L (Opposite) or Trim a I Steel Line End Cap 108• i' Min. 1^ Min. Fastener #14 8-1/8° Standard f761RrShown) 1/8.0 x 3/16' Field remove bearing leg as required 9-1/8" Larg F761L (Opposite) 2 O.C. max. PBR Panel Stitch Screw 1/4'-14 x 7/8' Standard or 12 at Standard End Cap F4131R Shown) (14) at Large Corner Trim F830 or F862 Steel Line and at V-0" O.C. F4131L (Opposite) fL Panel Rib HW506 Tape Mastic 1.) Apply Tube Sealant to End Cap bottom and side tabs. Install Cap in from end of Gutter. Inspect after installing and seal any Note: Peak Box gaps with Tube Sealant. Gutter 2.) Attach Eave Gutter to Roof Panel locating end past face of Standard panel location for Start and End PBR Roof 1-1/4" Standard Panel or Trim. (See Gutter Placement) panels is C panel rib at steel line. Refer Rake AnRAI 3.) Align edges of Eave Gutter and Rake Trim and attach Rake 1-1/2° Large 9 1/2" to erection Drawings for panel location and Corner Trim piece mark. Wall Fastener Trim as shown. Apply Tube Sealant along edges to seal. 7A 74 Steel Face of Panel 4.) See Eave and Rake Construction Details included with Erection . Stitch Screw Outside Panel Closure Line or Trim Drawings for attachment of Eave Gutter and Rake Trim to Roof 1/4"-14 x 7/8• Gutter Placement and Walls. Downspout Kickout at each high rib. Stondard Peak Box Detoil Low Eave Rake Corner with Eave Gutter 4" 5" Roll—Form Outside Corner Trim — PBR Wall Panel PBR Roof TRIM -106 Standard and Standard Large Rake and Gutter TRIM -119 x TRIM_123 TRIM -186 ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS A 3/ 3/17 FOR CONSTRUCTION PERMIT PNR PNR ASK �Q 5230 CARROL CANYON RD Y SAN DIEGO,CA 92121 C6�613 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL CUSTOMER: JAMES WEST OWNER: .JAMES WEST OP 8MMIT ar 09, 2017 LOCATION: OROVILLE,CA 95965 lm CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE ` 3/ 3/17 N.T.S. 1 A 15—B-71899 DET4 A Top Flange Top Flange O Top Bolts — See Rigid Frame Top Bolts — See Rigid Frame Drawings For Size w Drawings For Size Web Intermediate Bolts Web Intermediate Bolts O O — (As Required) O O — (As Required) See, Rigid Frame Drawings For Size See Rigid Frame Drawings For Size Bottom Bolts — See Rigid Frame Bottom Bolts — See Rigid Frame Bottom Flange Drawings For Size Bottom Flange O Drawings For Size Extension Beyond Flonge Is Optional, At Top &Bottom. U 2 BOLTS FOR RIGID FRAME RAFTER AT BUILDING PEAK Formed Base Trim Details Out to out of concrete F73 F73 "A" F73 2�1` Building Slab 0 A" a> Formed Base Trim x 20'-0' (Typical) U 3 BOLTS FOR RIGID FRAME RAFTER TO COLUMN CONNECTION PW02010 ;ei)'10 00 p12 x 1' SO Screw Steel Line (2) 1/2' x 1 1� A325 Bolts o Purlin EW Rafter Rake Angle Purlin EW Girt EW Rafter Girt To Raft. Clip (Typ.) (U.N.) B ENDWALL GIRT TO ENDWALL RAFTER CONNECTION wive StI SECTION Conne( )oor Jc 1/2" x 1 1/4" A325 Bolts.(TYP) L DOOR JAMB TO EAVE STRUT O , square cut at of ens "A" - 0 C) Edge of slab M o 7in'- Note: o F73 Field cope . _ Q Note: "A"Bottom leg 1. Use of;stieetinAt inside �. Concrete is noCorners2. Attachment of Concrete is by t ' 3. Formed base trim is provided in F73 9 20'-0" lengths (std.), field ����� - cut as req d. 4� Out to out of. Out to out of concrete Concrete s , Formed Base Trim Typical Layout , 1/4" Dia Anchor (min') + at 36" O.C. (min.) HW1112 not'by Bldg Mfr. ISSUE DATE DESCRIPTION BY CK'D DSN, EMPIRE STEEL BUILDING S M \ Fin. Flr. A 3/ 3/17 FOR CONSTRUCTION PERMIT PNR PNR ASK Fastener 14A 5230 CARROL CANYON RD 1/8" x 38" Concrete (2) Required SAN DIEGO,CA 92121 1 7/8" 1`73 F73 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL CUSTOMER: JAMES WEST OWNER: JAMES WEST Section °A' - Formed Base Trim Typical Outside Comer Application LOCATION: OROVILLE,CA 95965 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER " • - - 3/ 3/17 N.T.S.' 1 A - 15—B-71899 • ELEVATION { 4 ' SHEET NUMBER I ISSUE DET5 A C64613 7" 5" 7" 5" 7" 12" 12" 12" 7„ 5„ 7„ 5„ 7„ A 6" 12-14 x 1 1/4" 12" Member Screw 12„ 17B A A B 2 1/2 28 Member Screw 12, 12" 2.1 2" 12" 12° g "PBA"/"AVP" Panel B . "PBR" Panel "PBU" Panel Member Screw 12-14 x 1 1�4"SD "PBR" Panel 12" O.C. at Each Member Bearing Leg "PBU" Panel Bearing Leg Extended Leg \4 / Pte, Pone/ Stitch Screw Stitch Screw 1/4-14 x 7/8- 1/4-14 x 7/8" Sheeting Direction SO, at 20° O.C. Sheeting Direction SO, at 20" O.C. Sheeting Direction A -AB D 1 E d a e, ave, an Mid Span End Laps 12" 12" 12" U - Al I t d' t M b 6" 6" 6" 6" 6" 6" 12-14 x 1 1/4" 12" Member Screw 12„ 17B 12" 12-14 x 2" 28 A B - n erme a a em er, "RVPBR" Panel and at Optional Liner Panel "RVPBU" Panel Fastener Location for Panel At Wall 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 Fastener Number pp A lication 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" 58 Member Screw Note: Standard details call for 1 1/4" fasteners as member screws by default. Member screws may be 1 1 /4". 1 1 /2". or 2" depending on insulation, application, or customer request. Self—Drilling Screw Application SCRW1 TRIM -174 12" 12" 12» 9 1/2" _ 9 1 2" 9 1 2" 2 1/2,11 2 1 /2" 2 1 /2" I �• I I Sheeting Direction Detail "A" All Roof Members Except As Noted Below 12 - 12" 12" Stitch Screw Tape Seal 1/4-14 x 7/8" At 20" O.C. Detail "A" Member Screws 4"+ 12-14 x 1 1/4" Roof Panel at 5" 7" 5" Two Continuous Layers 2 1/2" 7" 5" 7" 5" 7" 2 1/2" nW507 Tape Seal Roof Purlin Panel Sheeting Ulrectlon Delall "A" At Eave Strut, Panel End Lap, and Peak Purlin Section Thru Panel End Laps Fastener Location for "PBR" Roof Panel TRIM -175 ^ s ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS A 3/ 3/17 FOR CONSTRUCTION PERMIT PNR PNR ASK 5230 CARROL•CANYON RD SAN DIEGO,CA 92121 C13 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL CUSTOMER: JAMES WEST OWNER: JAMES WESTar 09,2017 LOCATION: OROVILLE,CA 95965 CN& CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/ 3/17 N.T.S. 1 A 1 15-8-71899 DET6 A f - PBR Wall Panel Three Sided Framed Opening PBR Wall Panel -"Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening k ` P_•BR Wall Panel; Three Sided Framed Opening Trim Installation with Field Notch Panel at Head Trim PW07022 Field Notch Panel at Head Trim MUM Trim Installation with Field Notch and Bend Tabs at Head Trim PW07024 Field Notch and Bend Tabs at Head Trim'PW07025 Note: Trim Installation con be done by Field Notch Panel as shown on PWO7022 & PW07023 ,• - w r : Trim Installation - con be done by Field Notch Ponel as. shown on PW07022 & PW07023 N - Trim Instollotion con be done by Field Notch Panel as shown on PW07022 & PW07023 . Note: Trim Installation con be done by Field Notch Panel as shown on PW07022 & PW07023 Q$ with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025.. • DR with Field Notch. and Bend Tabs al Head Trim as shown on PW07024 & PW07025. �. �, gR with Field , Notch and Bend Tabs of Head Trim os-shown on PW07024 & PW07025.r OR with Field Notch and Bend Tabs al Head Trim as shown on PW07024 & PW070". • _ Opening Width + 6" (+1" Lop when req'd) f - Opening Width + 6" (+1' Lop when req'd); �. Opening, Width + 6- (+1' Lop when req•d) .. _ Jh �. Opening Width + 6" (+1" Lap when req'd) 5 - ' _.;... 3" '" ' 1.• 3' .\r+. 45 % - y Field Cut and Remove )' ' • J .a ' - Field measure j ' 'Opening Width + 3" 'Valeo - - OpeningWidth ` - - Opening Width + 3" �" • _ , _ _ - , Opening Width and .See PW07023 - ' Head Trim F481. ! 1 !.� + Openin Width - + - 1�•' ` •' 11� _ •Opening Width- -11" cul Head Trim to •• & PW0.7027 - See'PW07025 ,. -Field Cul required length. Remainder and' ..• & PW07027 Remove Head Trim F481 ° no t � ° °- o - ' Front View mow' 4 Heod.Trim F481 .r - r - —{-t— 1• Lo with 2 Fasteners « �: - P ( ) " s _ 4r PW07030� 30 _ g14 J" x J" Pop Rivet • and HW540 Caulking 5_ Head Tr m, F481 ,t �: See Field.Notch- and•Bend - ,. Front' View _ View � ti y _ee - I' + t 1j" Tab behind, Jamb - . 1" Lop with (2) Fasteners - 'See Q t _ « _ `Opening .PW07030 e a Trim. Attach with End Cut Detoil .. _ . 14 z Po Rivet ti ' c a •` , J •_ `.{ Fastener #14A "•x �" Pop Rivet- ot'20" O.C. at Cold Form - OR - ' Fastener p207 12-24 x 1�" Note: >• For Optional' , Channel Closure Trim, see PW07028 • • '- 7 + Width i 3' - enin Width 3" - , _ Field notch Panel c �• _ i•.. - al Head Trim 'r '' 1. - - 1 c - , - - r_v ;•t , } . < , - ' " ' " -' Fastener p14A"x d" Pop Riveli'• at 20" O.C. at Cold Form cr i OR ',Y , Fastener. #207 12-24-�' Fastener 814 �•, x �' .Pop Rivet. See pW07025 for details. d - x' _ - andHW540•Caulkin ! " ,9 - r li" -'Opening Width • y _ All trim is'to be r Do-not cut or, t ' Nate: .. A •remove back leg installed BEFORE blanket F. insulation is applied to walls Pancake DP5 of 20" O.C. at ' Rolled. �`'F •; T, j' r-• ._ i ".'• a y 4 Pancake DP5 at 20" O.C. of +1. Hol Rolled E • ,-. - 1 �" Bend 1j' Tab 3 down 90 de rees Note: Panel position is shown with •'+ . Crc - Hot A .,r• ` , J a •- .r - 9 EC" Panel Rib and Opening on l'-0 module.+ '•+ ; r t _ ®_, r® _ - • • a- Location of Rib may vary depending on ^ - + • c r .- ' ;' Bead: of HW540 Tube Caulking., from Header to Floor -(see section) ` I - , , . ` 1" Lap with (2) - I - - •'- "- • ' ' •`.. �'rn .. �.. � _ c _ 3" Bead of HW540 Tube Caulkin from Header to-Floor,(s_ee section) y -.. K� " - ,� r<-t` • ,'• a Field Cut _ the Opening Width and location. Field - P 9 ^• and Remove - measure before cutting Panel and Trim. jr 'S rn irk _.•y .1 '4 Z ,, „_ a `."Fasteners #14 1• x Pop Rivet Typ at �. W` ,e ,� .r✓ ..® Head Trim F481 r i rn .Caulk with HW540 ..` ;;•� .� + a+ °' o _*„ �yx + + • • i' ' 'Jamb Trim F482 Jamb Trim F482 1" Lap with (2) •.f _ .r End fCut Del . S , from top of Head Trim)+, - a+ JomD.Trim F482 :Jamb Trim Heod'& Jamb Trim y. -'d 'x of these edges i or Alternate 'or Alternate F484 +Fasteners �f14 �" x • -.(Viewed - _ or Alternate F484' or Alternate.F484 -. • ' - when required. Field notch as required. See PW07027 - after installation for Jamb ,_ -F484 . r - ! Pop Rivel,Typ at - _ • .. -' +p• - -• e •1� J y_ n • O gs+.r r e, r. See - PW07029 - `L . - ' +� • ♦ a'' rTrimt field cul detail c _ r ..f o .,. ,� - • f Jamb Trim F482 `'? .� n o .�. ,R s QA _- See Head & Jamb Trim H when required. Field notch as required. - . ' 0 Width Openin Width - 9 enin P . - ". Field Notch and Bend 11"'Tob �^ behind Jamb Trim. Attach with i , - +t ♦ �' or Alternate F484 PW07029 b` . .. - Fastener $14 d", x {}' Pop Rivet A , �!u. c. , Finish Floor'Line'!' • • - - x • • o 1,• • - - d - i 7' "'r Li , • ' Channel Closure ,Trim s ., - • • •, - _ - -. Fastener #14A ,"' x' a" Pop ' field cut Panel + � Rivet al 20O.C. at Cold Form ,_ a -• • - , , � Finish Floor Line. _ see _ - _ Head Trim.21 Opening Width Fastener #207' R 12-24 x 1�' See PW07027 for Jamb J• .' � • Pancake DP5 at 20' O.C. at - _ - Trim field cut detail Hot Rolled - Opening Width - Jamb Trim F482 or Alternate F484 c c I II - Note: Panel position is shown with _ ` Fastener j/14A d• x Pop ` O trim is to be Note: Field measure Opening .. Note: All Width Panel Rib and Opening on 1'-0 module. P 9 All trim is to be Local ion of Rib may vary depending on Y v Y P 9 Rivet at 20" O.C. at Cold Form " OR ' ' All trim .s to be Note: Field measure Opening installed insulation BEFORE blanket is applied to walls. FNote: and Height before making and adjust cul dimensions field cuts accordingly. installed BEFORE blanket the Opening Width and location. Field Note: Width Fastener 207 12-24 z 1- N j" • insulation is applied to walls measure before cutting Panel and Trim. installed BEFORE blanket and Height before making field cuts Pancake DPS at 20" O.C. of insulation. is applied to walls. and adjust cut dimensions accordingly. Hol Rolled • Field cut Panel 16 _ .. .. . - y . , J f ry r .f ,S. r•. •�.` ._ '� - Y ` ,�.-" ..; `!>, �+ w �•, ,f- s .''.. A' .+,., �� `7 J { t +.. 1� _ _ ar - f'''' y.;• ...