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HomeMy WebLinkAboutB16-0634 000-000-000f , BUILDER/CONTRACTOR RESPONSIBILITIES II - Normal SNOW LOAD Drawing _Validity - These drawings, supporting structural calculations and design certification are based on the Shop Primed Steel - All structural members of the Metal Building System not fabricated of corrosion resistant order documents as of the date of these drawings. These documents describe the material supplied by the material or protected by a corrosion resistant coating are painted with one coat of shop primer meeting the manafocturer as of the date of these drawings. Any changes to the order documents after the date on these performance requirements of SSPC Paint Specification No. 15. All surfaces to receive shop primer are cleaned of 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 Builder/Contractor is responsible for notifying the building authority of all changes to the order documents which SSPC-SP2 (Steel Structures Painting Council) prior to painting. The coat of shop primer is intended to protect the result in changes to the drawings, supporting structural calculations and design certification. steel framing for only a short period of exposure to ordinary atmospheric conditions. Shop Primed steel stored in 0.166 the field pending erection should be kept free of the ground and so positioned as to minimize water -holding 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 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 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 coat of primer or corrosion that specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC codeof may result from exposure to atmospheric and environmental conditions, nor the compatibility of the primer to any standard practice Sept 86 Section 4.2.1) (Mar 05 Section 4.4.1) field applied coating. Minor abrasions to the shop coot (including galvanizing) caused by handling, loading, shipping E4 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) specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor PROJECT NOTES is responsible for securing all required approvals and permits from the appropriate agency as required. FRAME CROSS SECTION 1 Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members Builder is responsible for State. Federal and OSHA safety compliance - The Builder/Contractor is responsible for conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 applying and observing all pertinent safety rules and regulations and OSHA standards as applicable. ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, or other than flange braces, conform to ASTM 36 Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated work in minimum. Hollow structural shaped conform to ASTM A500 grade b, minimum yield point is 42 ksi for round compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, HSS and 46 ksi for rectangular HSS. Material properties of cold form light gage steel members conform to the braces, false work or other elements required for erection will be determined, furnished and installed by the requirements of ASTM A1011 SS Grade 55 or ASTM A1011 HSLAS Class 1 Grade 55, with a minimum yield point erector. (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) of 55 ksi. Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal All bolt joints with A325 Type 1 bolts are specified as snug -tightened joints, unless noted otherwise, in Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) accordance with the "Specification for Structural Joints using ASTM A325 or A490 bolts, June 30, 2004". Pretensioning methods, including turn -of -nut and calibrated wrench are not required unless noted otherwise. Materials by Others - All interface and compatibility of any materials not furnished by the manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria The manufacturer does not assume any responsibility for the erection nor field supervision of the structure and concerning any interface between materials if furnished as a part of the order documents, the manufacturers or any special inspections (including inspection of the high strength bolts or field welds) as required during assumptions will govern. erection. The coordination and the costs associated for setting up and Special Inspections are the responsibility of the Erector, Owner, Architect, or Engineer of Record. Correction of Errors - Normal erection operations include the correction of minor misfits by moderate amounts of reaming, chipping, welding or cutting and the drawing of elements into line through the use of drift pins. Design is based upon the more severe loading of either the roof snow load or the roof live load. Errors which cannot be corrected by the foregoing means or which require major changes in the member configuration should be reported immediately to the owner and fabricator by the erector, to enable whoever is Loads, as noted, are given within order documents and are applied in general accordance with the applicable responsible either to correct the error or to approve the most efficient and economical method of correction to provisions of the model code and/or specification indicated. Neither the manufacture nor the certifying engineer be used by others. (AISC Code of Standard Practice Sept 86 Section 7.12)(Mor 05 Section 7.14) declares or attests that the loads as designated are proper for the local provisions that may apply or for site specific parameters. The manufacturer's Engineer's certification is limited to design loads supplied by on Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has Architect and/or engineer of record for the overall construction project. been designed according to the Building Code and specifications and the loads shown on this drawing. Modification of the building configuration, such as removing wall panels or braces, from that shown on these This project is designed using manufacture's standard serviceability standards. Generally this means that all plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed stresses and deflections are within typical performance limits for normal occupancy and standard metal building Structural Engineer should be consulted prior to making any changes to the building configuration shown on products. If special requirements for deflections and vibrations must be adhered to, then they must be clearly these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the stated in the contract documents. building not indicated on these. drawings. Safe Commitment -The Metal Building Manufacturer has o commitment to manufacture UI g quality building X -bracing (if applicable) is to be installed to a taut condition with all slack removed. Do not tighten beyond this state. components that can be safely erected. However, the safety commitment and job site practices of the erector are beyond the control of the building manufacturer. It is strongly recommended that safe working conditions and accident prevention is the top priority of any -job site. Local. State and Federal safety and health The design collateral load has been uniformly applied to the design of the building. Hanging loads ore to be standards, whether standard statutory or customary, should always be followed to help ensure worker safety. 