• 'r •. - 4.1. ., . ;�_ _ •�. .:. _ , . ' �': _ c 3 " - • ISSUE ' 'DATE ... DESCRIPTION ,.. BY ' CK'D DSN EMPIRE B U I L D I NGS " A 3/ 3/17 `' FOR CONSTRUCTION PERMIT PNR PNR ASK ,� .STEEL . _ 1+ 5230 CARROL CANYON RD; T' SAN DIEGO,CA , 92121 _ 'r STANDARD- FRAMED OPENING,'.DETAILS-(PBR WALL -PANEL).. ; � C M13 .;f,. • PROJECT: -`COPY OF WEST,JAMES CA'PAINT.ROOF FINAL; ' •. • - } ~- ti CUSTOMER: " JAMES WEST OWNER: • JAMES WEST �� ar 9, 2�� 7 't LOCATION: OROVILLE,CA 95965 CAD ,DATE 'SCALE` PHASE BUILDING ID "JOB NUMBER SHEET NUMBER ISSUE c C T 3/ 3/17 N.T.S. 1 A 15—B-71899 DET7 ' A S PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening Jamb Trim Field Cut Details PW07027 "Optional" Channel Closure Trim PW07028 Jamb Trim Installation PWO7029 Head Trim Installation PW07030 �1" - Opening Width + 7" (+1" Lop when req'd) 33" Opening Width 1J�- •• I I •-� 1�' J� i�. •. i�" - PBR Wall Panel o o Alternate Jamb Trim F484 Jamb Trim F482 - Jomb Wall Member Screw .. Channel Closure Trim Too Uew Too View Fastener #14A �" x Pop Rivet (Cold Form shown Hot Rolled similar) 12-14 x _ at 5'-7'-5' op er #14A �atxPForm I 44" c at 20" D.C.OaRt Cold Form O.C. at Cold Form vetat20* .C. Cold 3j' �' T PW070ee a Fastener #207 12-24 x 1j" 'Pancake - "Optional" 12-24 x _ at 5'-7'-5' O.C. at Hot Rolled OR Fastener #207 12-24 x 11' Field Cul and Remove i a Fastener #14A A" x J" Pop Rivet DP5 at 20' O.C. at - Hot Rolled117 Channel Closure Trim See PW07028 for details. _ Pancake OP5 of 20" O.C. ol" Hot Rolled at 20" O.C. at Cold Form • n n I a.OR �+ rn = Fastener #207 12-24 x 1j" Pancake DPS at 20" O.C. at Hot Rolled Double Sided Tape (Not by Bldg Mfg) Blanket Insulation - -y �' Bead of HW540 Tube Caulking (Header to Floor)Heod "Optionol" Header ' ^ a+ - ' Trim F481. Channel Closure Trim (Cold Form shown ' • c + m Channel Closure Trim Lap lyp of Head 11 Jamb when i i i� ,+ See PW0728 for details Hot Rolled similar) Cut and remove :E - required. Field cut remainder of front fold Channel Closure Trim to length if req'd - Z l — — Z _ rn - ' _ _ . and notch. t a . (2) Fasteners #14 _ See , PBR Wall Ponel Field Cul WOII Panel = - _ - - c �• x 1}t Pop Rivet River- c PW07029 - Side Yew at Head Trim ., ,o Y o ems+.. rn Blanket of Terminate ' bTrim capillary Jams a O Finish Floor Line Opening Width - - + " = 1 Lap when required. c Field cut and notch - Field flatten Trim leg when required - _ H. c aci as required. "Finish Floor Line o 1" Field bend tab down 90degrees �. _ Jamb Trim F482 (shown) • = Channel Closure 2t• Field cul.and remove Trim Piece Mark or Alternate Jamb Trim F484 a, F981 - 8' member _ Channel Closure Trim F2994 - 83 member _ oa f %� 3j" F2991 F2992 - 8j' member - 83" member - F982 - 10" member Finish Floor Line ,r F2993 33' Field cut and remove F9 - 103" member - 12" member II F292995 - 123" memberAlternate Side YSill Trim Channel Closure Trim at Jambs Note: All trim is to be Jamb Trim F484 Profile ew al installed BEFORE blanketJamb Trim F482 and Li- suoosapplied to walls.Note: Panel position is shown with Note: Field measure Opening Height Alternote Jamb Trim F484 Panel Rib and Opening on l'-0 module. Note, All trim is to bbefore making field cuts and adjust Front Yew Note, Field meosure Opening Width Nl: All trim is to be Location of Rib may wry depending on installed BEFORE cut dimensions accordingly. Right Jamb Trim as shown and Height before making field cuts installed BEFORE blanket the Opening Width and location. Field insulation is appliLeft Jamb Trim opposite hand d Cut Detail and adjust cut dimensions accordingly. insulation is applied to walls. measure before cutting Panel and Trim. ISSUE DATE DESCRIPTION -. BY CK'D DSN EMPIRE STEEL BUILDINGS A 3/ 3/17 FOR CONSTRUCTION PERMIT PNR PNR ASK 5230 CARROL CANYON RD STANDARD FRAMED, OPENING DETAILS (PBR WALL. PANEL) SAN DIECO,CA 92121 CN613 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL CONT. iii CUSTOMER: JAMES WEST OWNER: JAMES WEST ar 09, 2017 LOCATION: OROVILLE,CA 95965 ri�L CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE � 3/ 3/17 N.T.S. 1 A 15-B-71899 DET8 A PBR Wall Panel - Walk Door & Glass-Front Walk Door P PW09022 PBR Wall Panel - Walk Door & Glass- Front Walk Door P PW09023 PBR Wall Panel - Walk Door & Glass-Front Walk Door PW09024 Knock Down Walk Door With Jamb Extensions pagAC05131 x01 Ma '14 1­6 1 — e" '14 Date Rev Trim Installation with Field Notch Panel at Head Trim Field Notch Panel at Head Trimx" Trim Installation Field Notch Bend Tabs Head Trim With Low Gil(S Attached to Door Frame y Dec'11 00 with and at Ma 01 Mar'1602 Note: Trim Installation can be done by Field Notch Panel as shown on PW09022 & PW09023 Nate: Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PW09023 Girl B Jamb Extension SL t+.o a �: Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PW09023 W09 Q$ with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PWO9025. QB with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PW09 Q$ with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PW09025. - (See AC05138) See Note o c 0 0 0 Door Width + 64" (+ 1'-6 for each Sidel.ile) - 0 0 o Door Width + 61• (+ 1•-6 for each SideLite) Door Frame Jamb - B o Jamb Jamb ' .~`0 3 11" Door Width + 3}" (+ 1'-6 for each SideLite) 11" 3 - 1}" Door Width + 31" (+ 1•-6 for each SideLite) 11' Extension Extension Fastener Q12A I i 0 `� o» 0 See PW09023 Panel Rib 0 1 — o See PW09025 2-14 12-14 x 1• Pancake SD a 0 0 o & PW09027 Door Width + 34" o N o 0 B 0 4 & PWO9027 Door Frame Jamb W 0 Wash / I 3 y (+ 1•-6 for each SideLite) 1�' 3 0 o y p (10 Regb) V alk Door (lip Low Girt A WWDGB,WDGtO,wDG12 o Door width + 3}" Door Width - }' 17 N 3 � � ( ) ,i Jamb Extension Isometric (+ 1'-6 for each SideLite) 1�' (+ 1'-6 for each SideLite) "" �` Walk Door Angle (WDA) ' -' Head Trim F481 Feld notch Panel Head Trim F481 Field Notch and _ _ _ _ See Detail B. Used to HW9582 for 8j' Door Frames See PWO9030 a _ Door, Width (+ 1'-6 for each SideLite) 13" at Head Trim r See I PW09030 a Bend 1}" Tab behind Jamb Brace Strike Side of Door HW9876 for 10}" Door Frames Field cul Jamb When low Girl at HW9877 for 12}" Door Frames or PW09032 `o or PW09032 Trim. Attach with Fastener Girl Elevation 2-6" lhru 4•-6" - is hot Present - Fastener �14A }• x �" o y Fastener �14A }- x �" po4 Rivet.See" Attachment to c Pop Rivet at 20' O.C. ® c o Pop Rivet al 20" O.C. I PW09025 for Concrete not by Note: o 3 c' details. y Metal Bldg. Mfr. _ If Girt hos a 3j" Flange Field • 'T`� Notch Jamb Extension Channel ` a c o 0 3 o.. ® g - to Clear Girt lip. Do not Notch Girt lip. Bead of HW54_ Tube Caulking•% iO I - }" Bead of HW54_ Tube Caulkin Framing Elevation 9 i� o o = 3 H c from Header to Floor see section ( ) Head Trim F481 0 Caulk these -ed es 1 9 o after mstollol on r " o 3° = o from Header to, Floor. (see section) .• .. ._ _ • , o O 0 r 1 ,.,,, i. µ Jamb Trim F482 •Jamb Trim F482 or Optional F484 or Optional F484 See PWO9027 I for Jamb Trim I field cul detail I c $ 3 I o I N o 0 _ o o I . �Jomb Trim F482 Jamb Trim F482 or Optional F484 or, Optional F484 - + Girl t SL' - Low Girt Fastener #12A - Feld cut at 12-14 x 1• Pancake , i Door Frame Jamb SD W/0 Washer N I -n Each Girt • 0 I Jamb Trim F482 I or Optional F484 I o I I_ I I III - 0 See I (two at Flange) e . r PSe W09029 PWO9029 or PW09031 „ I. I or PW09031 -Lr , Fastener #14A �" x'Field cul Panel _ Door Frame Door Frame - Pop Rivet at 20" O.C. Jamb Header Finish Floor Line - Finish Floor Line II f. Section B - 1} Section A Fastener #12A Walk Door Clip 12-14 x 1" Pancake (WDC8,WDC10,WDC12) 1}' Door Width (+ 1'-6 for each SideLite) it 1}" Door Width (+ 1'-6 for each SideLite) Door Width + 3�' (+ 1•-6 for each SideLite) DLoor Width + 31" (+ 1•-6 for each SideLite) SD W/O Washer _ (two per Each Side of (2) Fastener g1B Note: Panel position is shown with Strike Side of Dow Frame 1-14 x 11• SD W/0 Washer Panel Rib and Door on 1'-0 module. Note: All trim is to be Note: Field measure Door Width and Note: All trim is to be Location of Rib may vary depending on Note: All trim is to be ' Note: Field measure Door Width and WDA installed BEFORE blanket Height before making Field tuts and installed BEFORE Won the Door Width and location. Field installed BEFORE blanket Height before making field cuts and Slrke Side of Walk Door Angle insulation is applied to walls. adjust cut dimensions accordingly. insulation is applied to walls. measure before cutting Panel and Trim, insulation is applied to walls. adjust cut dimensions accordingly. Door Frame Jamb Detail B - ' ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS A 3/ 3/17 FOR CONSTRUCTION PERMIT PNR PNR ASK ' 5230 CARROL CANYON RD, SAN DIEGO,CA 92121 w v 13 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL CUSTOMER: JAMES WEST OWNER: JAMES WEST 8190=7 ar 09, 2017 LOCATION: OROVILLE,CA 95965 � CN" CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE STANDARD WALK DOOR (KNOCK DOWN) WITH PBR WALL PANELS IN.r.s. C IL 3/ 3/17 1 A 15—B-71899 DET9 A ­PBR Wall Panel - Walk Door & Glass -Front Walk Door v PW09025 PBR Wall Panel - Knock Down Walk Door P�PW09031 PBR Wall Panel - Knock Down Walk Door P PW09032 PBR Wall Panel - Walk Door & Glass -Front Walk Door P PW09027 Dec'11 x00 Mar'15 QO2 Mar'15 x02 Dec'11 Q00 Field Notch and Bend Tabs at Head Trim Jamb Trim Installation Head Trim Installation ' Jamb Trim Field Cut Details Note: Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PWO9023 Q$ with Field Notch and Bend Tabs of Head Trim as shown on PW09024 & PW09025. • C1 j' �� l j- • _ .. ,. Door Width + 63" (+ 1'-6 for each SideLite) , HW54_ Urethane Tube Sealant PBR Wall Panel Girl 1 j• Door Width + 3j" (+ 1'-6 for each SideLite) 1 j" 3 0 Bead Header to Floor �• �- 1 . " RAI Sheeting Angle Fastener y17AOptional Jamb Trim F494 Jamb Trim F482 From base to 7'-6" in 12-14 x 1j" SO W/Washer Too View Y s ^ Head Trim F481 Field notch at girt and base member, attach with (2) Fastener 12A 12-14 x 1" of 1'-0" O.C. e � - 4d - Pancake SO W/O Washer o o at each member Fastener #17A — c j" 3A• j- Front View End View Fastener #14A J"a x a" Pop Wolk Door Jamb (Profile may vary) 12-14 x 1i" SO W/Wosher at 5"-7"-5' O.C. �. Fastener �14A b"o x �" Pop - o 0 Field Cut and Remove See End Cut Detail . Rivet of 1'-8" O.C. - Rivet SS at 1'-8' O.C. - o N o I Opening Width Do not cul or Note: All trim is to be(Nal Double - Double Sided Tope w. by Bldg Mfg) - 3 3 .2 c' I �3" Walk Door remove back leg installed BEFORE blanket insulation is applied to walls Blanket Insulation ,. 2" Glass—Front Door 1�. I� Bend tj" Tab ( down 90 degrees NoPanel position is shown with b I �, i i i Cut and remove - Panel Rib and Door on 1'-0 module. i� - remainder of front fold Location of Rib may vary depending on Field Cut the Door Width and location. Field � Head Trim F481 , and Remove measure before cutting Panel and Trim. � � Field Cut Wall Panel Walk Door Header (Profile may vary) End Cut Detail J FL PBR Wall Panel ' (Viewed from top of Head Trim) Panel Rib o • - ; Side View al Head Trim p r I 13• _ oa o • . , Door Width + 3j• " NQLC:Terminate Blanket Insulation - _ i� s . ' (+ 1'-6 for each SideLite) 1j" Door Width + 3j• at capillary lip of Jamb Trim _ „ a _ c 3 , Door Width (+ 1'-6 for each SideLite) 1} Door Width Ti 3 - (+ 1'-6 for each _SideLite) 1i" _ Field Flatten Trim leg when required _ o • o l l •1 3 4 "-Field Notch and Bend 1j" Tab.o behind Jo Trim. Attach with c e Door Width + 3j" Jamb Trim F482 (shown) 1j" of o Fastener - or Optional Jamb Trim F484 ®14 a' x i�• Pop Rivet a _ Y Finish Floor Line - o Head Trim F481 o .Finish Floor Line See PW09027 for Jamb I o 3 I l o I I I � Trim field cut detail I o I Optional Jomb Y p Trim F484 Profile Side View at Sill Trim Jamb Trim F482 or optional F484 I n H Il\ Note* Panel position is shown with Jamb Trim F482 and o I III I Panel Rib and Door on 1'-0 module. Nsie: All trim is to be Note: Field measure Door Height before Optional Jamb Trim F484 E5 n _ Fastener #14A A" x I" `Field Note: All trim is to be Location of Rib may vary depending on Y Y P 9 installed BEFORE blanket the Door Width and location. Field installed BEFORE blanket insulation is applied to walls. making field cuts and adjust cut dimensions Front View cut Panel Pop Rivet at 20" O.C. I 7 insulation is applied to walls. measure before cutting Panel and Trim. accordingly so that Jamb Trim fits to Head Trim & at 1j• below Finish Floor Line. Right Jamb Trim as shown Left Jamb Trim opposite hand STANDARD WALK DOOR (KNOCK DOWN) WITH PBR WALL PANELS \J V ISSUE DATE DESCRIPTION BY CK'D DSK EMPIRE STEEL BUILDINGS A 3/ 3/17. FOR CONSTRUCTION PERMIT PNR PNR ASK 5230 CARROL CANYON RD SAN DIEGO,CA 92121 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL ` t7 CUSTOMER: , JAMES WESTOWNER: JAMES WEST ar 09, 2017 LOCATION: OROVILLE,CA 95965 CNS CAD DATE SCALE PHASE BUILDING IDJOB NUMBER SHEET NUMBER ISSUE 3/ 3/17 N.T.S. 1 A 15-B-71899 I DET10 A . GUIDANCE ON LTP PLACEMENT BACKGROUND: UNDERWRITERS LABRATORY CONSTRUCTION LISTINGS AVAILABLE TO NCI REQUIRE METAL ROOF PANELS AND LTPS TO BE IN AT LEAST A TWO SPAN CONDITION. SINGLE SPAN PANELS ARE NOT ACCEPTABLE THIS IS ALSO GOOD ENGINEERING PRACTICE AS A SINGLE SPAN PANEL WILL FAIL BY THE SCREWS PULLING THROUGH THE PANEL AT THE EDGES. NONE OF OUR LOAD TABLES ARE BASED ON THIS FAILURE MODE. THE INTERNATIONAL BUILDING CODE SECTION 2609 PROVIDES RESTRICTIONS ON THE PLACEMENT OF "LIGHT—TRANSMITTING PLASTIC ROOF PANELS" COMMONLY REFERRED TO AS LTPS. THE PURPOSE IS TO LIMIT FIRE EXPOSURE TO ADJACENT BUILDINGS. IF A BUILDING BEING DESIGNED BY NCI IS INTENDED TO BE CLOSER THAN 10' FROM AN ADJACENT BUILDING AND THERE ARE OPENINGS, ALONG THE ADJACENT WALL, THAT ARE REQUIRED TO BE FIRE PROTECTED THEN LTPS ARE NOT PERMITTED WITHIN 6' OF THE EAVE. (IBC06 SECTION 2609.3 AND 704.8) IT IS ALSO GOOD ENGINEER PRACTICE TO NOT PLACE LTPS NEAR THE EAVE OF A BUILDING. SAFETY IS A TOP CONCERN AT NCI. THEREFORE THE STANDARD LTP LOCATION FOR NCI WILL NOT BE CLOSER THAN TWO PURLIN SPANS OR 6' FROM THE EAVE. ' THE INTERNATIONAL BUILDING CODE SECTION 2609.2 ALSO STATES THAT THERE SHALL BE A MINIMUM SEPERATION BETWEEN ADJACENT LTPS OF 4'. THIS PROVISION DOES NOT APPLY TO LOW HAZARD BUILDINGS LESS THAN 5000 SQ FT THAT HAVE A MINIMUM FIRE SEPERATION FROM ADJACENT BUILDINGS OF 10'. FALL PROTECTION: OSHA REQUIRES SKYLIGHTS BE GUARDED TO PROTECT PEOPLE FROM FALLING THROUGH THEM WITH ONE OF SEVERAL METHODS OF FALL PROTECTION. THESE METHODS ARE OUTLINED IN OSHA 29CFR 1910.23(a)(4) SKYLIGHT SCREENS, 1910.23(e)(8) SLATWORK, 1926.500(b)(4) RAILING, 1926.502(b GUARDRAIL SYSTEM, c SAFETY NET SYSTEMS, (d) PERSONAL FALL ARREST SYSTEMS, �e POSITII0 ING DEVICE SYSTEM, (f) WARNING LINE SYSTEM, (g) CONTROL ACCESS ZONE, h� SAFETY MONITOR, (i) COVERS. SD444E1 J Do Not Cut Purlins All panel supports are to be field cut and located at the some elewlion as the top of the pur ins.� Support framing will be 8'. Cee cold form material. PBR Single Span Panel Support Frame Type "B" WARNING: LIGHT TRANSMITTING PANELS (LTP'S) ARE. NOT DESIGNED OR INTENDED TO BEAR THE WEIGHT OF ANY PERSON WALKING, STEPPING, STANDING, OR RESTING ON THEM. THE MANUFACTURER DISCLAIMS ANY WARRANTY OR REPRESENTATION, EXPRESSED OR IMPLIED. THAT ANY PERSON CAN SAFELY WALK, STEP, STAND, OR REST ON OR NEAR THESE LIGHT TRANSMITTING PANELS, OR THAT THEY COMPLY WITH OSHA REGULATION. • THIS LETTER IS AN UPDATE ON THE LTP PLACEMENT OPTIONS THAT ARE IN COMPLIANCE WITH THE INTERNATIONAL BUILDING CODE, UNDERWRITERS LABRATORY AND GOOD ENGINEERING PRACTICES. (1) SINGLE SPAN METAL OR LTP PANELS SHOULD NOT BE USED. THE MINIMUM NUMBER OF SPANS FOR ANY PANEL IS TWO. (2) LTPS SHOULD NOT BE PLACED WITHIN 6' OF THE BUILDING EAVE. (3) THERE SHOULD BE 4' OF METAL PANEL SEPARATING ADJACENT LTPS. GIVEN THIS GUIDANCE, THE FOLLOWING TABLE ILLUSTRATES THE MAXIMUM DENSITY OF LTPS FOR VARYING ROOF SPANS WITH A 5' PURLIN SPACING AND TWO SPAN MINIMUM CONDITION. SMALLER PURLIN SPACING CAN BE USED TO OBTAIN THE REQUIRED TWO SPAN CONDITIONS. *SIMPLE SPAN METAL PANELS OR LTPS ARE PERMITTED WITH ADDITIONAL FRAMING WHICH CREATES A TWO SPAN CONDITION. THE ATTATCHED DETAILS ILLUSTRATES THE FRAMING NECESSARY TO CREATE A TWO SPAN CONDITION FOR A SINGLE SPAN PANEL OR LTP. MAXIMUM LTP DENSITY AND LOCATION FOR VARYING ROOF PLANE WIDTHS (GABLE BUILDING) BLDG WIDTH Pudin PANEL SPANS 5 Purlin 15 SD444ri LOCATION 30 35 40 45 50 20 o 2 Panel Support_ o — WIDTH S SD444D1 ------- - -Purin--- -------- SD444E1 J Do Not Cut Purlins All panel supports are to be field cut and located at the some elewlion as the top of the pur ins.� Support framing will be 8'. Cee cold form material. PBR Single Span Panel Support Frame Type "B" WARNING: LIGHT TRANSMITTING PANELS (LTP'S) ARE. NOT DESIGNED OR INTENDED TO BEAR THE WEIGHT OF ANY PERSON WALKING, STEPPING, STANDING, OR RESTING ON THEM. THE MANUFACTURER DISCLAIMS ANY WARRANTY OR REPRESENTATION, EXPRESSED OR IMPLIED. THAT ANY PERSON CAN SAFELY WALK, STEP, STAND, OR REST ON OR NEAR THESE LIGHT TRANSMITTING PANELS, OR THAT THEY COMPLY WITH OSHA REGULATION. • THIS LETTER IS AN UPDATE ON THE LTP PLACEMENT OPTIONS THAT ARE IN COMPLIANCE WITH THE INTERNATIONAL BUILDING CODE, UNDERWRITERS LABRATORY AND GOOD ENGINEERING PRACTICES. (1) SINGLE SPAN METAL OR LTP PANELS SHOULD NOT BE USED. THE MINIMUM NUMBER OF SPANS FOR ANY PANEL IS TWO. (2) LTPS SHOULD NOT BE PLACED WITHIN 6' OF THE BUILDING EAVE. (3) THERE SHOULD BE 4' OF METAL PANEL SEPARATING ADJACENT LTPS. GIVEN THIS GUIDANCE, THE FOLLOWING TABLE ILLUSTRATES THE MAXIMUM DENSITY OF LTPS FOR VARYING ROOF SPANS WITH A 5' PURLIN SPACING AND TWO SPAN MINIMUM CONDITION. SMALLER PURLIN SPACING CAN BE USED TO OBTAIN THE REQUIRED TWO SPAN CONDITIONS. *SIMPLE SPAN METAL PANELS OR LTPS ARE PERMITTED WITH ADDITIONAL FRAMING WHICH CREATES A TWO SPAN CONDITION. THE ATTATCHED DETAILS ILLUSTRATES THE FRAMING NECESSARY TO CREATE A TWO SPAN CONDITION FOR A SINGLE SPAN PANEL OR LTP. MAXIMUM LTP DENSITY AND LOCATION FOR VARYING ROOF PLANE WIDTHS (GABLE BUILDING) BLDG WIDTH ROOF PLANE WIDTH PANEL SPANS 5 10 15 PURLIN 20 25 LOCATION 30 35 40 45 50 20 10 2 PBR PBR WIDTH WIDTH S 5 10 30 15 3 , PBR PBR LTP* 10 10 2 PBR PBR 40 20 4 PBR PBR LTP LTP 15 15 3 50 25 5 PBR PBR LTP LTP PBR* 20 20 60 30 6 PBR PBR LTP LTP PBR PBR -7 70 35 7 PBR PBR LTP LTP PBR* LTP LTP 80 40 8 PBR PBR LTP LTP PBR PBR LTP LTP 90 45 9 PBR PBR LTP LTP PBR PBR LTP LTP PBR* 100 50 10 PBR PBR LTP LTP PBR PBR LTP LTP PBR PBR MAXIMUM LTP DENSITY AND LOCATION FOR VARYING ROOF PLANE WIDTHS (SINGLE SLOPE BUILDING) . BLDG ROOF PLANE PANEL SPANS PURLIN LOCATION WIDTH WIDTH S 5 10 15 20 25 30 35 40 45 50 10 10 2 PBR PBR 15 15 3 PBR PBR PBR 20 20 4 PBR PBR PBR PBR 25 25 5 PBR PBR LTP* PBR PBR* 30 30 6 PBR PBR LTP LTP PBR PBR 35 35 7 PBR PBR LTP LTP PBR PBR PBR 40 40 8 PBR PBR LTP LTP PBR* LTP* PBR PBR 45 45 9 PBR PBR LTP LTP PBR* LTP LTP PBR PBR 50 50 10 PBR PBR LTP LTP PBR PBR LTP LTP PBR PBR WALL LTPS ARE NOT SUITABLE FOR ROOF APPLICATIONS. FOR PURLIN SPACING LESS THAN 5', ROOF LTPS MUST BE "FIELD CUT" TO LENGTH SEE ERECTION DRAWINGS FOR DETAILS). INSULATED PANELS CAN ONLY BE "FACTORY CUT" TO LENGTH. ISSUE DATE DESCRIPTION BY I GK'D DSN EMPIRE STEEL BUILDINGS A 3/ 3/17 FOR CONSTRUCTION PERMIT PNR PNR ASK 5230 CARROL CANYON RD SAN DIEGO,CA 92121 PROJECT: COPY OF WEST.JAMES CA PAINT ROOF FINAL CUSTOMER: JAMES WEST OWNER: JAMES WEST LOCATION: OROVILLE,CA 95965 CAD DATE SCALE I PHASE BUILDING ID JOB NUMBER 3/ 3/17 N.T.S. 1 A 15-B-71899 C ON13 EXP 6180=Y ar 09, 2017 �, CNIL SHEET NUMBER ISSUE DET11 A c• >>A, 2" Member Screws At 6" On Center Member Screws " R" Panel Skylight Member Screws2 4 At 12" On Center q At 6" On Center SECTION THRU STANDARD SKYLIGHT,- ROOF PANEL Tape Sealant Tape Sealant Skylight Panel Stitch Screws Stitch Screws At 12" On Center Tape Sealant At 12" On Center. >---y Roof Panel ................ Member Screws47\ .............. At n Center Insulation Trim SECTION A" Inslllntion Trim Insulation F-76 F-76 Insulation STANDARD SKYLIGHT PANEL INSTALLATION _ ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS A 3/ 3/17 FOR CONSTRUCTION PERMIT PNR PNR ASK 5230 CARROL CANYON RD SAN DIEGO,CA 92121 ` PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL CUSTOMER: JAMES WEST OWNER: JAMES WEST (YV -,• �� Edge J Q NOTES: Joint Q Typ Both THK. WELD SIZE Sides 16 Go 1/16": 0.0625 inch 14 Go 5/64": 0.0781 inch 12 Go 7/64": 0.1094 inch 2-24 10 Go 9/64": 0.1406 inch 2-24 L 2 L2 3., ' TYPICAL COLD—FORMED CONNECTIONS ® L 2 s 3/8" -Th/k' ® L 2 Below 3/8" The Material Q Has No Joint a ' tr < 3/8" Thk < 3/8" Thk> or z 3/8" Thk, T z 3/8" Thk BGTSM / \ BGTSM n < 3/8" rnick l 3/8" Thick or • ® a BGTSM hick © b ' 02 0N © L/2 ©U Typ Typ Q ® < 3/8" Thick or 3 8" Thick BGTSM Straight Column Type 1 10 tf > 3/8" N With 5/16" Fillet lb © ;• Thk or b © L9 -<z 3/8" Thk Typ BGTSM' % -1 � Typ Typ • Interior Wide Flange Base Plate b N Typ } ® V� ** Note: Sizes Of Fillet Weld >3/8" Thk For Web -To -Flange Weld or Web Flan e Thickness © 2 L 2 s 3/8" Thk Bottom Flange Thickness 3/16" 1/4" To 1/2" 1 Over 1/2" Some As Bottom Flange tf > 3/8" N With 5/16" Fillet 10 Go & 3/16" © ;• Port Joined. b © 1/4" Typ See Note Typ At L 2 Webs. > f Some As {Conn Plate Typ 3/8" ** Note: Sizes Of Fillet Weld >3/8" Thk For Web -To -Flange Weld or Web Flan e Thickness © 2 L 2 s 3/8" Thk Bottom Flange Thickness 3/16" 1/4" To 1/2" 1 Over 1/2" Some As Bottom Flange tf > 3/8" N With 5/16" Fillet 10 Go & 3/16" 3/16" See Note 2 Port Joined. b © 1/4" 3/16" See Note MQ L 2 5/16" See 1/4" 2 Some As {Conn Plate a 3/8" 1Note 5/16" a Dimemension Plus 3 Inches, and b Dimension J Over 3/8" See Note 3 s 3/8" Thk Typ At a bt Webs „ © <3/8" Thk k or ® Notes: �— or T Cz 3/8" Thk > 3/8" Thk)-f� ® BGTSM 1.) 3/16" Flanges Are Not To Be Used For Web <3/8" Thk Thickness Of 1/4" Or Over Unless Specified or O b •' Note!!! By Engineering. {z 3/8" Thk 2.) Weld Size Equals To Thickness Of Web Or ® <3/8" Thk BGTSM - or ® ," + See Note 5. 3.) For Web Thickness Over 3/8" All Fillet Sizes �® + �--<z 3/8" Thk Are To Be Specified By Engineering. BGTSM 4.) Weld Both Sides Of Web To Flange 3" - Beyond Both Ends Of Bracket. ©L 2 Weld Int 3-6 L 2 Over 24" Deep Webs - Q 2 1 2" / ' S.) Flange To Flange Or Flange To Connection ® Plate Weld Sizes Are Determined By The 0 0 2 1/2" Following Criteria: - Tw Flg Brace Cliff tf < 3/8" +' 3/16" Fillet 3/8"< tf < 3/4" N With 1/4" Fillet Q Typ �< 3/8" Thick 2!3GBTSM hick n © a� Typ Typ Q Typ TYpQ Q < 3/8" Thick 0 or i 3�8" Thick B TSM Straight Column Type 2 DATE I DESCRIPTION 3/ 3/17 1 FOR CONSTRUCTION PERMIT r Q Notch > BGTSM = Back Gouge Typ 3/8° Typ To Solid Metal (Typ. © © Typical Stiffener Detail SECTION A—A Revised 4/25/08 Notice This Drawing And The Information Contained And Or Depicted hereon, either expressly or implied, is CONFIDENTIAL AND Bockinq Ring— PROPRIETARY and may not be reused, reprinted, distributed otenal or otherwise disclosed As Pi M /✓ As Pipe W-1 /WELD DETAIL SHEET Interior Column Conn Plates BY GK'D SK PNR PNR ASK EMPIRE STEED BUILDINGS - 5230 CARROL CANYON RD s� `c SAN DIEGO,CA 92121 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL CUSTOMER: JAMES WEST OWNER: JAMES WEST LOCATION: OROVILLE,CA 95965 CAD DATE SCALE. PHASE I BUILDING ID JOB NUMBER 3/ 1/17 . N.T.S. 1 A 15-8-71899 CON613 EXP.811A =17 ar 09, 2017 SHEET NUMBER ISSUE ��� DET13 A tf > 3/8" N With 5/16" Fillet Weld Need Not Exceed Thickness Of Thinner Port Joined. 