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 Make certain all employees know the safest and most productive way to erect a building. Emergency procedures should be known to all employees. Daily meetings highlighting safety procedures are also recommended. The use concentrated loads and may require separate support members within the roof system. of hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where I' bl d d F f d t I'ft t b dl I' d b th This metal building system is designed as enclosed. All exterior components (i.e. doors, windows, vents, etc.) DESIGN LOADING THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY: CBC 13 THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. FRAME / ROOF DEAD LOAD 2,000 PSF SUPERIMPOSED COLLATERAL (LIGHTS) 0.5 PSF FRAME / ROOF DVE LOAD 12 0.00 PSF RISK CATEGORY II - Normal SNOW LOAD B3 GROUND SNOW LOAD (Pg) 0.0000 PSF SNOW LOAD IMPORTANCE FACTOR (Is) 1.0000 FLAT ROOF SNOW LOAD (Pf) 0 PSF SNOW EXPOSURE FACTOR (Ce) 1.0 THERMAL FACTOR (Ct) 1.00 WIND LOAD ULTIMATE WIND SPEED 110 MPH WIND EXPOSURE CATEGORY C TOPOGRAPHICAL FACTOR 1.0 INTERNAL PRESSURE COEFFICIENT (GCpi) 0.18 /-0.18 ZONE 4, COMPONENT WIND LOAD 5 10FT2 24.455 PSF PRESSURE -26.493 PSF SUCTION ZONE 5, COMPONENT WIND LOAD < IOFT' 24.455 PSF PRESSURE -32.545 PSF SUCTION ZONES PER ASCE 7-10; FIG. 30.4-1 ZONES PRESSURES SHOWN ARE UN -FACTORED RAIN INTENSITY 5 -MINUTE DURATION, 5 -YEAR RECURRENCE (I1) 4 IN/HOUR 5 -MINUTE DURATION, 25 -YEAR RECURRENCE (12) 6.0000 IN/HOUR SEISMIC IMPORTANCE FACTOR (le) 1.00 Ss 0.6182 Sp, 0.5379 S1 0.2772 SDI 0.3409 SITE CLASS D SEISMIC DESIGN CATEGORY D app Ica e, are recommen e . or purposes o e emn ning i requlremen s, no un es Supp le y e must be designed to withstand the specified wind loading for the design of components and cladding in ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual accordance with the specified building code. Doors are to be closed when a maximum of 50% of design wind member weights of other structural members. If additional information is required contact the customer service velocity is reached. TRANSVERSE LONGITUDINAL department. FRONT BACK Foundation Design - The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only location, diameter and projection of the anchor rods required to attach the Metal Building System to the foundation. It is the responsibility of the end customer to ensure that adequate provisions are mode for specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 and A3) Dissimilar Materials - Never allow your roof to come in contact with, or water runoff from, any dissimilar metal including but not limited to: Copper and Arsenic Salts used in treated lumber. Calcium used in concrete, mortar and grout. Debris Removal - Any foreign debris such as sawdust, dirt, animal droppings, etc. will cause corrosion of the roof, gutters, trim, etc. if left on building surfaces for a long enough time. The roof should be periodically inspected for such conditions and if found, they should