6.) Weld Size Is To Be 1/16" Less Than Thicker Plate, But Not To Exceed Thickness Of MQ L 2 Thinner Plate. © L 2 7.) Opposite Side Weld Length To Be a Dimemension Plus 3 Inches, and b Dimension J Plus 3 Inches. ® X " Typ ®X M Note!!! r Q Notch > BGTSM = Back Gouge Typ 3/8° Typ To Solid Metal (Typ. © © Typical Stiffener Detail SECTION A—A Revised 4/25/08 Notice This Drawing And The Information Contained And Or Depicted hereon, either expressly or implied, is CONFIDENTIAL AND Bockinq Ring— PROPRIETARY and may not be reused, reprinted, distributed otenal or otherwise disclosed As Pi M /✓ As Pipe W-1 /WELD DETAIL SHEET Interior Column Conn Plates BY GK'D SK PNR PNR ASK EMPIRE STEED BUILDINGS - 5230 CARROL CANYON RD s� `c SAN DIEGO,CA 92121 PROJECT: COPY OF WEST,JAMES CA PAINT ROOF FINAL CUSTOMER: JAMES WEST OWNER: JAMES WEST LOCATION: OROVILLE,CA 95965 CAD DATE SCALE. PHASE I BUILDING ID JOB NUMBER 3/ 1/17 . N.T.S. 1 A 15-8-71899 CON613 EXP.811A =17 ar 09, 2017 SHEET NUMBER ISSUE ��� DET13 A S P E C I F I C A T I O N S Genera I: The engineer, Alexander A. Tounian, shall not be held responsible for electrical, plumbing, mechanical or any other phase of this project which is not specifically shown or noted on the drawings, bearing the engineer's seal 8 signature. Dimensions shall take precedence over scale on drawings. The engineer shall be notified of any discrepancy. All Work shall meet the general requirements of the California Building Code, 2016 Edition, and local ordinances. Site work: Remove all vegetative matter, scarify excavated area and any loose surface+ soil to a depth of 8 inches and compact to (BO90 of maximum density, conforming to the ASTM D1551 method of test. Imported fill shall be granular and non -expansive soil, free'of vegetative matter," debris and rocks or similar irreducible matter larger than 8 inches. Fill shall be' installed in horizontal layers of 8 inches in loose thickness and compacted to g0% of maximum density, conforming to the ASTM D1551 method of test. Foundations: Allowable net change in soil pressure = 1,500 psf, at 12" into native soil, or engineered fill. All column footings shall extend a minimum of IV into native undisturbed soil or engineered fill. Reinforcement: Reinforcing steel shall be deformed bars conforming with the ASTM A615 Grade 40 specifications. Reinforcing bar splices shall be greater or equal to 40 -times the bar diameter, with a minimum length of 24 inches. Reinforcing bar bends and hooks are as follouis: Minimum bend diameter "D"= 6 times the bar'diameter "d',in inches, 211/2" minimum. Minimum SO* hook length V= 12 times the bar diameter °d", in. inches, 21/2' minimum. Minimum 135` hook length "L"= 6 times the bar diameter "d", in inches, 21/2" minimum. Minimum 180' hook length. "L"= 4 times the bar -diameter "d", in inches, 21/2" minimum. a i i M Min. 180° Hook 135' Hook 90' Hook Bar Size "d" (in) D "" (in) 90• 1" (in) 1351 . 1" (in) " 180° 1" (in) 03 3/8 21/4 41/2 21/2 21/2 04 1/2 3 (0 3 21/2 5 5/8 33/41Hc3/2 33/4 2 1/2 No 3/4 4 1/241/4 1 3 Anchor Bolts: All anchor bolts shall conform to the stipulations of the ASTM F1554 Grade A36 or A301 Specifications Concrete: Concrete shall develop a minimum compressive strength of 3,000 psi at 28 days of age. However, calculations are based on f'c = 2,500 psi, therefore concrete testing or special inspection is not required by the undersigned engineer. Concrete shall have a minimum cement content of 5 sacks per yard, a maximum aggregate size of 11/2 inches, a maximum of 11/2 gallons of water per sack of cement, a maximum Water -Cement Ratio of 0.5, and a maximum slump of 4 inches. Cement shall be Portland Cement Type II, conforming to ASTM C150 specifications. All aggregate shall conform to the ASTM C33 specifications. _ Minimum coverage of, reinforcing bars shall be 3 inches where concrete is poured against earth, 2 inches where formed but in contact with earth, and 111/2" elsewhere. REV SUBJECT BY DATE 0- I /� Q�OFESS/pN �4L.EX,4NI)E:R A TOUNI,AN ��Q��PNDERa r�G9�Fti 0 Structura I Engineering_ 9 m A.3-3 -18 8945 HILAR? LANE, STOCKTON, Ca. 95212 6.' 0 TELEPHONE: (20S)S31-4246 QvlL Q? 0 FOF CA1-\C"� 03-23-I1 DRAWINGS INDEX SHEET SUBJECT 5-1 SPECIFICATIONS S-2 FOUNDATION PLAN 5-3 FOUNDATION DETAILS 6-4 FOUNDATION DETAILS 5-5 ANCHOR ROD DETAILS BUTTE COUNTY APR 0 7, 2017; DEVELOPMENT SERVICES 8/ 7- 06as BU I I t UUUN I Y DEVELOPMENT SERVICES REVIEWED FOR CGDE F �F�LIANC DATE�� � % BY " D8to Job f FOUNDATION SPECIFICATIONS 11033 CIJmor. eef . Drern by: Sheer JAME5 WEST - AAT LocatiorlF BOB S-1 OROVILLE, G ALIFORNIQ NO SCALE of 5 Sheets �e_ G�� ti APR 0 7, 2017; DEVELOPMENT SERVICES 8/ 7- 06as BU I I t UUUN I Y DEVELOPMENT SERVICES REVIEWED FOR CGDE F �F�LIANC DATE�� � % BY " D8to Job f FOUNDATION SPECIFICATIONS 11033 CIJmor. eef . Drern by: Sheer JAME5 WEST - AAT LocatiorlF BOB S-1 OROVILLE, G ALIFORNIQ NO SCALE of 5 Sheets �e_ G�� I 1 D 0 �C mo C M 0 10 `0 1, r3,: m •> 2 n z 0m m 0� n tmn C J c(��l �(��l cf{�l cf��l • � U t �. Il� l�t Il� l�t • H d � IP ♦ ~ O Q m U O u1 tl.. Lu I „� Y m U r� W � d% CV CV Q Q Q " ul LU LU ta Q T. T T z z z O I L� ��� W D D D cl T / Q moi. 10 O pci aW W Q J W U cAOlu Ul m ul IL O Q'Q Q Q' Q Q Q W lu w w ul W — U U U lLLI VIS I� U U• UJ O O O O 0 O N N N N N N LT 0 Q < Q Q Q� LU >P N til W - =U Q Z hij Cf7 / .. \\ i \\ I U- u- / Ll t y IOL cA w co cA eO cA o • • IIQ% IY%t 4-0 J c(��l �(��l cf{�l cf��l • � NI r � H d � IP ♦ ~ O Q m U O u1 tl.. Y m U r� W � d% CV CV Q Q Q " ul LU LU ta Q T. T T z z z O ��� W D D D cl �. Q moi. O pci aW W Q J W U cAOlu Ul m Q'Q Q Q' Q Q Q W lu w w ul W — U U U U U U• UJ O O O O 0 O N N N N N N 0 Q < Q Q Q� >P W - =U Q Z hij Cf7 / m IOL cA w co cA eO cA o • LU O O 1 1 1 1 i 1 •� ('� M N N N X X X X X X O z p w a] N � Y 1 1 1 1 1 1 N N N N N (f) Q m u o lu . N NI r d IP ♦ ~ ' ~ Z 0 Y m U W � d% Z J 111 (� w - , w � Lu �N.. W ta u.l E� r- W O ��� W W UQ U Kh cl X Q moi. O pci aW W Q J W U cAOlu Ul m Q Q�C1 ai OwlW tl O Z UJ Qpm 0 ,L z �QN LU U w W - O. 0 U- o >P W - =U Q Z hij Cf7 / m IOL Q LU O O W LU O z p w a] N � Y W '0 ca U z 1 `t er C O Q �F-p -- Cj) CO W W ZLU W UUQL LLI W\ O D q LU Q Ul m H O � U� N z N —t O Q cl 1— O O U W O=�� O , �LU p U Lu W !1_ �- W !1_ . lei \9 Q ci U LU cA N cel . END WALL INTERIOR COLUMN -LINES '4'. END WALL INTERIOR COLUMNS -LINE 'I' COLUMN RIGID FRAME COLUMNS -LINES '1' t '3' ' (2) 5/8"0 ANCHOR BOLTS (2) 5/8"; ANCHOR BOLTS , (4) 3/4"0 ANCHOR BOLTS W/ BEARING L 2 x 3 x 3/16 x 0'-511, BEARING L 2 x 3 x 3/16 x 0-5", • ~ BEARING L 2 x 3 x 3/16 x 0-611, SEE DETAIL "N / 5-5". A. SEE DETAIL 'TI/ 5-5" - I SEE DETAIL "M / 5-5" Lu Lu 10" 4 x 10' HAIR -PIN, 5't EACH uj 8'l 4 x 10' HAIR -PIN, 5'! EACH ju. a Q 8 1/4° 04 x 10' HAIR -PIN TYPE '1', 5't EACH LEG, W/ 60' INTERIOR ANGLE ` LEG, W/ 60' INTERIOR ANGLE ' - I I LEG, W/ 60' INTERIOR ANGLE, SEE SEE DETAIL H / 5-4 _ J SEE DETAIL H / 6-4 ~ -; DETAIL ill / 54 I I • 04 BARS AT 18" or. EACH WAY AT MIDDLE OF SLAB - 04 BARS AT 18" oc. EACH WAY PLACED AT MIDDLE OF SLAB w •4 BARS AT 18" oz. EACH WAY PLACED AT MIDDLE OF SLAB - - PLACED s ------- r======= 6 SLAB s� ---- -- r==-==_= 6 SLAB . r s-=-- — —�-- ----z-- -6" SLABI , I It II-------,00l----loo-- II ~ I I IF -------- II / 6" SEE STRUCTURAL I I NOTE '2', SHEET 'S-2', •. / I I t 6 SEE STRUCTURAL NOTE '2', SHEET '5-2', • a 4- I I� 1 I SEE STRUCTURAL NOTE '2', SHEET 'S-2', ' rr�'� II A a FOR CONSTRUCTION I �-. �f.. CII +� FOR CONSTRUCTION FOR CONSTRUCTION � k. - �� .,•_ `!Yr. _ .. P, r_ �.. �I--' - .�. _; , , ..-4 = I' r •. w.'�FnRIME' PERIMETER FOOTING - - 1 PERIMETER FOOTING I TER FOOTING IL p1 REINFORCING ARE NOT 1- REINFORCING ARE NOT . 1 REINFORCING ARE NOT . SHOWN FOR CLARITY, SHOWN FOR CLARITY, SHOWN FOR CLARITY, 05 BARS AT 12" I SEE DETAIL X / S-4". l - 5 BARS AT 12" I SEE DETAIL '4C / S-4". ' 5 BARS AT 12" I SEE DETAIL X / S-4". O.c. EACH WAY 2'-0" WIDE x 3'-0" LONG oc. EACH WAY 2'-0" WIDE x Y-0" LONG oc. EACH WAY 2'-3" WIDE x 4'-0" LONG L s FOOTING "C" DETAIL C FOOTING "B" DETAIL 8 FOOTING. ".4" DETAIL ,4 it POST t BRACE (2) 5/8" � ANCHOR BOLTS END WALL CORNER COLUMNS - LINE '4' END WALL CORNER COLUMN - AT '1-E' V-211 ICHOR' BEARING L 2 x 3 x 3/16 x 0'-5", END ,4111 WALL CORNER SEE DETAIL "N / S-5" (2) 5/9"0 ANCHOR BOLTS (2) 5/8 fW,4CWO_R_BOLIS COLUMN -AT '1-A' I BEARING L 2 x 3 x 3/16 x 0'-5", BEARING L 2 x0.9 3116CAL01TWI)EVELOPMENT S I (4)1" 0 ANCHOR BOLTS W/ SEE DETAIL "N/ S-5" SEE DETAIL "'i's -REVIEWED FO W w N AIL2 L 35-5/16 x 0'-8", SEE BEARING 0 � 10 Q W 8 g� CODE i>OIl��PLIA! 8" I I BRACE ANCHORAGE BY LL TO FOUNDATION LL _ LL -DATE I 04 BARS AT 18" oc. EACH WAY PLACED AT MIDDLE OF SLAB 04 BARS AT 18" oc. EACH WAY PLACED AT MIDDLE OF SLAB •4 BARS AT 18" oc. EACH WAY PLACED AT MIDDLE OF SLAB ----11 —JI - — — — -------►-- 6i SLAB s�------- r------- 6 SLAB s�----=-- ------- 6" SLAB - yl-- /------- ,:< ` :s::::•': Al if (Oil/ 6 SEE STRUCTURAL 11 /� ;:'<e` `.° 6° SEE STRUCTURAL r I I I ( NOTE '2', SHEET '6-2', NOTE '2', SHEET '5-2', I I 1 I I 11 SEE STRUCTURAL I I I FOR CONSTRUCTION I FOR CONSTRUCTION NOTE '2', SHEET '5-2', FOR CONSTRUCTION PERIMETER FOOTING i PERIMETER FOOTING - I PERIMETER FOOTING !—--j�-----�----_ REINFORCING ARE NOT �---j----� REINFORCING ARE NOT _ ------_ !'- 1 REINFOIll An NOT SNOU�I FOR CLARITY, - SHOWN FOR CLARITY, SHOWN FOR CLARITY, 5 BARS AT 12" i SEE DETAIL X / S-4".SEE -, 5 BARS AT 12"-21--/- DETAIL "K / S-4". 5 BARS AT 12" I , , SEE DETAIL X / 5-4". `oc. EACH WAY 3'-0" WIDE x 2'-0" LONG - oc. EACH WAY 2'-0" SQUARE _ oc. EACH WAY . 2'-0" SQUARE FOOTING "F" DETAIL F FOOTING "E" DETAIL FOOT11�lC-� ��D��. DET,4IL _ Job � REV SUBJECT- BY DATE ALEX,4NDER A TOWN f AN• �oeao REasTo"q�F AQP Gy, FOUNDATION DETAIL5 03-22-I1 _ 11033 0 A Q Structural Engineering cl Draw � > hmb �- No. m J Ai"I E S UJE S T AAT} bill 141LARY LANE, STOCKTON, Ca. it ' e &-3 SONE A TELEPHONE: (20S)B31-4246 9j� CML Q, OFCAU� ORO/ILLE, CALIFORNIA Q 03-23-I1 of 5 Sheets VICES I CE SAW CUT pis" x DEPTH AS NOTED, AND CAULK, • •4 BARS AT 18" o c. EACH WAY I I ��f� � WITHIN 6 TO 8 HOURS OF t PLACED AT MIDDLE OF SLAB y (U 04 x 10' HAIR -PIN, WITH 60' INTERIOR ANGLE, AND I I I i� (U 04 x 10' HAIR -PIN, WITH i 60' INTERIOR ANGLE, AND CONCRETE PLACEMENT. —�---------s------- v--- 6" SLAB ( �� MIK 11/2" CONCRETE COVER w 6" ax.. in --3413" ll) PAIR OF (2) 5/8"ill ANCHOR BOLTS, 1 Max. _ WITH BEARING L 2 x 3 x 3/16 x 0'-5" �i MIN I1i2" CONCRETE COVER A 6" Mini 4„ (2) PAIRS OF (2) 3/4"0 ANCHOR BOLTS, 1 l Max. _ WITH BEARING Ls 2 x 3 x'3/16 x 0'-6" SEE DETAIL / S L 'Tl -5" �� -, SEED M / S 1 �� � DETAIL " -5" • �� ` 6" SEE STRUCTURAL NOTE 7, SHEET '5-2'. FOR CONSTRUCTION - fc" Thick Slab, Saw Cut Depth - 11/2" Maximum, I 9!� 4" Minimum. � �` I ul ' W \ \ 30' 2 - - \ 30' ` CONDITION FOR FOOTING TYPES 'B' 3 'C' CONDITION FOR FOOTINGS TYPE 'A' - CONTROL JOINT (C.C_J.) J 1- AIF, -PIN T1'fi=:>E '2' DETAILS 1- �4,41R-PIN T1'fi=E '1' .DET,4IL5 G FORMED BASE TRIM —m-anF ... WALL SHEETING SIMF'SON 0.145"m PDP POWER ACTUATED a -' J FASTENERS, OR EQUAL, W/ 11/4" MINIMUM + +- .T. — (2) 5/8"4 ANCHOR BOLTS, SEE DETAIL "P / S-5" Lu w PENETERATION, AT 24" O.C. MAXIMUM, AND _ , , MINIMUM 3" EDGE DISTANCE w w „ a D 8 4 BARSAT 18" oc. EACH WAY 4 BARS AT 18" o c. EACH WAY o l,_0, ACED AT MIDDLE OF SLABPLACED .fl----- AT MIDDLE OF SLABLL'J2q6slope[�4 ----�-- 6„ SLAB 6„ SLAB <; 6" SEE STRUCTURAL NOTE '2', SHEET 'S-2', 6 SEE STRUCTURAL '5-2', • • FOR CONSTRUCTION IM • NOTE '2', SHEET FOR CONSTRUCTION PERMIT # BUTTE COUNTY DEVELOPMENT SEF — I o X: i . nEVIEWED`'0I GOOF COM PL&CS • _(2)'114 BARS TOP t BOTTOM CONTINUOUS, AROUND THE I PERIMETER 4 THROUGH ' ' FIATF BY_ (2) •4 BARS CONTINUOUS TOP t BOTTOM' ALL FOOTINGS I'-0" (MINE . CONDITION AT EXTERIOR SHEETED UbALLS CONDITION AT FRAMED OPENW36 4 EXTENDED 240 BEYOND EACH SIDE OF OPENING: ' . NOT USED ff E R I.M.E T E iz F O O T I N D E' T A 1 L S K. REV SUBJECT BY DATE ALEXANDER A TOUNIAi l �Q�oPaoER ASTOGq! 3 FOUNDATION DETAILS Dal,, 03-22-11 .Job No. 11033 Structural Engineering_ , JAMES WEST Drawn br AAT Shoob 08945 HILARY LANE, STOCKTON, Ca. 95212 P• 3118 �� /� Q � .TELEPHONE: (209) 9 31-424�c -9��OFGiVI� C OROYILLE CALIFORNIA.NONE see i 0 03-23-11 of 5 sheets VICES I CE 311 x� (2) 5/8"0 ANCHOR RODS W/ 3" PERFECT THREAD, ASTM FI554, GRADE A36 OR A301 BEARING ANGLE, ' L2 x3x3/16x0-5" ASTM A36 WASHER R 11/2" x 1V2" x 3/8" ASTM A3(,, W/ HEAVY HEX - NUT ABOVE AND BELOW NOTE - 1. SIMPSON PA55-18 MAY BE USED FOR THE THREADED ROD, NUTS d WASHERS, WITH THE BEARING ANGLE PROVIDED SEPARATELY, AND WELDED ON AS NOTED. 2. LARGER WASHER PLATES MAY BE USED, MAINTAINING MINIMUM V PLATE THICKNESS. 5/8"0 ANCHOR BOLT DETAIL I N 411 (1) 3/4"0 ANCHOR RODS W/ 3" PERFECT THREAD, ASTM FI554, GRADE A36 OR A301 EARING ANGLE, L1 x3x3/16x0-6" ASTM A36 { WASHER FE 2" x 2" x 3/8" ASTM A36, W/ HEAVY HEX NUT ABOVE AND BELOW NOTE- 1.51 OTE-I.SIPAB6-18 MAY BE USED FOR THE THREADED ROD, NUTS d WASHERS, WITH THE BEARING ANGLE PROVIDED SEPARATELY, AND WELDED ON AS NOTED. 1. LARGER WASHER PLATES MAY BE USED, MAINTAINING MINIMUM 3,b" PLATE THICKNESS. 3/4"(P ANC+40R 80LT DET,4fL I M 4" r/�(2) I"m ANCHOR RODS ,/ W/ 3" PERFECT THREAD, ' ASTM FI554, GRADE A36 OR A301 BEARING ANGLE, L2 x3x3/16x0-6" ASTM A36 ' WASHER E 21/,' x 2t,2" x 3/8" ASTM A36, W/ HEAVY HEX NUT ABOVE AND BELOW NOTE. I. SIMPSON PABB-24 MAY BE USED FOR THE THREADED ROD, NUTS d WASHERS, WITH THE BEARING ANGLE PROVIDED SEPARATELY, AND WELDED AS NOTED. , 2. LARGER WASHER PLATES MAY BE USED, MAINTAINING MINIMUM 3/9" PLATE THICKNESS. 1"0 ANCHOR BOLT DETAIL L. 4" (1) ANCHOR BOLTS W/ 2"" PERFECT THREAD, ASTM FI554 OPTIONAL L 2 x 2 x 3/16 x 0'-5" PERMIT # ASTM A3ro - MAY BE BUTTE COUNTY DEVELOPMENT SE VICES PLACED ON EITHER REVIEWED ED F® SIDE OF ANGaOR BOLTS DUDE UUMFL-IAruE DATE _ BY C 4OR ENDS, WITH OR WITHOUT HOOKS f DOOR JAMB ANCHOR 5OLT DETAIL NOT USED NOT USED 5/8"o DOOR JAM5 ANC140f.R DETAIL P REV SUBJECT BY DATE FOUNDATION DETAIL5 oaten 03-22-n ,lob Nola 17033 Z �4LEXANDER ,4 TOUNIAN Q�oovORESSIoNq� �� " Gy9� Albr Structural Engineering_ z 0. JAMES WE5T °rte"' AAT shoot: Al 8945 HILARY LANE, STOC KTON, Ga. 95212 P 3- 18 �� 9 -51 uorc °` Al TELEPHONE: (209) 931-4246 C>'� L �FOFc OROVILLE, CALIFORNIA NONE 0 �3-23-I� of 5 meets 89.45 Hilary Lane Stockton Galfiornia, 952.12,'761:209 rri VjW Footinms Type A': y Vertical : DI 1.3: k, CL 0.4k.., -LL, 10.4 k,.D.L +.CL + LL; 12.I:k Horizornal: DL -0 4 k CL Uplift (Lrfii In. = 7 k Net Uplift (.wozlc ig) O fi.X 1.,3 0.6,x 8 7 = 4:44 k Uplift. Use' Page :.2 :of 4 TalzNo:Y'�03` James.'Vest Calculations revised per .plan review 0 30=2017,.AAT +ops cv j< Cfeck. Bearing: Check Reinforcement::: Qu < 1.:6 1-34'=: 21.5; ksf <21Sx(4,0 '2 12x -225k.12 11 k=in x 4{1}/ (0195.x 2.5 Nls:U-9 9 (3 x 0.3) x.40'x (w.'69 = 0-6312)'=-466 k -in.> la'6k 1n;, O'K Check 16ri :Pin: Sla6:ieinf6#,ing5;#4 bars ( 18'.o.c.:each way, As. 0.131 sq-in:f.ft-viwidth Hu.<16.x3:5=.560:k . )✓ffaetzve.slab witkr > 2c (. Yin: 3fF) 5.=0.fi Hs.: (hax� pian) 0;9 x (2: x.0.196 96) 40 k.,Cos 30. = 12.2. k, x;60 k;.OK IIs:. slab} _-.0.9-x0l 1. x 5 Z 4'0 =?3:6 k > 5:60 k, OK Check. .Upli:£t *Assume :conservatsveIy that 5 of siabin counter .1'exure, around the:footng contributes in resisting uplift. Slab'Wt Q 1.50.E x,12) T(4 O: i Z: k 5):,x {x.25. + 5)]= -7. -z6'7" -k-. Perini&tet f6oti4lo, '4V".t ='0 ISO x 1, x :1 .,5:,,K 2 x 5 =2.21 Frictang Vdt Q;150 Total resis(ance 7 6.+ 2 2 +,2.0 ='l1 8`'k: ! 4.44 k: OK, SF = ,11..8 /,4.44 2.66 OK: '� Check assumption: Mu 71.4.k. (0 1;50 x'6112) .i [(5 /2)^2 /2] x I'x.12 3 94 k-.inl ft. -.width a= (131:x40)%(0.:85 x•2.5.X 1: x 12)=.0.205." ll�s---0��(13X'x1)�40x,,(305.-0205/?)-'13:Z3klnl°ft -��.idth>3�.94,OK There�ore;'a Tare section c>F'the. slab is effective; than assumed, in: resisting upl.iit (K 8941{rzy tLamc, SiOckdon, Ca1i%r 95212-. T 9-4 e7fl3-353:1, Emailmat, .SSV (r- fj - . c' (v -c) g;pw L --7 1-7 t Mn r aol �o n LA Alexander.A. Tounian Foundation: Engineering '-?)'of4 Joh No-, 17G.33 I James 'west - Fooiinks !,�pe `V. & i'U7 I)L+-CL.+LL=-7-.5,k =--Off:k.'WWL- 4.4 k- + 0.6"' 'u M(WftOzate) 7.10;kk Net:Upliit::(working) :6x.;0:8 �1.0=-3.721.up Uplift. 'Use*: Check -Bearing:. . Q 7 Q .%:=t2:5ksf<1.50ksf,,'OK Check 'Reinforcement: = 2.0:0 ksf M, u <-1 2 '2'- x - �J 2 54;:(3 kk -'i,. n 2.)��2 'OA (0.9 '45 a �-k 40 .5.-x .2 - 2 0 x -2) =.O 7. i Ms. = 0.9*x'(3'X0-.3),x.40-x: (,14;*�6O-0.71/:2)=465,,k=:iii.>54."Ok-:ih,.OK C-bbek.Haif-pim bafs,@ 18" o.c. each way,.; -As-.=0;131:sq-]�.h./.ft-.width. Hu= -4 ' A0. k - Effe - OVe. -.5,10, "Nd�-.�> I X (5. t. S. lal 30)'Qft 'N;(Zx 0-196 3, x.40 x Cos. .0 0,.*9 x G. -I 3 1 x 5.x: 40 = 23.6 k.> 4-40 k. OK .Qbeck-Uplfft! .'`Assume...co.n.sei-va:tivolv,thai 5' ofsbib, incounter4exure5 around the fbotimg contrlh utes in. resisting uplift. -5) S, -fl-5.91k. -enineter-fQ tifig W-17-7':0.450 x -1 J, 'x Footing; yl 150 x (2.O x- 3.0) x 1.5 l." Total -resistance =;S.Y +: 22 + 3 9-40-k >".-72.k:OK, F-:=9-4013.72 =2.5-3 OK - C gi. .heck as.sum 06, width. ':2 :5�x1x.12)=0,205" -in ft width. > 3.94, x .705 / 2) 13.7.k There -fore., alarger section of fbe slab is effectivethan assumed, in resisting uplift OK S9.4 j4luytaiieSpbcjoo-p, C -a;6' ia,:95212. Tel .Email unian ol.c Em ;4 atouhian am Alexander.A,.Io an, Foundation Eng'mqertng. ,Pga&&, 4. of 4,.., J64.N0. 17W 3' James West: F6oting:T-.,vp.es.14,ti'.�.'E'i &IF -7-- ab. .O�i " f,t :-1,6 ad are!r "stied`by --'fI1c:cotf.firtqo.u,5 rcinforccd'peiift-1 itt.(qMMate).-- 3.7 k. Net VOIA (working) = .Use ..-211 0" W-id6.-.x 27 W:: long x:1' P deep for footings :types -'D-':&.'E-:, .j-.einfbrcd.d*'..w.i,th*#.,5.'bar-s'ai-1-2""ij.t;-rtia;zirulr� n eac '' h -way. N6te.hair-pii" aquired.f& corner ty es .)%. CE' &:'F', .C-heck.:Bea.rin-q-; D-30.ksf -,�'.1.50ksf,:O.K Q:— 2--8 Check Reinforcement: f -�in 112.: .�14kk a. (3 -xi-6, 3 x 40), -520 XI . -'2. 0;71 in . Ms=`0.9.-XD,03 x4* -44, -Jh > 1.3 4 1 -in OK -.�' OxG 9 0. 1./ 2) 465 k Check.-Upfift: .0 negltgrble, consideringthe :--capacities demo. nstr.ated--otic.alcutat-ioft'p'ag.Q'.s,:2'and,.OK. 894 Hilary Tel 209.4.03,3,531, Ermjfatouniah@a6f.co. • Anchor DesignerT"^ . g Software. Version 2.5.6326.13 AV Company:. Date:: 5121/2017 Engineer: ' Alexander A Tounian' Page: tAlfi,- Project: 16033.7 -.James West Address: .8945 Hilary. Lane, Stockton, CA 95212' . Phone: 209-403-3531 E-mail: atounian@aol.com 1.Proidd information. Customer company: i. Project, description: Plan Check No: B1.7-0625, - Customer contact name: James, -West ' Location: Oroville, CA Cuslomer 'Fastening description: ; Comore : FTCs 'E' - loor Anchorsage (4j I Dia AIR -- 2. Input Data &:Anchor Parameters. General.; - Base Material Design: method:ACI 318-14. Concrete: Normal -weight .Units: Imperial units • Concretethickness, h (inch): 32.00 State. Uncracked Anchor Information Compressive strength, f,; (psi)' 2500 Anchor type: .Cast in-place 4V6,v: 1.4 Material: AB Reinforcement condition: B tensiot}, A shear Diameter (inch):1 000 Supplemental reinforcement: No Effective Embedn�_ ent depth, h� (inch) 24:000 R'einforeemc+�t provided at corners: Yes 1 o, Anchor categry Do not evafuate concrete breakout in tension: No s Anchor ductility. ,Yes Do not evaluate concrete breakout in shear: No h,,.,; (inch): 23.63' Ignore 6do requirement: Yes C„i (inch): 1.88.Build-up grout pad- No S.1.finch): 4.00 Base Plate Loiad:and Geometry Length x Width x Thickness (inch): 8-00 x 1.0.00 x 0.38 toad factor source- ACI.318 Section 5 3 toad cot.Wi.natioip t9 % Seismic de n;•No Anchors subjected 10 sustained tension Not applicable ' Apply entire shear load at front rowi` No PERMIT # C �. Anchors only restating vnrid and/or seismicloads Yes t� .. 3300. Ib. -BUTTE COUNTY DEVELOPMENT SERVICES <Figtire 1� REVIEWED FOR' . CODE COMPLIANCE.. DATE_(,d L 2 I l— ” BYT� L1 .. €w'r. ,y,, r sY`YF d'o- a i ,T" .' •. t r'-"; aR spS R: ♦(\/\/�� ` 1� '�/'H '� ++1!�!!!VR'AW1M!''• A`.i"j4�'1;g _ •R., k. G� {°'r. a�4'�v^'4:'A Y4k.4"'ir...f _ . 0 f_Ib Input data and results must be checked for agreement with the. e)isbhg dreumstances the'standaids,and guidelines must be checked for plausibility. Strn�is O S OPTq T:e ,rxi e ?,% ret 5M W Las Positas.Boulevard Pleasanton, CA 9+4558 PhDrwe' 925:566.9M Fax: 925.847,3871 wMv.SVot coin , PSOW . . . i, rt1. Pa . -.; • Anchor D. eslgnerT"' , . : 8.6' l e :' . . m :version 2 5 6326 t 3 =-- . 5 Company Date 51211201;7 Engheer A 6e 466er.A Toun im . '. ,Page... ';3l5 Pro}ect 1:6033 James West Address 8.9+15 Hilary Lane, Stockton; CA 982.12 , Phone;> 209 403 353 t E snail; - 'atounian:@ao�:com11 _ 3: Restiiti, Anchor Forces'. n9 . • - -.' " + `Anchor' :� Tk,,ension loatl SheaiL.1;oad x., . . S`/hear ioatl y. Shear•loaAd� combined . r *':.'.I.i �.. . '',yUa'.(tb). ::'V %(Ij).`-' V.. (Ib);. 4 r" J(y�,.) -Nn,;)`;;(jb) f ':1 �Z2 0 ':0 0 i ' 37a 0'::, 37 0 . . ,,• " . . 2 :825 0 .... O fl 375 !0 375 A. ' — . '3 ' 8250 00 ;` 1 ' 3750..: 3r5U': ` , .. . .. ..'... .:•. ,. . ".''..:...4 .:... ...:''`.:: 825O-:'... :::'. 00 -: 375:0. `."::: . 375o:",. -";. Sum : `.. :: .` ... : : '0 0 15001_: .:,1500.0 `L. ' ::Maximum concrete compression strain:(7�o):;0:00:.'.' .`:' 3 <Figure :, : >.. . r Maximum concrete compresswn stress -(psi): 0 :.,.. -. Resuttant tension,force (Ib): 3300 ResuNant compressson force {!b) 0 . {� 2 1. : �- fa'�` ccerahicity of resultant tension forces m x axis a iv .(inch) 0;00:. . Ecxentncity of Fesultanf ti ns on,forees my-anis. erir (inch) 0:0(1 ['..' ! Eccentricity 8i.m ultant'shear forces in x axis, evz.(inch).. 0:00^ ;' Eccentricity of resultant shear forces in y axis a vy (inch) 0.00 -.' , .' , .. r4` X3' 4 Steer' trengEh of Anchor m Tgnston (pec. 17 "4Aj . Ali (1b)- ¢. 9NU a- tW' . ` . `. 35i 50 ". .0:75 '..2986Y :.. .. . 5 Concrete Breakout Strength of Anchor in Teriston fSec 174:21 ' :Ne 16;6,,If�Ml! (Eq -l7 -4.2 2b)' ; ' �e f� (Psi) ? - i)ca f!n) Nn (Ib) r . , .. i .. .. � ''': 1 00 2500 10:0.00 37133 `h ,. a '.�. /'_' Nc/iQlJso}Y�ic,,V— cdN.tPcti/�cpNNb(SeC 1731&Eq, 17.42:1b) ..' '{ .. :• Au (ry'k %1n�n() cA�r, C+n# t,"ed%il.,j�A, rfcF lJ Nb (I �). 0',''. 43I�iSJ. (lb). • 864 00; '.-.-900'00 9,75: .. 1.:000 0 895: 1.25 H . :ti` l.009 ' 37133... 0,70 . 27916.. .a r ' :6 Pullout Streriath of Anchoran::Tension (Sec 17 4 31 ' ' ..' .. . - :" ; :�iN+ 1p N, : aP� rBA9f� (Seo 17 3 1 Eq 1 Z 4 3 1 & 17 4 3 4) • yan Amp (tie) r� (Psi) .. '...'. d .::• .... �Nr� (lb} . .. .:: . . ...._'p. 1 4 5:1"5 2mo °" 0 70-.: 101 t318: f. ,. .t : <. •�' , .. .. .. .. ' . .. . . .. ' 1`' .. - - t: ` , ..• Jnput data and results `must be checked for agreement with the ei sting circumstances, the standards and guiddi - — must be ehecked f6r pteusibldy Siitt,^n 9t ^ng T e ct� A_ to 3355 / Les Positas Botsleuasd Pleesantori; CA 94588 Phare 925'.56fl 9tiTM rex.9�3 847 3871 vrnnJ s :.g,!e cqm r ' '`r '`., ^ J .`T' ' t.. . . . ,;. .. t ..._ .: .. � . i.'. '. ... _......_.'.'_.....:._... I �� . � '* �. .. ' I.:..: - ... . : .: .. -.:._*,--,:--. .:.,. .: ... � � ".:-.� .. .. . . �­' - .. ­­__ .1. :_w.,:...::. .. . ....I... �. , . ­ I.... ...- I... ,:. 'L . ...'. - � .,:_.:. . ...� P TM Company Al1ChOt. (pesigner Date .5/21%20i:7 Engineer. Rlexaader. A Touniar}: Software Page, 1-4/5 . Project: 1,6033 -James, West Version 2:5.6326:13 Address 8945 Hilary Lane, Stockton,.,CA 95212=. . 'Phone: 209-403=3531. E-mail: atounian@aoj:com ..0Stee! S,�trerigt4a ®g:Aomo#acWdA_S7MeafIsec 47.6.43, 21`080 1.0 0.$5 13709 9. Concrete Breakout Strength of.Anchor. in Shear (Sec. 17:5.2) Shear perpendicularao;edge.i0 y-direction: Vby = rimin�7(!e/daj°zJdea�Jf a,� s( g�adP�cerss� (Eq: 17.5.22a & Eq-17.5.2;2b) ! 0h) d, Un) {1a f� (psi) c„ (in) VpY.0b) 1.00 2500 21,00 ' 43305: $Vada (pec...1,7.3.1 5 Eq, 17:5.2.1b) Avi ((n2) RJro CnZ). Ym V. `Po.v ifi v. Vny.(lb) 756:00 1984:50. 1.000 0.793 1.400 1:000 43305 0.75:. 13734 Shearparallel to:edgeJ y-direction Vn:/ minf7(la/de)0Ndvl,64G60,5: 9175:2 2a & Eq:'17.5:2.26) 8:00 1.000 .1:00 2500 9:75.; •13700' 4i (21(ltuc/ Avg) �F, v,P. ;v,1,.vq?hv.Vva'(Sec. 17.3.1, 17.5.2.1{c) & Eq .17.5.2 tb} Avc(in2)a. . Av(in2.-). V V16v Y'qv. yf,u. VtiiP) :l1b) 515:53 427'.78 1.000 1.000 1:400 1.000. 13700 0:75 3457.1 ' 10. Concsete'Pryoot Strength of:Ahor in Shear (Sec. 17:5:3): :0vwxr=:O�k4!)i=_�,k�(Ani./Ar.�4):.Y�er.,N.dtiY'N`I'�r�:yNh(Sec:_17:3.1&-Eq;175,3:.1b1 .. .. kP - ANr (Ill'`) :QNko (int) yec.N:. if'od,N..gN . ycp,N Nb (lb) ¢` --'4VEP9 Ob}' . 2:0 .864.00- 900.00 1.0000:895. 1.250 1.000 371.33 030' 55833- .11. Results Interaction: of Tensile and-Shear-Forces (Sec. 1:7.61 Tenslo ,. Factored Laad., N;(b# �.pesign_SI*g h ON; ..(Ib} Rafio Staitas Steer... 825 26363' 0:03 Pass Concrete breakout '3300' 279.1 ti 0.12 : Pass:(Governs) . .:Pullout 825: 101018 0.01 Pass Shear, Tactored Design Strength,'oV'at, Status Steel .. 