be removed. BUTTE COUNTY APR 2 2 2016 ISSUE DATE DESCRIPTION 0 10/26/15 FOR ERECTOR INSTALLATION DEVELOPMENT 1 10/26/15 FOR ERECTOR INSTALLATION • SERVI-CES 8)6- ©,5&� Rev. 8/12/14 BASIC FORCE RESISTING SYSTEM- C4 B3 B3 RESPONSE MODIFICATION COEFFICIENT(R) 3.25 3.25 3.25 SYSTEM OVER -STRENGTH FACTOR(00) 3.0000 2.0000 2.0000 SEISMIC RESPONSE COEFFICIENT(C,) 0.166 0.166 0.166 BLDG DESIGN BASE SHEAR (V) 4.52 (k) 4.54 (k) THE TRANSVERSE DIRECTION IS PARALLEL TO THE RIGID FRAMES THE LONGITUDINAL DIRECTION IS PERPENDICULAR TO THE RIGID FRAMES (• : ii -T # S�BASIC FORCE RESISTING SYSTEM - C4. C/ STEEL ORDINARY MOMENT FRAME BUTTE COUMTY DEVELOP ENT SERVICES EEL ORDINARY CONCENTRIC BRACED FRAMES H. STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY REVIEWED FOR G2. INVERTED PENDULDETAILED FOR IUMICSYSTEMSANCE CODE COMPLIANCE CANTILEVERED COLUMN SYSTEMS DATA y � BY BUILDING SIZE: 0'-0" x 100'-0" x 16'-0" DRAWING STATUS ❑ FOR APPROVAL THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑ FOR CONSTRUCTION PERMIT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN HE CONSIDERED AS COMPLETE. FOR ERECTOR INSTALLATION FINAL DRAWINGS FOR CONSTRUCTION. FOR QUESTIONS OR ASSISTANCE CONCERNING' ERECTION CALL' 800-784-9795 MONDAY - FRIDAY 7:30AM TO 5:OOPM ENGINEERING SEAL THIS CERTIFICATION COVERS PARTS MANUFACTURED AND DELIVERED BY THE MANUFACTURER ONLY, AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, FOUNDATION DESIGN AND ERECTION OF THE BUILDING. THESE DRAWINGS AND THE METAL BUILDING SYSTEM THEY REPRESENT ARE THE PRODUCT OF AN AFFILIATE OF NCI GROUP, INC. - 10943 N. SAM HOUSTON PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY AN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE ENGINEER -OF -RECORD FOR THE OVERALL PROJECT. [Kam BY CK'D PNR C DRAWING INDEX ISSUE PAGE DESCRIPTION 1 C1 COVER SHEET 1 F1 ANCHOR BOLT PLAN 1 F2 ANCHOR BOLT REACTIONS 1 F3 ANCHOR BOLT DETAILS 1 E1 ROOF FRAMING PLAN 1 E2 FRONT SIDEWALL 1 E3 BACK SIDEWALL 1 E4 LEFT ENDWALL i ES RIGHT ENDWALL 1 E6 FRAME CROSS SECTION 1 DETI-22 STANDARD DETAILS DRAWING STATUS ❑ FOR APPROVAL THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑ FOR CONSTRUCTION PERMIT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN HE CONSIDERED AS COMPLETE. FOR ERECTOR INSTALLATION FINAL DRAWINGS FOR CONSTRUCTION. FOR QUESTIONS OR ASSISTANCE CONCERNING' ERECTION CALL' 800-784-9795 MONDAY - FRIDAY 7:30AM TO 5:OOPM ENGINEERING SEAL THIS CERTIFICATION COVERS PARTS MANUFACTURED AND DELIVERED BY THE MANUFACTURER ONLY, AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, FOUNDATION DESIGN AND ERECTION OF THE BUILDING. THESE DRAWINGS AND THE METAL BUILDING SYSTEM THEY REPRESENT ARE THE PRODUCT OF AN AFFILIATE OF NCI GROUP, INC. - 10943 N. SAM HOUSTON PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY AN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE ENGINEER -OF -RECORD FOR THE OVERALL PROJECT. [Kam BY CK'D PNR C •••PNR metallic building company JDSN PNR EH 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: Joe Jauregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui LOCATION: 4577 Bell Road, Chico, Co. 95973 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 10/26/16 I N.T.S. 1 A 15-B-14196 Cl 1 d - I . � C00 O .F d - I 100'-0" OUT - 2 3 20'-0" 20'-0 20'- 4'-0 12'-Q"' 4'-0" c U O .F N I K o B - I W E Ln Ln E r7 t N OI C � ' O I N I c I d E n O N O t , • V I N r - c 100'-0" OUT - 2 3 20'-0" 20'-0 20'- 