375 13709 0:03' Pass T Concrete breakouty- 1500 13734 0.11. Pass (Governs)' ((: Concrete: breakout x-. 75IX 34671.` 0:02 Pass (Governs)-. Pryout 1:5.00. 55833: 0:03 Pass. Interaction.che"ck (yu;14N,, Vos/4VO Combined Ratio. Permissible status Sec: 17:6.1 0.12. 0:00: 11.8%. 1..0.. Pass . PAS (:1"0) with ief'= 21 000jnch meets the selected design, criteria: Input data and results-must be checked foragreement with the ewsting circumstances, the standards and.guidelines must be checked for plausibility mf fin.'^imrn i �. c a»y kir Sf35G w v as Posrtas Bes7ievaid 'P eaSaaton, CA 94SSs phone 925.560 Tax.- 925.847:3679 ':vr nti.strrns mm • Anchor D -sic ..Company. Engineer Alexander. A T6unrah, [P640'.: 15/5 �Project' .16033.- James West Addires:s:.. -'8945 Hilary Lan'o,.Stdpktoh,: CA 95212' Phone: :209-403-353.1. E-mail: I.atounian@aoLcom 77 6s t �qner.W iQn. best6n.er't dgemen"t-to determine -4 titiks design is-swtaW Wi 1171 ' Anchor Designef rl' Software � : Version 2:5.6326J3 a. Company: I Date`. 5/2112017. Engineer.- Alexander A.Toonian Page: .115 Project: 16033 - James Vilest Address: 8945 Hilary Lane, Stockton, CA 95212 Phone: 209-403-3531 E-mail: atounian@aol.com 1.Proiect Information. Customer company: Project description Plan Check No. B17-0625 Customer contact name: James. West Location: Oroville, CA Customer 71... _ Fastening description.. Comme t FTGs'E -door Anchorsa e; (4):0.75`01a. ARs -- 2. lnnutData & Anchor Parameters General Design .method:ACI 318-14 Units: Imperial units Anchor. Information: Anchor.type: Gast -in-place Material: AB Diameter (inch): 0.750 Effective .Embedment depth, hd (incfi): 15.000 Anchor category:. - Anchor ductility; Yes hm. (inch); 17.25 'C�in (inch): 1.63 Sm, (inch): 3.00 Load and Geometry Load factor source: ACI 3.18 Section 5.3 Load combination; t3 = a' SD + 1.OVv Seismic. design: No Anchors subjected to sustained tension: Vol: applicable Apply entire shear load atrfront row; No Anchors.only resisting wind and/or seismic loads: Yes <Figure 1> Base Material Concrete: Normal -weight 'Concrete thickness, h (inch): 30.00 State: Uncracked Compressive strength, f� (psi): 2500 4Jcy: 1..4 Reinforcement condition: B fension, A shear Suppiementai reinforcement: No Reinforcement provided at comers: Yes Do not evatuate concrete "breakout in. tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: Yes Build-up grout pad: No Base Plate Length Width x Thickness (inch): 9;50 x6.00 x0.38 830.01b Sr, •� aw.r_,,s-'""• �.r`4Mtom 1«y,x-'%x +.«-ei.J'`.s�. 10- z,r�' 3..t -a ku 'Ty,^ a�.-++ss. •..++.- s+r iw ..K«.�cKw.s's.+w.h ".., �i. � sl. �4�� "' c �6vo .:a� 0 f -W 0 ft -1b 01 Input:data and resultsinust be checked for agreement with the.existing circumstances,'the standards and guidelines must be checked.for plausibility. cor,� :nytrc, s9561N.:1 as Positaszooevam `Plaasantoq, t;A 94585 Phone: 925:560.W D Fax. 925.81;7.387.1 wmv.strorgtie.com Company: I Date: 5/21/2017 Englneer. Alexander A' Tounan: Page: 2/5. Project` 16033 - James. Wes.t Address: 8945. Hilary l,ane,. Stockton, CA 95212 Phone: 209-403-3531 E-mail: atouniari@aol.com 22.00 ... 22:00 Recommended Attchor Anchor Name: PAB Pre -Assembled -Anchor Bolt - PA86 (3/4"0) ° Lo Anchor D;esJ ne 'T.M �'. Vv SO��UIIare Version 2 5 6326 13 Company : 'Date 5/21!201;7 Ertgnfeer Afexartder, A Toirnixrk Page .' 3J5 . Project: 1:6033 .James West Address :8945 Hilary L-ane,,$t6c:k , CA 95212 Phone:'.,- 209.403-3531. E maili` . % atounian@aol.com 3 Resultmq Anchor Forces. Anctior Ten&ion load; : '.: Shearaoad x;.. ;Sh'ear.load y Shear load cpmbined,.:." :.:.. . u)2+Nuuy)2:(fib) i 2075 0 ^' -115D D.' 0 0 115D'0 , `.. 207 0 : '" '" . : :. .1150,0: 0 0 1150b :2075 0 .. 1150:0 4.:y'. .•." 20750 ; 'UM •`::. AC)Ci)or �eSlgCl@CT" Compan Dake: 5/21/2017 "4!5 Ertgirreer: "AlexandeF A Tounid6* ftwa Sore Page; _' - ,R :�a.� {�-,,• Project: 16033 -James, West Ver ion 2:5.63261x' Address:. `8945 Hilary. Lane, Stockton, CA 95212 Phone: 209-4.03-353`1 E-mail: atounian@aol.com: .6. Steef.StrengWoof. Arichcwin Shea d$ec 0:5:41 :"0 4r- x4Vsa :fib) 9, Concrete Breakout Strength of Anchor inShear(Sec. 17.5:2 Shear- perD6hdkuW to.edge in.x d►rec.tion:. Vex = minj7(!�/d�)Oz4dA%.4Pccb114; 9A.4f'cce11•5j (Eq. 17.5.2.2a 9. Eq:" 17.5:2:2b) C.1 (in) 6.00 0.7501 t.00 2500: 15.75 261.28' ov _ (A'vcl Avera}:Y«.v'T°evvc•v A-; v6 (Sec. 17.3.1 A Eq: "17:5:2.1b). . - Ac�(W.Av-(W) �!fcc;.V ''.FyV �fc,v Y,,;y. V6Y.(ib) t{j 1134100• 1.1:16:28 1:000 0:979` 1:400. 1':000 281.28 035. 29384 . Shear. paraAef ,avdge.in x-direction; . Vby = mirij7(1°/.de).02�Ide���P�ce':5: 9 ia,IP1sj (Eq; 17.522a & Eq. 17.5:2.2b) - da (in).. ill fcfpsi) .Cea (Ip)' VbY{ib) 6.00 x:760 1°00 2500 20-M 40249 4V;;ny. _ 0. (2)(AB./Ate-) Yx,yy%.vsLyvtfS,;vVq. (Sec. 17.3.1, 17.5.2A(c} 8 Eq.,17.5.2Ab) Avc (W)Avco Ci02), Y'gy 'Yedu Y'.::v Y'n:V Vpy Ob) S5 ¢Vicea :(ib) 810.00 1800.00 1.000 1:000 1.400 1:000. 40249 0.75. .38.036 16, Cancrete Pryout Strengt.h of Aricii :irt Shoar. Mec. 17:5.3): �V�ao= ktalVcda='ibkbp(Anc/ANr,)Y� ;NI.Ka 9vrNY`gi'NNti{Sec, 17.3:1 R eq. .17:6.'31b). kin A&t:(ln2) Am. (int) %: ,j 4"ad,N Y�e,N .Yipm !r-!5 (Ibj4'Vepg AAn } 0b) " - 2;0 1296.00. 1936:00 1.000:.0.853 1..250 1;000 70303 0:70 70286 11:. Results; Interaction of. Tensile and>Shear:Forces"(Sec: 17.61 Tension 'Factored Load, Nua fib) " Design Strength, "o'N, fb) Ratio S1a�s" Steel . 2075: 1452B" 0.1:4 Pass " Cancrete bYeakout 8300" 35143 0:2' Pass"{Govemsy Pullout 2075 69266. 0.03 Pass Shear. Factored;Load, V,,. (ib Design Strength, eV; .(Ib) Ratio Status: Steel 1150 7556 0:15: Pass T Concrete.breakout;x- 4600. 29384 0,.16 Pass (Governs) I(. Catrcrete iiDeakout. y= 2300. ,�$Q�� Q�46 Pi35Spaverria). Pryout, 4600 70286'. 0:07 'Pass interaction check ' N„./¢N,;. V„8/gV,,, Combined Ratio Permissible Status'. Sec.-1'7:6 1 '0124. 0;00. 23.6% ' 1:0 Pass PAB6 (,344 ,O) with hef = 15.000.inch meets the selected design criteria. Input data.and results must be checked foragreement with the"existing circumstances the standards and guidelines mustbe checked for piausibitdy a MdS sit ` 2 J' g Iii Ca rw3s ;: '6956w L2s'Posftas 8oulevarii R"teasanton� CA 94588 Phone: 925560.9000 'Fax 926 847.3871 wWw strongife.colii '2191 Anchor Deslgr erTM . Softwa e. 'a�fetsion 2':5.6326:13 1:a of 157' Company:.Date ` S/21/20tT Ehgineer -Atexai6decAToQnla'n Page; 5!5, project:. 16033 - James West Address '6945:,Hilary, Lane, Stockton, GA 95212` Rhone; . :209-403=3531. E mail; atounian@aol.com. • Anchor DesignerTM Software Version 2.5.6325.13 1:;C V 1 :&- vs' Company: Date: 5/30/2017 Engineer Alexander A Toumian Page: f l5 Project: 16032 - James West Address: 8945 Hilary Lane, Stockton, CA 95212 Phone: 209-403-1531 E-mail: atounian@aol.com 1.Proiect information Customer company: Project description: Plan Check No..1317-0625 Customer contact name: James. West Location: Oroville,.CA Customer a Fasternng description: Comment. f TGs'13', 'C', 'D' &.'E' = EW.Columns, .( 518" Dia: ARs 2. Input Data & Anchor Parameters General Base Material Design rnethod:ACI 318-14 Concrete: Normal -weight Units: Imperial units Concrete thickness, h (inch): 32.00 Anchor Information: Anchor type: Cast -in-place: Material: AB Diameter (inch): 0.625 Effoctive Embedment depth; Nr(ineh); 15:000 Anchor category: Anchor ductility: Yes h"-,". (inch):- 17;13 C,,in (inch): 1.38 S,;;,; (inch):. 2.50 Load and Geometry Load factor source: ACI 318 Section 5:3 Load combinaitcn"Ll =10.90 1:OW Seismic design: :Nb Anchors subjected to sustained tension-. •Not.appficable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads. Y '76bO Ib <Fgure,l> IN z State: Uncracked Compressive strength, f. (psi): 2500 Wc.v: 1.4 Reinforcement: condition: B tension; A shear- Supplemental hearSupplemental reinforcement: No Reinforcement provided at corners: Yes Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout fn shear: No. ignore.6do requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 8.00 x 6.00 x 0.38 �,,k,�iin'+w: .�F; � s. ff •, d, a m;.b:, s�:. -.: :No r a, - ir7+ Asa' '+7 $�g - ws a"is•c :.: ���" � �'$ "� ai, v� 'iS =8' �' <-dti_ 'ry_,•.n.�L3 4. 0 ft -lb 170t Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility- Sier! cx� r na.i tr t'r r?a,: s dcm; 5956 W. Las:Positas Boulevard Pie sanion, CA 945% .Phone: 925.50.90w fax: 925:847.3871 v vw).srrvVfie min �� TM A� v*rsmnu.o.6azn.1s <Figure 1> R If 4 \(,— Company:. I bate: 15130/2017 Engineer: Alexander A Tounian I Page- 1215 Project: 16032 - James Wast Address: 8945 Hilary Lane, Stockton, CA 95212 Phone: 209-403-3531. E-mail: atounian@aol.corn Rebornmended Anchor Inpufdats msutti rhust be checked fo agreement wfth the existi g circumstancesi the standards and guidelines mUst be checked forplausibility. CW m., 41a.* �5956 IN. Las Positas Boulevard Pleasanton, CA 94588 Phone:. 925.560.90GO Fay:.925.847.3871 vwAAj:strong9e.com Anchor Q;eslgnerT"^ So#twor, Version 2.5 6326 43 z A. �-^ C � � i Company Date 5/30/2017. ` Engineer.Ytexander A Tounian .. Pa e..::3/5 ., .'_ Pro}ect: 16032 James VWeSt Address 8945 Mila,ry Lane;.Stodcton, GA 95212 Phorie; :209-4Q3?353t:. E,mails + atounian@aol:iom �.: 3 Resuff+ng AnchorFoft Arichor Tension loatl; :.. Shear load x • Shear {oad y Shear .load comqbined Vu y.�{b).` ! � i(Vuax)Nuer)'nb) 2 `3500 t3 - 0 0 85D 0.: -550 0' _• '. - :''•Sum .:.. 7400 0 =' 0 0 1700.0 1700:0 • aTCompany Anchor Deslgn:ernn " ." Date 5/30/2017 EngirreerA(exanifer A Tortnian• Software Page:: 415 s Pro}ect: 16032.- James West Version :5:6326: 2 13' 64i1dr�ss:. 8945 Hilary Lane, Stockton,: CA 95212 Phone. 209-403-3534 E-ma"it atounian@2ol:corri . 7..Side.Face:B6out 5 ,tren h ofArtcho�in TensiQn (Sec. 17:4 4 +ga.2lcot)14}(1.+.S/6Cai)Nab o5 (1+Ca2/Co4)l4)(1+S/6Cat)(.1;60C.14A6ry)7-4f6 (Sec...17.3 .1; Eq. 17:4.4:1 :8' 'S Vn) .,.. Cur fin}.. .. c rOni .: :. Aay Cnz) ;� Pc (psi) DNeu� (ib)` 3-10U . 4:00: .. 'M56 2:10.. 1. 00 2500 07G 36501. 8 Steet Strenojth of Anchorin Shear (Sec .12.5.1] V.- P). giow 7865 ` 1 0.: O65 5.112:. 9. Concrete BreakoutStrength of An6hdj-kt.She;k Sec: 17;5.21 Shear pdtpendicular to.:edge in.y-direcfron: Vex=:min(7(/�/d„}Oa�Idfl%a fcCar�S 9hfldPcCatt`Str q: 47.52,"2a B Eq. 17.5.2.2ti) ifl (rn) de On) .. Aa fc (psi) C., (in) Vby{ib)... 5.00 .0.625 ... ; :1..00 2500 16,50 28.109 �V�ny= ,(A.vc%AyOo)'1'«iv. FvY�;vVcy.(SeC.-1.7,31,&Eq.17:52.1x) Avh2-). A`vw (int) g �Y�,v Y1,;y Vbv. (lb) i ^nr (lb) 584.00 1225,13 0.748':.'.... 1.4.0.0 1..000_ . 28109 0,75. .10711` 'ShearparaT(eT,io edge'in y:ortection: VaF=:mini7(41d�)0 4d.;J Tor .'1r 6. 02.4Fccsi'sl (Eq. 17.5.2:2a & Eq. 17.5.2.2b) d� (in) ' . fc (psi) c,, (in) Ver (Ib) 0:625. 1.00 2500. 4A0: 3355 (27(Au�/Avm)if4 vaf'«rti`l�,v�n,vVe .(Sec. 17.3:1, 17:52.1(c).8'Eq .17:'59.2.1 b) Y/eVbX b)Avc (inl) Avw (in?)` 'Nyay Qv VVcti '(Iti) .. . 90 00; 72 00 1.:000. 1:000 f.400 1",000, 3355 0.75 8807 10 'concrete Prvout"Sirength of Anchor in Shear (sec 1:7.5.3) QVC?-ibkcpN�'-0kip ANO/Anco).P.;rvN c�yr:Y'c,vY'cy,niNe(Sec'. 17.3. 1 &Eq. . 1753..9.b) Anij (inzj Aw. (int)... +yyN Nn (Ib) : 4 �,V (Ib). 2;0. 864.00 ; 1600.00. 1.000• 0.760 1:.250 1;000 59977. ' 0:70 43076 - 't'ti Results_. IItmtdi-Omof tensile artd Shear Fi5kes (Sec 17 t . Tension Factored Load, N; 6 (16) Design Strength, BN;, ((b) Ratio Status . Steef 3500' 9825. 0:36 Rass:(Govems) Concrete breakout 7000 21.538 0:33 Pass Pullout 3500: 411;21 0:09 Pass Side=fabs blowout 70{70. 36501 0:.19 Shear Factored Load, V„a, (lb) Design:Strenyih; gVn' ,(tb) Ratio Stator Steel 85.0 5112 0.17 Pass T concrete breakout y+. 1700 10741 0.16 Pass (Governs) 11 Concrete breakoufx+ 1700 _ 8867 0:19 Pass (Governs). . Input data:and results.must 6e checked. for agreement with the existing circumstances the.siandardsand guideline must be checked:torplausibilrl? Sirr sdT `xR o 1 is Cc�rx�;ttiu 0 595as:Bout4vW Pleasanton, CA 9458E Phone: 5255S6 go , Fax: S25 8473571 anwo.ngve;com " Ari: h, De,5igiTprTm �. Software Version 25.6326`13. Company: Date:; 5130/2.x1.7 `Engineer. Alexander A Tounian Pager . 5/3. pr. a1eEt t.&032 - tames'UveSt . Address:. 8945 Hilary Lane, Stockton; CA 95212' Phone: 209=403=3539 Email` atounisi�aol.com , Piyout. 170.0: 43016: 0*04:, Pass CALCULATIONS PACKAGE BUILDER: EMPIRE STEEL BUILDINGS CUSTOMER: JAMES WEST JOB NUMBER: 15-B-71899 TABLE OF CONTENTS Original Design Completed thru Change Order # 01 Revkinn Hictnry BUTTE COUNTY APR 4.7 :2017 , DEVELOPMENT SERVICES PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR C�DE CC PLIAN DATE I `� _I f BY Update Rev # Reactions Reason for Revision Pages Revised Page LOC 1 Design Criteria 2 Building Sketch 3 Design Summa 4-12 Special Detail 13 Design Reactions 14-17 Seismic Design 17-18 Original Design Completed thru Change Order # 01 Revkinn Hictnry BUTTE COUNTY APR 4.7 :2017 , DEVELOPMENT SERVICES PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR C�DE CC PLIAN DATE I `� _I f BY Update Rev # Reactions Reason for Revision Pages Revised Date Eng. Revised Project Engineer: Akula Sai Krishna (Fairview) Checking Engineer: Srikanth Sikha Signing Engineer: Bejun Anklesaria, P.E. c 4- i March 03, 2017 EMPIRE STEEL BUILDINGS 5230 CARROL CANYON RD SAN DIEGO,CA 92121 15-B-71899 JAMES WEST 11108 YANKEE HILL RD OROVILLE, CA 95965 40'-0" x 60'-0" x 14'-0" To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance.with.the order documents, specifically as shown per the attached Engineering Design'Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler. requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by All American Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of All American Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either All American Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, All American Building Systems Materials for Metal Buildings An NCI Company Bejun Anklesaria, P.E. Engineer IV 15-B-71899 1 03/03/17 s � EMPIRE STEEL BUILDINGS Job Number: 15-B-71899 Jobsite: OROVILLE,CA 95965 Designer: ASK Checker: PNR Revision: A Date: 3/ 2/17 By: Paces Revised: Building Code CBC 16 Risk Category ........................ II - Normal Roof Dead Load Superimposed..................... 2.000 psf Collateral ...................... 1.000 psf Roof Live Load ........... :........... 20/20.00 psf Snow Ground Snow Load (Pg)........... 37.000 psf Snow Load Importance Factor (Is.) 1.0000 Flat Roof Snow Load (Pf)........ 25.9 psf Snow Exposure Factor (Ce)....... 1.00 Thermal Factor (Ct)............. 1.00 Wind Ultimate Wind Speed............ 110 mph Nominal Wind Speed (Vasd)...... 85 mph (IBC Section 1609.3.1) Wind Exposure Category ......... C Internal Pressure Coef (GCpi) 0:18/-0.18 Loads for components not provided by building manufacturer Corner Areas 27.134 psf pressure -36.262 psf suction Other Areas 27.134 psf pressure -29.433 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category........ . Soil Site Class................. D Stiff Soil Ss ..... ......................... 0.6420 g Sds ..... 0.5506 g S1 .............................. 0.2640 g Shc ..... 0.3295 g Analysis.Procedure.............. Equivalent Lateral Force Column Line All All(Front) All(Back) Basic Force Resisting System C4 B3 . B3 Response Modification Coefficient (R) 3.25 3.25 3.25 System Over -Strength Factor (Omega) 2.5000 2.0000 2.0000 Seismic Response Coefficient (Cs) 0.17 0.17 0.17 Design -Base Shear in kips (V) Transverse 2.56 Longitudinal 2.55 Basic Structural System (from ASCE 7-10 Table 12.2-1) H - Steel System not Specifically Detailed for Seismic Resistance C4 - Steel Ordinary Moment Frames B3 - Steel Ordinary Concentric Braced Frames G2 - Cantilevered Column System *********************************************************************** * "The design collateral load has been uniformly applied to the design* * of the building. Hanging loads are to be attached to the purlin * web. This may not be appropriate for heavily concentrated"loads. * Any attached load in excess of 150 pounds shall be accounted for by * *.special design performed by a licensed engineer using concentrated * * loads and may require separate support members within the roof * system." 2 03/03/17 Change FB to 2X2X1/8" O O O without backup plate @ indicated locations oo o ' D ' ----------- z O ' B � ` ----------- ---------------------- Add sub jambs ® O O 15-B-71899 Framing Layout 3/ 2/17 3 03/03/17 9 ! ' 15-B-71899 FRAMING SUMMARY: Roof 3/ 2/17 11:47pm PURLIN LAYOUT: -------------- Surface Purlin Surf Ext Stub Purlin Total Peak-Set_Space- Id Type Left Right Left ----- ----- --,-- Right Rows ----- ----- Space Space ----- ----- Row --- ------- ------ 2 ZB 0.00 0.00 N N 4 1.33 4.87 2 5.00 2 3 ZB 0.00 0.00 N N 4 1.33 5.00 2 4.87 2 PURLIN LOCATION: ---------------- Surface Purlin 'Surf Id Id Offset Space -2 1 4.87 4.87 2 9.75 4.87 3 14.75 5.00 4 19.75 5.00 21.08 1.33 3 1 1.33 1.33 2 6.33 5.00 3 11.33 5.00 4 16.21 4.87 21.08 4.87 PURLIN & EAVE STRUT: Surface Bay. - -Purlin Lap- IS_Flg Eave Id Id Part Left Right Strap Strut 2 110X25Z14 1.33 0 10ES4L14 2 �10X25Z14 1.33 1.33 0 10ES4L14 3 10X25Z14 1.33 0 10ES4L14 3 1 10X25Z14 1.33 0 10ES4L14 2 10X25Z14 1.33 1.33 0 10ES4L14 3 ,1OX25Z14 1.33 0 10ES4L14 ROOF BRACING: Bay Attach_Locate Id Start End Type Part Dia 2 0.00 20.00 Rod WR0800 0.500 ` 20.00. 40.00 Rod WRO800 0.500 BOLT AT EAVE.STRUT: ------------------- Wall Frame Line Lap ------- Bolt -Size ------ Id Id Type Plate No. Type Dia Washer ---- -- ---- ----- 2 1 EW - --- ----- 2 A325 ----- ------ 0.500 0 2 2 RF N 2 A325 0.500 0 2 3 RF N 2 A325 0.500 0 2 4 EW - 2 A325 0.500 0 4 03/03/17 4 1 EW - 2 A325 0.500 0 4 2 RF N 2 A325 0.500 0 4 3 RF N 2 A325 0.500 0 4 4 EW - 2 A325 0.500 0 PURLIN ANTI -ROLL: ----------------- Surf Line Ds_ARoll No. Id Id AntiRoll Type Id Purlin Purlin Id ---- ------------------------- ------ -------------------- 2 L_EW Clip w/gusset @002 3 2 3 4 2 RF Clip w/gusset @005 3 2 3 4 2 R_EW Clip w/gusset @002 3 2 3 4 3 L_EW Clip w/gusset @002 3 1 2 3 3 RF Clip w/gusset @005 3 1 2 3 3 R_EW Clip w/gusset @002 3 1 2 3 15-B-71899 FRAMING SUMMARY: Left Endwall 3/ 2/17 11:47pm RAFTER: Surf Id Id ?art Length Rafl 2 8F35C12 21.08 Raf2 3 8F35C12 21.08 RAFTER SPLICE: -------------- -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 3 0.00 M 7.00 0.375 A325 0.625 3.50 2 4.00 2 4.00 COLUMN: Grid Base Id Offset Line Part Length Elev ------ ------ ------------ ------ ----- Coll 0.67 E 8F35C13 12.63 0.00 Co12 10.00 D 8F35C12 15.73 0.00 CoA 30.00 B 8F35C13 15.73 0.00 Co14 39.33 A 8F25C14 12.63 0.00 BASE PLATE: ----------Plate-------- ----- Anchor -Bolt ----- Base_Clip_Bolts Id Type Width Length Thick Type Dia Gage Row No. Type Dia ------ ---- ----- ------ ----- ----- ----- ----- --- --- ----- ----- Coll S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 Co12 S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 Co13 S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 Co14 S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 CAP PLATE: 5 03/03/17 L -----Bolts----- Id No. Type Dia ------ Coll --- 4 ----- A325 ----- 0.500 Co12 4 A325 0.500 Co13 4 A325 0.500 5 03/03/17 L Co14 4' A325 0.500, OPENING LAYOUT: ---------------- Open -----Bay----- ------- Opening _Size ------ Id Id Offset Width Height Sill Note 1 2 4:00 12.00 12.00 0.00 OPENING JAMB/HEADER/SILL: ------------------- Open Bay Id Id Member Offset Locate Part Length 1 2 Jamb -L 4.00 0.00 8F35C14 14.00 Jamb -R 16.00 0.00 8F35C14 14.00 Header 12.00 4.00 8F25C16 12.00 GIRT LAYOUT: ------------ Bay Bay Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot 1 7.50 ZF 8X25Z16 0.00 10.00 Col Col 0.00 0.00 D 14.00 ZF 8X25Z16 2.91 10.00 Col Col 0.00 0.00 D 2 7.50 ZF 8X25Z16 0.00 4.00 Col Jamb 0.00 0.00 D 7.50 ZF 8X25Z16 16.00 20.00 Jamb Col 0.00 0.00 D 14.00 ZF 8X35Z12 0.00 20.00 Col Col 0.00 0.00 D 3 7.50 ZF 8X25216 0.00 10.00 Col Col 0.00 0.00 D .14.00 ZF 8X25Z16 0.00 7.09 Col Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 ' 2 3 0 0 0 WALL BRACING: Bay Brace -Height Id Bot , Top Type Part Dia ----- ------ ---------------------- ----- 1 0.00 7.50 Rod WR0800 0.500 2.50 15.73 Rod WR0800 0.500 ------------------------ 15-B-71899 FRAMING SUMMARY: Right Endwall 3/ 2/17 11:47pm RAFTER: Surf Id Id Part Length Rafl 2 12F35C12 21.08 Raft 3 12F35C12 21.08 RAFTER SPLICE: -------------- -Surface- ---Plate--- Bolt Bolt Bolt --Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space 6 03/03/17 -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 3 0.00 M 7.00 0.375 A325 0.625 3.50 2 4.00 2 4.00 COLUMN: Grid Base Id Offset Line Part Length Elev ------ ------ ------------ ------ ----- Coll 0.67 A 10F25C14 12.27 0.00 Co12 20.00 C 10F35C12 18.71 0:00 Co13 39.33 E 10F35C12 12.27 0.00 BASE PLATE: ----------Plate-------- ----- Anchor -Bolt ----- Base_Clip_Bolts Id Type Width Length Thick Type Dia Gage Row No. Type Dia ------ ---- ----- ------ ----- ----- ----- ----- --- --- ----- ----- Coll S3 7.00 10.00 0.250 GR36 0.625 3.00 1 0 Co12 S3- 7.00 10.00 0.250 GR36 0.625 3.00 1 0 Co13 S3 7.00 10.00 0.250 GR36 0.625 3.00 1 0 CAP PLATE: -----Bolts----- Id No. Type Dia Coll 4 A325 0.500 Co12 4 A325 0.500 Co13 4 A325 0.500 GIRT LAYOUT: ------------ Bay Id Locate Type Part --- ------ ---- -------- 1 7.50 ZF 8X25Z13 14.00 ZF 8X25Z14 --- ------ ---- -------- 2 7.50 ZF 8X25Z13 14.00 ZF 8X25Z14 GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay 1 2 0 0 Bay_Offset --Support- ----Lap---- Flg Start ----- End Left Right Left Right Rot 0.00 ----- 20.00 ---- Col ----- Col ----- 0.00 ----- 0.00 --- D 3.02 20.00 Col Col 0.00 0.00 D ----- 0.00 ----- 20.00 ---- Col ----- Col ----- 0.00 ----- 0.00 --- D 0.00 16.98 Col Col 0.00 0.00 D WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 2 0.00 18.71 Rod WR0800 0.500 15-B-71899 FRAMING SUMMARY: Front Sidewall 3/ 2/17 11:47pm -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- OPENING LAYOUT: --------------- Open -----Bay----- ------- Opening _Size ------ Id Id Offset Width Height Sill Note ---- ---- ------- ------- ------- ------- ------------- 7 03/03/17 1 2 8.00 10.00 10.00 0.00 2 3 5.50 12.00 10.00 0.00 OPENING JAMB/HEADER/SILL: ------------------------- Open Bay Id Id Member Offset Locate Part Length 1 2 Jamb -L 8.00 0.00 8F35C14 10.00 Jamb -R 18.00 0.00 8F35C14 10.00 2 3 Jamb -L 5.50 0.00 8F35C14 10.00 Jamb -R 17.50 0.00 8F35C14 10.00 GIRT LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 1 7.50 ZO 8X35Z13 0.00 20.00 Col Col 0.00 0.00 D 2 7.50 ZO 8X25Z16 0.00 8.00 Col Jamb 0.00 0.00 D 10.00 CO 8X35C14 '0.00 20.00 Col Col 0.00 0.00 U --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 3. 7.50 ZO- 8X25Z16 0.00 5.50 Jamb Jamb 0.00 0.00 D 7.50 ZO, 8X25Z16 17.50 20.00 Jamb Col 0.00 0.00 D 10.00 CO 8X35C14 0.00 20.00 Col Col 0.00 0.00 U GIRT INSIDE FLANGE BRACE: --------------------- No. Brace/Bay 1 2 ' g 0 0 0 WALL BRACING: ------------- Bay Brace -Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 1. 0.00 14.00 Rod WRO800 0.500 15-B-71899 FRAMING SUMMARY: Back Sidewall 3/ 2/17 11:47pm GIRT LAYOUT: ------------ Bay Bay_Offset --Support ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot 1 7.50 ZB 8X25Z16 0.00 20.00 Col Col 0.00 1.33 D 2 7.50 ZB 8X25Z16 0.00 20.00 Col Col 1.33 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 3. 7.50 ZB 8X25Z16 0.00 20.00 Col Col 1.33 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No.Brace/Bay 1 2 3 0 0 0 WALL BRACING: 8 03/03/17 ------------- Bay Brace Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 2 0.00 14.00 Rod WR0800 0.500 15-B-71899 FRAMING SUMMARY: Rigid Frame 1 3/ 2/17 11:47pm ------------- LAYOUT: Type RF No. Line 1 Frame Line Id 2 Grid Line Id 2 MEMBER: Surf Mem Seg Flange Flange -Web Depth- -Plate_Thickness- Id Id Id Part Length Width Start End Web 0-flg I-flg ---- --- ----------- ------ ------ ----- ----- ----- ----- ----- 1 1 1 13.31 5.00 9.00 13.00 0.134 0.250 0.250 2 2 2 9.53 5.00 12.00 12.00 0.134 0.250 0.250 2 2 3 10.00 5.00 12.00 12.00 0.134 0.250 0.250 3 3 4 10.00 5.00 12.00 12.00 0.134 0.250 0.250 3 3 5 9.53 5.00 12.00 12.00 0.134 0.250 0.250 4 4 6 13.31 5.00 13.00 9.00 0.134 0.250 0.250 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- 2 ------ 0.00 ---- VEE ----- 6.00 ----- 0.625 ----- A325 ----- 0.750 ----- 3.00 --- 2 ----- 4.00 --- 2 ----- 4.00 3 0.00 -EE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: ---Plate--------------Bolt---------- Base Locate Type Width Thick Type Dia Gage Row Elev ---------- ---- ----- ------ ----- ---- ----- ---- ----- Lt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 Rt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 FLANGE BRACE: ------------- Surf No. Id Locate Side Part Clip ---- ------ ------------ ------ 1 1 1 L2X2X14G 2 1 1 L2X2X14G 2 3 1 L2X2X14G 2 4 1 L2X2X14G 3 1 1 L2X2X14G 3 2 1 L2X2X14G 3 4 1 L2X2X14G 4 1 1 L2X2X14G BEARING STIFFENER: ------------------ Locate width Thick ---------- ----- ----- 9 03/03/17 Lt 'Column 2.'50. 