4'-0 12'-Q"' 4'-0" c U O .F n` I K o B - I E r -1A®® o 00 H I X -Bracing E E Field -0" 12'-0" 4'-0" 4'-0" 12'-0" ANCHOR BOLT PLAN E E I Field 4 °L°1 G- L to o] O' Dlol Ll c U i m X co + O Dia= 5/8" 0 Dia 3/4" ® Dia=1" .F FL I E E r7 t N C � ' O N I c I d E n N t p d- E r -1A®® o 00 H I X -Bracing E E Field -0" 12'-0" 4'-0" 4'-0" 12'-0" ANCHOR BOLT PLAN E E I Field 4 °L°1 G- L to o] O' Dlol Ll c U i m X co + O Dia= 5/8" 0 Dia 3/4" ® Dia=1" i GENERAL NOTES 1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANCES TO BUILDING LOADS OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 2. REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND DESIGN SPECIFlCA11ONS TO DETERMINE BEARING PRESSURES AND CONCRETE DESIGN. THE FACTORS APPLIED TO LOAD GROUPS FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE FACTORS USED IN THE FOUNDATION DESIGN. 3. THE MANUFACTURER DOES NOT PROVIDE 'MAXIMUM' LOAD COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL .FOUNbATION DESIGN 4. THE METAL BUILDING MANUFACTURER IS RESPONSIBLE FOR THE DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE ANCHOR BOLT IN SHEAR, BEARING AND TENSION; BUT IS NOT RESPONSIBLE FOR THE ANCHOR BOLT EMBEDMENT FOR TRANSFER OF FORCES TO THE FOUNDATION. THE METAL BUILDING MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION EMBEDMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELF THAT ADEQUATE PROVISIONS ARE MADE IN THE FOUNDATION DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. UNLESS NOTED) 6. CHOIR RODS ARE ASTM F1554 GRADE 36 MATERIAL UNLESS NOTED OTHERWISE. BUILDING BRACING REACTIONS Reactions in plane of wall f Reactions (k) Panel_Sheor -Wall - Col -Wind - -Seismic - (Ib/ft) Loc Line Line Harz Vert Harz Vert Wind $eis L_EW 1 E,C Bracing, see EW reactions F_SW A 1,2 - 4.0 • 2.3 ' R_EW 6 D,E Bracing, see EW reactions B_SW E 5,4 4.0 • 2.3 'See RF reactions table for vertical and horizontal reactions in plane of the rigid frame. ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES Fmi Col Anc._Bolt Base -Plate (tin) = 50 Grout Line Line Oty Dia Width Leng h Thick (in) 1 E 2 0.625 -• 7.000 10.00 0.250 0.0 1 C 2 0.625 7.000 10.00 0.250 0.0 1 A 2 0.625 7.000 10.00 0.250 0.0 6 A 2 0.625 7.000 8.000 0.250 0.0 6 B 2 0.625 7.000 8.000 0.250 0.0 6 D 2 0.625 7.000 8.000 0.250 0.0 6 E 2 0.625 7.000 8.000 0.250 0.0 NOTES FOR; REACTIONS ANCHOR BOLTS & BASE`PLATES BUILDING REACTIONS ARE BASED ON Wind_Long2 Seis_Left Seis_Right EIPAT_LL_I- E1PAT_LL_2- THE FOLLOWING BUILDING DATA Dia WIDTH (FT) = 50 LENGTH = 'AVE HEIG) E FT) = 160/ 16 r ROOF SLOPPEise/12) = 1.0:12 / 1.0:12 DEAD LOAD sf) = 2.000 COLLATERAL LAD (psf) = 0.5 ROOF LIVE LOAD (psf) = 20.00 FRAMROOFELIVE LOAD= SNOW LOAD (�ps�) 2 = 0 GROUND SNOW LOAD (psf) = 0.0000 WIND SPEED (MPH) = 110 WIND CODE = CBC 13 EXPOSURE = C CLOSED OPEN = Closed. IMPORTANCE - WIND = 1.00 IMPORTANCE - SEISMIC = 1.00 SEISMIC ZONE = D ANCHOR BOLT SUMMARY ANCHOR BOLTS & BASE`PLATES Wind_Longl Wind_Long2 Seis_Left Seis_Right EIPAT_LL_I- E1PAT_LL_2- Dia Line Line IE Proj Oty Locate (in) Type (in) O 16 Jamb 5/8' F1554 2.00 O 14' Endwall 5/8' F1554 2.00 0 32 Frame 3/4' F1554 2.50 ® 4 WindBent 1' F1554 3.00 H IV 4 Q Q r COLUMN UNE IV RIGID FRAME: ANCHOR BOLTS & BASE`PLATES Wind_Longl Wind_Long2 Seis_Left Seis_Right EIPAT_LL_I- E1PAT_LL_2- Line Line IE Frrn Col Anc._Bolt Base -Plate (in) Grout Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert 0.2 -1.5 0.7 -0.5 0.0 0.6 0.0 2.2 0.0 -0.3 1 C 0.2 -6.5 Line Line Oty Dia Width Length Thick (in) 1 A 0.0 -1.3 0.0 -2.8 0.0 0.0 0.0 0.0 0.0 -0.3 0.0 2.2 2' E 4 0.750 6.000 9.500 0.375 0.0 Dead Collot Live Wind-Leftl Wind_Rightl Wind_Left2 Wind_Right2 Wind Wind Press Suct Line Line 6 A 2' A 4 0.750 6.000 9.500 0.375 0.0 Harz Harz 0.0 0.0 6 B 6 D 6 E 0.5 0.1 0.5 0.1 0.2 0.0 r 2• Frame lines: 2 3 4 5 Fmi Col Wiind_Longt Wind_Long2 Seis_Left Seis_Right RIGID FRAME: BASIC COLUMN REACTIONS (k ) Horz Vert Horz Vert Horz Vert 0.0 -0.8 0.0 0.0 0.0 0.0 6 8 6 D 0.0 -4.9 0.0 -2.9 Frame Column -----Dead-----Collateral- ----- Live ------ Wind_Leftl--Wind_Righti- --Wind-Left2- 6 E 0.2 -1.1 Une Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 2• E 0.6 1.5 0.1 0.3 2.8 6.0 -6.0 -9.8 -0.6 -6.2 -5.6 -5.8 W13 2• A -0.6 1.5 -0.1 0.3 -2.8 6.0 0.6 -6.2 6.0 -9.8 0.1 -2.1 CUSTOMER: Frame Column-Wnd_Riyht2- --Wind-Longl---Wind_Long2--Seismic Left Seismic -Right -Seismic-Long OWNER: Joe Jauregui EWiii 15, 2016 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert CAD DATE 2$ E -0.1 -2.1 -1.4 -11.7 -1.7 -10.0 -0.6 -0.3 0.6 0.3 0.0 -2.1 N.T.S. 1 A 15-B-14196 F2 1 2• A 5.6 -5.8 1.7 -10.0 1.4 -11.7 -0.5 0.3 0.5 -0.3 0.0 -2.1 2' Frame lines: 2 3 4 5 ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) Wind Wind Fmr Cot Dead Collot Live Wlnd_Leftl Wnd_Rightl Wind_Left2 Wind_Right2 Press Suct Line Line Vert Vert Vert Harz Vert Harz Vert Harz Vert Harz Vert Horz Horz 1 E 0.4 0.0 1.9 1.5 -3.8 0.0 -0.3 1.5 -3.8 0.0 -0.3 0.0 0.0 1 C 1.0 0.2 5.9 0.0 -5.2 1.5 -7.5 0.0 -5.2 1.5 -7.5 -4.0 4.4 1 A 0.4 0.0 1.9 0.0 -1.4 0.0 -2.7 0.0 -1.4 0.0 -2.7 0.0 0.0 Fmr Col Wind_Longl Wind_Long2 Seis_Left Seis_Right EIPAT_LL_I- E1PAT_LL_2- Line Line IE Harz Vert 0.0 -2.6 Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert 0.2 -1.5 0.7 -0.5 0.0 0.6 0.0 2.2 0.0 -0.3 1 C 0.2 -6.5 0.0 -6.2 0.0 0.5 0.7 -0.6 0.0 2.9 0.0 2.9 1 A 0.0 -1.3 0.0 -2.8 0.0 0.0 0.0 0.0 0.0 -0.3 0.0 2.2 Frm Col Dead Collot Live Wind-Leftl Wind_Rightl Wind_Left2 Wind_Right2 Wind Wind Press Suct Line Line 6 A Vert Vert 0.2 0.0 Vert Harz Vert Harz Vert Horz Vert Harz Vert 1.1 0.0 -1.5 0.0 -0.9 0.0 -1.5 0.0 -0.9 Harz Harz 0.0 0.0 6 B 6 D 6 E 0.5 0.1 0.5 0.1 0.2 0.0 3.9 0.0 -5.0 0.0 -3.1 0.0 -5.0 0.0 -3.1 3.9 1.5 -4.9 0.0 -3.2 1.5 -4.9 0.0 -3.2 1.1 0.0 0.9 1.5 -3.2 0.0 0.9 1.5 -3.2 -2.7 2.9 -2.7 2.9 0.0 0.0 Fmi Col Wiind_Longt Wind_Long2 Seis_Left Seis_Right Line Line 6 A Horz Vert 0.0 -1.6 Horz Vert Horz Vert Horz Vert 0.0 -0.8 0.0 0.0 0.0 0.0 6 8 6 D 0.0 -4.9 0.0 -2.9 0.0 -3.2 0.0 0.0 0.0 0.0 0.2 -5.2 0.7 -0.9 0.0 0.8 6 E 0.2 -1.1 0.0 -1.3 0.0 0.9 0.7 -0.8 ISSUE DATE DESCRIPTION BY CK'D DSN 0 10/26/15 FOR ERECTOR INSTALLATION PNR PNR MGS 1 10/26/15 FOR ERECTOR INSTALLATION PNR EH MGS Al IM metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 W13 PROJECT: PROJECT: Joe Jauregui 7 CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui EWiii 15, 2016 LOCATION: 4577 Bell Road, Chico, Co. 95973 pr C� CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE or 10/26/15 N.T.S. 1 A 15-B-14196 F2 1 Dia= 5/8" Dia= 3/4" r , SW 6° 10" T—jl —T- 4 8 1/4" 2" 2' - sw 3 w See Plan DETAIL A _ DETAIL E Dio= 5/8" Dia= 5/8" 10" 3 1/2'. O 00 4- \ SW 1 3/4' �5 See Plan DETAIL B DETAIL F r Dia= 5/8" Dia= 5/8' SW 8" N O , cc E N o L o O J DETAIL C DETAIL G + Dia= 5/8" Dia= 1" SW o a - o Ln O t DETAIL D DETAIL H Framed Opening Width 1 3/4 1 3/4 Door Opening Width - • " Equal Equal 1 1/4 1/4 ISSUE ' DATE DESCRIPTION BY CK'D