0:250 Rt Column 12.50: ;`0.250 15-B-71899,' 'FRAMING SUMMARY: Rigid Frame.2. ,3/,2/17 11:47pm r w _ _ LAYOUT: Type- RF rNo., Line r : 1 ' Frame Line .Id 3 < - Grid Line -Id rr 03 y � _ - - - • f MEMBER: _' `" - y ... - a . - * Surf ;Mem' Seg k Flange• Flange -Web Depth- .Plate_ Thickness- ' 'Id, ''Id Id .Part ,Length,. Width Start End'. ,Web O-flg I-flg 13:31 :x5.00 9.00 13.00 0.134 0.250 0.250 ` a ' 2 2 2 = 9.53 5.00 12.00 12.00 10.139 0.250.0.250 r, • •.> - 2 2 . 3 • ' 10.00 5.00 12.00 12.00:-0.134, 0.250 0.250 3 • ""� 9 10.00 5.00 12.00 12.00 - C. 134 0.250 0.250 - ,3 ' • 3 " f • 3 ''.''5 9.53 5.00 12 .00 12 .00 C. 0.250 0.250 ;= •.9 9 "6 ` '13.31_ 6: 00 13.00 9.00 0:139 0.250 0..250 - _ '- y R•'�,• � ' '' +. �" .'N `; .. SPLICE • - � • � _ , �, , ..•:`! _ s >. Surface ---Plate - Bolt_ Bolt Bolt---Tcp,-,- --Bottom- r Id LocateType} Width -Thick' Type Dia Gage Row Space, Row Space' _ r. . •''•' -- ---`----- .----- ----- ------ • ----- ---- --- ----- --- ----- - ,. 2 0 ry00 .. VEE 6.00 .0.625.,A325 0.750 3.00 2 4.00 2. 9.00 + - -3 '0:00=EE' `'.6.00 0.375 A325 0.750 3.00'. 2' 4.00 2- 4.00 -4 . 0.00 VEEr' 6.00 -0.625 A325 0.750 3.00 2 _ 4:00. 2 4.00 -wc1j s . BASEiPLATE: �* '----------- .. _ ------,-----Bolt---------- .Base - - Locate Type` Width Thick Type Dia Gage «"Row Elev ' • ----= -- - - ----- - - - - - ----- ----- ----- - - - - ----- �. - Lt •Column P 6:00 0'375 •`GR36. 0.750 4.00 • 2 0.00 „Rt Column -P : 6.00 0.375 -GR36 0.750 4.00 2 > ,0.00 ' r • s i ±` c FLANGE�BRACE" Surf No. Id Locate Side 'Part Clip. , - - 1 1 1= L2X2X19G , +. 2 1 1 ` 1,2X2X14G 2 3 1'L2X2X14G r 2 4 1 L2X2X14G f, 3 1, 1 L2X2X19G, ,• �. { 3 -2; 1 L2X2X14G. - - f - 3 rf•4 ,�l L2X2X19G + BEARING•STIFFENER: -------'---------- ,, t Locate %!Width,, Thick • - � '9.. . Lt Column " 2:50' 0.250 • `' f . .250 - Rt,Column. 2'50 0.250- Or _ • - ,. +� 10 • ( 03/03/17 • t; s r r - o �co Cl E _ { ` FRAME CROSS SECTION: FRAME UNE 3 , UM RAE a BOR VW _ � 1 •, + - • . GENERAL NOTM: I. ALL BATED MM MM A2*0 TTFE 1 Baa MEANT T�ONIET[N AQ '. ACOMmVFCE OBX TIE FON .. . _ 6/ 7/f FM Ca67R= PW 5230 CAROL CANYGN RD . * INk ad M Ob 'MAA 1Md E• 6 ,-7 A .. . .t • ^ '. RFS -S 6A/ 10 0. B6 - 0. S/ 2p • ! ■ /4• ■ SSA ' b ■ /4• ■ 778.6 ■ ■S�, 6 ■ /�• ■ 41 T6' i q 1 0 A�V6 4' 1 jt:S 03/03/17 • NFS-0 J,O 0. 06 16Y . (EEriCUW fW &TMA NMIL AMR 30.71ON N9 U9M TUM -a -m NEIIOD y BB 5V W67Q1 TIE OONBCTIOI6 EE INB fiENTf ME WT 9Y OWL , 6 ■ /4� ■ 6 ■ /4 t BASE RAE T19E . T Bali ` SOYi " i1N4 ,, 9Ea6 D ASI MANN a m mm I= ■ - i ALL FlaD Comm? B OF SFCOI M FO/IEB SiMLL E- BaTID F6M A6'm 3121171 NTS I w 16-8-71899 E7 A cd Nfrl 'MIA TMA 'a�i .� •, BM1 N �, a ._ -. r ; - Y•. .. r MOIFD)• r �; _ { �. _ • .. j i - E _ { ` FRAME CROSS SECTION: FRAME UNE 3 , s' _ 6°E ff` °" m EMPIRE' STEEL BUILDINGS - • . GENERAL NOTM: I. ALL BATED MM MM A2*0 TTFE 1 Baa MEANT T�ONIET[N AQ '. ACOMmVFCE OBX TIE FON .. . _ 6/ 7/f FM Ca67R= PW 5230 CAROL CANYGN RD . SFMM AS F F1108M J=M i snai7uNn arrs Ira= AVB aN AIND Batslso SAN DIEC,fl CA 92121 ' ' T h RETFI6LEC fNF E AOCOINHEO Br u67G 11E IEnco E 1pOp�C, oYHEtIED �61p� 1N67 m Tm 1EI m emm MUS OR MW 'a a RM9W IGGmn As /LCFPGaE TB A Wwww AMC W DAM 12 ••. , I . _ nau.•n FDw OF E57•NE6 a pm RV Frit - CUSfa06 AlILS 867 - OMR no= 03/03/17 ppiilIaa44.. MSWUNM MSPECIION NWOH1Fg7B5 iqp RE-Tomm Imm :'-+•. a -. - s i (EEriCUW fW &TMA NMIL AMR 30.71ON N9 U9M TUM -a -m NEIIOD y BB 5V W67Q1 TIE OONBCTIOI6 EE INB fiENTf ME WT 9Y OWL , F wwm own= BSBE . T Bali ` SOYi " i1N4 ,, 9Ea6 D ASI MANN a m mm I= ■ - i ALL FlaD Comm? B OF SFCOI M FO/IEB SiMLL E- BaTID F6M A6'm 3121171 NTS I w 16-8-71899 E7 A BsuIL Au HANE aoas ON mIAM AD wTm As 61UNFI .. 12 -' ? 03/03/17 s . Ref # ED00001 X Flange Brace Detail Job Number 15-B-71899 Date Rev Nov'16 00 Pu 11 Flange Brace Backup Plate Rafter "A" a I � I n Y I � I L_ Column etbac Purlin (1) Bolt Steel Line (2) Bolts Unless Fp 01 I I o Noted Otherwise On Erection Drawings I I Flange Brace Clip SC2/SC280 \0 Column Flange Brace 2x2xi. Section "A" 13 03/03/17 LOAD COMBINATIONS: ------------------ Id Combination .1 Dead+Collateral+Snow+Slide_Snow 2 0.6Dead+0.6Wind Left2 3 0.6Dead+0:6Wind_Long1L 4 0.6Dead+0.6Wind Right2 5 0.6Dead+0.6Wind Long2L 6 0.6Dead+0.6Wind_Rightl 7 0.6Dead+0.6Wind Left2+0.6Wind Suction 8 Dead+Collateral+0.75Snow+0.45Wind_Right2+0.45Wind_Suction+0.75Slide_Snow 9 0.6Dead+0:6Wind_Right2+0.6Wind_Suction 10 0.6Dead+0.6Wind Pressure+0.6Wind_Long1L 11 Dead+Collateral+ElUNB SL L 12 0.6Dead+0.6Wind Pressure+0.6Wind_Long2L 13, Dead+Collateral+ElUNB_SL_R 14 Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wind_Long1L+0.75Slide_Snow 15 0.6Dead+0.6Wind Suction+0.6Wind_Long1L 16 Dead+Collateral+E2UNB_SL_L 17 Dead+Collateral+E2UNB SL R 14 . 03/03/17 15-B-71899 Col ----Dead--- Bracing Reactions Report: 3/ 2/17 11:47pm BUILDING BRACING --------------------------- REACTIONS: Line ------ Horz ----- Vert Horz Vert Horz Vert ------Reactions(k )------- Horz Vert --- Wall-- Col 0.4 ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc Line ---- ---- Line ------- ----- 3.7 Horz ----- Vert ----- Horz ----- Vert Wind Seismic Notes L-EW 1 E ,D 1.71 2.88 0.51 ----- 0.86 ------------- ----- F SW A 1 ,2 2.98 1.79 1.28 0.77 R EW 4 C ,E 1.71 1.65 0.50 0.49 Line ------ B SW E 3 ,2 2.98 1.79 1.28 0.77 Vert ---- ----------- ----- ----- ----- ----- ------------- ----- Reaction values shown are unfactored. Maximum load combination factors are: wind : 0.60 Seismic: 0.70 15-B-71899 Additional Reactions Report: 3/ 2/17 11:47pm Rigid Frame Column Reactions(k ) -------------------------------- Frame Col ----Dead--- Collateral ----Live--- ----Snow--- Wind_Leftl Line - ----- Line ------ Horz ----- Vert Horz Vert Horz Vert Horz Vert Horz Vert 2 E 0.4 ----- 1.3 ----- 0.1 ----- 0.4 ----- 2.8 ----- 8.0 ----- 3.7 ----- 10.4 ----- -4.6 ----- -8.3 2 A -0.4 1.3 -0.1 0.4 -2.8 8.0 -3.7 10.4 -1.0 -5.5 Frame Col Wind_Rightl Wind_Left2 Wind_Right2 Wind_Longl Wind_Long2 Line ----- Line ------ Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2 E ----- 1.0 ----- -5.5 ----- -4.8 ----- -5.0 ----------- 0.7 -2.2 ----- 0.5 ----- -8.7 ----- -0.5 ----- -8.0 2 A 4.6 -8.3 -0.7 -2.2 4.8 -5.0 0.5 -8.0 -0.5 -8.7 Frame Col, -Seis_Left- -Seis_Right -Seis_Long- F1UNB_SL_L F1UNB_SL_R Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- Horz Vert ----- 2 ------ E ----- -0.5 ----- -0.3 ----- 0.5 ----- 0.3 ----- 0.0 ----- -1.0 ----- 3.0 9.9 ----- 3.0 ----- 5.9 2 ------------------------------------------------------------------------------ A -0.5 .0.3 0.5 -0.3 0.0 -1.0 -3.0 5.9 -3.0 9.9 Frame Col ----Dead--- Collateral ----Live--- ----Snow--- Wind Leftl Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- 3 ------ E ----- 0.4 ----- 1.3 ----- 0.2 ----- 0.4 ----- 2.9 ----- 8.0 ----- 3.7 ----- 10.4 ----- -4.6 ----- -8.3 3 A -0.4 1.3 -0.2 0.4 -2.9 8.0 -3.7 10.4 -1.0 -5.5 Frame Col Wind_Rightl Wind_Left2 Wind_Right2 Wind_Longl Wind_Long2 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 15 03/03/17 s----- 3 ------ E ----- 0.9` ----- -5.5 ----- -4.8 ---7- -5.0 ----- 0.7 ----- -2.2 ----- 0.5 ----- -8.7 ----- -0.5 ----- -8.0 3 A 4.7 -8.3 -0.7 -2.2 4.8 -5.0 0.5 -6.2 -0.5 -6.9 Frame Col -Seis_Left- -Seis_Right -Seis_Long- F2UNB_SL_L F2UNB_SL_R Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 3 E -0.5 -0.3 0.5 0.3 0.0 -1.0 3.0 9.9 3.0 5.9 3 ------------------------------------------------------------------------------ A -0.5 0.3 0.5 -0.3 0.0 0.0 -3.0 5.9 -3.0 9.9 Endwall Column Reactions(k ) ----------------------------- Frame Col Dead Collat Live Snow Wind_Leftl Wind_Rightl Line Line Vert Vert Vert Vert Horz Vert' Horz Vert 1 E 0.1 0.02 0.4 0.5 1.5 -3.3 0.0 2.2 1 D 0.6 0.2 3.7 4.7 0.0 -1.7 1.5 -6.0 1 B 0.6 0.2 3.7 4.7 0.0 -2.7 0.0 -4.5 1 A 0.1 0.02 0.4 0.5 0.0 -1_1 0.0 -0.5 Frame Col Wind_Left2 Wind_Right2 Wind_Pressure Wind_Suction Line. Line Horz Vert Horz Vert Horz Vert Horz Vert 1 E 1.7 .-3.6 0.0 2.6 0.0 0.0 0.0 0.0 1. D 0.0 -1.4 1.7 -6.4 -2.5 0.0 2.8 0.0 1 B 0.0 -2.7 0.0 -4.5 -2.5 0.0 2.8• 0.0 1 A 0.0 -1.1 0.0 -0.5 -3.0 -1.8 0.0 1.8 Frame Col Wind_Longl Wind_Long2 Seismic Left Seismic_Right Line Line Horz. Vert Horz 'Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 E 0.0 0.6 0.7 -1.7 0.7 -1.1 0.0 1.4 1 D 0.7 -5.6 0.0 -1.6 0.0 1.1 0.7 -1.3 1 B 0.0 -2.9 0.0 -4.0 0.0 0.1 0.0 -0.1 1 A 0.0 -0.4 0.0' -0.9 0.0 -0.1 0.0 0.1 Frame Col Seismic_Long-ElUNB_SL_L--ElUNB_SL_R- Line Line Horz. Vert Horz Vert Horz Vert 1 E 0.0 0.0 0.0.' 0.4 0.0 -0.2 1 D 0.0 0.0 0.0 5.3 0.0 2.5 1 B 0.0 0.0 0.0 2.5 0.0 5.2 1 A -1.7 -1.0 0.0. -0.2 C.0 0.4 Frame Col Dead Collat Live Snow Wind Leftl Wind Rightl Line .-Line Vert Vert Vert Vert Horz Vert Horz Vert 4 A 0.3 0.1 1.6 2.0 0.0 -2.0 0.0 -1.8 4 C 0.8 0.3 4.9 6.4 1.5 -6.7 0.0 -3.3 4 E' 0.3 0..1 1.6 2.0 0.0 0.1 1.5 -3.5 t Wind Wind Frame Col Wind Left2 Wind_Right2 Press Suct Wind Longl Line Line Horz Vert Horz Vert Horz Horz Horz Vert 4 A 0.0 -2.0 0.0 -1.9 -1.4 1.6 0.0 -2.4 A C 1.7 -7.0 0.0 -3.1 -4.0 4.4 0.0 -3.9 16 03/03/17 4 E 0.0 0.3 1.7 -3.7 0.0 0.0 0.7 -1.8 Frame Col Wind_Long2 Seismic _Left Seismic _Right -E2UNB_SL_L- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 4 A 0.0 -1.2 0.0 0.1 0.0 -0.1 0.0 2.4 4 C 0.7 -5.5 0.7 -0.9 0.0 0.6 0.0 5.2 4 E .0.0 -1.4 0.0 0.8 0.7 -0.6 0.0 0.3 Frame Col-E2UNB_SL_R- Line Line Horz Vert 4 A 0.0 0.3 4 C 0.0 5.2 4 E 0.0 2.4' ------------------------------------------------------------------------------ 15-B-71899 Seismic Design Report: 3/ 2/17 11:47pm Building Data Code =IBC 15 Length = 60.00 Width = 40.00 Left Eave Height = 14.00 Right Eave Height = 14.00 Seismic Formula --------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R) T(Moment_Frame) = 0.231 T(Braced Frame) = 0.145 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 0.826 Zone/Design Category= D Ie = 1.000 S1 = 0.264 Shc = 0.329 Sds = 0.551 Seismic Dead Load, W -------------------- Frame Dead = 2.00 (psf ) Roof Dead = 2.00 (psf ) Collateral = 1.00 (psf ) Roof Total = 5.00 (psf ) Weight= 12.00 (k ) L_EW Dead = 2.00 (psf ) Weight= 0.69 (k ) F_SW Dead = 2.00 (psf ) Weight= 0.84 (k ) 17 03/03/17 R_EW Dead = 2.00 (psf ) B SW Dead = 2.00 (psf ) Weight= 0.69 (k ) Weight= 0.84 (k ) Total = 15.07 (k ) Seismic Forces -------------- Roof Bracing R = 3.25, Rho= 1.30 Cs = 0.1695 W = 13.39 (k ) Force, V = 2.27 (k ) Force, E = 2.95 (k ) Sidewall Bracing Front R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1695 W = 7.53 (k ) Force, V = 1.28 (k ) Force, Em = 2.55 (k ) Force, E = 1.66 (k ) Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1695 W = 7.53 (k ) Force, V = 1.28 (k ) Force, Em = 2.55 (k ) Force, E = 1.66 (k ) Endwall Bracing Left R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1695 W = 3.01 (k ) Force; V = 0.51 (k ) Force, Em = 1.02 (k ) Force, E = 0.66 (k ) Right R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1695 W = 3.01 (k ) Force, V = 0.51 (k ) Force, Em- 1.02 (k ) Force, E = 0.66 (k) Rigid Frames R = 3.25, Rho= 1.30 Cs = 0.1695 Frame 1 W = 4.54 (k ) Force, V = 0.77 (k ) Force, E = 1.00 (k ) Frame 2 W = 4.54 (k ) Force, V = 0.77 (k ) Force, E = 1.00 (k ) End Plates Frame R = 3.25, Omega= 2.50 Total Base Shear Longitudinal Force, V = 2.55 (k ) Transverse Force, V = 2.56 (k ) 18 03/03/17