DSN 0 10/26/15 FOR ERECTOR INSTALLATION PNR PNR MGS metallic building company N Equal Equal N , 1 10/26/15 FOR ERECTOR INSTALLATION PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 Q _ + Steel Line + + + r7 + Steel Line + + + PROJECT: Joe Jouregui C�V7� A Ramp (If Required) CUSTOMER: JOHN HELTBRAKE OWNER: Joe JaureguiP OiF) LOCATION: 4577 Bell Road, Chico, Co. 95973 CAD DATE. SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE �PE CN1 1. ��C*` ARDi Framed Opening AR Layout AR Dia Walk Door AR Layout s s" 1 2" 10/26/15 N.T.S. 1 A 15—B-14196 F3 1 c N W OU L I u') j N N C) O 0 cr M uj O U I � I c N � N N W O • O OC A PURLIN, LAP DOWNSPOUT SPACING LOCATIONS DOWNSPOUTS ARE TO BE PLACED AT A SPACING NOT TO EXCEED ?? FT. WITH A DOWNSPOUT WITHIN ?? FT. OF EACH END OF THE GUTTER RUN. GENERAL NOTES: 1. INSTALL ALL PURUN 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. V-5 31j�__ V-5 3,L�_ 1'-5 3,11�_ V-5 3A� l'-5 3/4" l'-5 3/4' V-5 3/4' 1-5 3/4' ROOF FRAMING PLAN 0 6 I cli W O U I � N V) N MEMBER TABLE ROOF PLAN N MARK PART LENGTH --2-1-5 NOTE: P-1 8X25Z16 l 2 10/26/15 FOR ERECTOR INSTALLATION PNR EH MCS P-2 8X25Z16 22'-11 1 2" P-3 8X25Z16 21'-5 1 2" L J E-1 8ESIL14 19'-11 1/2e NC4M E-2 8ESIL14 19'-11 1/2 D E-3 8ES1114 ' .- 19'-11 1/2" E-4 8ES1114 19'-11 1/2" PANELS: 26 Go. PR E-5 8ES1114 19'-11 1/2e EXP GOVAi7 2016 15,N11- E-6 8ESIL14 19'-11 1/2 CB -8 1/4" CABLE 24'-3" - rR-o 1 /d" reel F 99'-7" W O U I � N V) N N �I NOTE: Ld 10/26/15 FOR ERECTOR INSTALLATION PNR EH MCS O I U � & FIELD CUT (BY OTHERS L J INSTALLATION MUST COMPLY NC4M V) I p N D V' SHEETING PANELS: 26 Go. PR CUSTOMER: JOHN HELTBRAKE Golvalume EXP GOVAi7 2016 15,N11- O pr 0 � 111V11- CAD DATESCALE PHASE BUILDING ID J08 NUMBER SHEET NUMBER FSB 10/26/16 N.T.S. 1 A 15-B-14196 (30) -n ~' W O U I � N V) N �I NOTE: metallic building company 10/26/15 FOR ERECTOR INSTALLATION PNR EH MCS LTP'S TO BE FIELD LOCATED 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 & FIELD CUT (BY OTHERS L J INSTALLATION MUST COMPLY WITH OSHA REQUIREMENTS I p N ROOF SHEETING PANELS: 26 Go. PR CUSTOMER: JOHN HELTBRAKE Golvalume EXP GOVAi7 2016 15,N11- DATE DESCRIPTION BY CK'D DSS 10/26/15 FOR ERECTOR INSTALLATION PNR PNR MGS � metallic building company 10/26/15 FOR ERECTOR INSTALLATION PNR EH MCS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: Joe Jauregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui EXP GOVAi7 2016 15,N11- pr LOCATION: 4577 Bell Road, Chico, Co. 95973 � 111V11- CAD DATESCALE PHASE BUILDING ID J08 NUMBER SHEET NUMBER ISSUE 10/26/16 N.T.S. 1 A 15-B-14196 E1 1 1 J RF1-1 I _" I GIRT 1'-5 3,0", LAP$ 1'-5 3/4" G T L -L-1 L 1 RF1-1 RF1-1 1 -4' -O'_1,4' -O' I 12'-0" 4'-0" 1'-5 3 4" 1'-5 3 4" 1'-5 3/4" V-5 3/4" SIDEWALL FRAMING: FRAME LINE A Field L Field 5'-10" RF1-1 5'-10" 1'-5 3 4" 1'-5 3/4' EC -4 I T (Gutter with 3 downspouts) F761 -BR �d �F2955-B, F760 -B F760 -BR lu F73 SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Ga. PR - Light Stone ISSUE DATE I DESCRIPTION 0 10/26/15 FOR ERECTOR INSTALLATION 1 10/26/15 FOR ERECTOR INSTALLATION 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. DJ -1 8F25C16 1 1/4- DJ -2 8F25C16 75--3 '-6" I - 8F25C16 12'-0" GH -1 GH -1 I ^ LOCATION: DS -1 8F25C16 5'-10" E-1 8ES1L14 19'-11 1/2" E-2 8ESIL14 19'-11 1/2" E-3 8ES1L14 19'-11.1/2" F481 F481 8ES11-14 19'-11 G-7 8X25Z16 21'-5 •1 - G-8 8X25Z16 N N G-9 8X25Z16 N N G-10 8X25216 22'-11 1 ° G-11 8X25Z16 21'-5 1Y2 CB-5 5/16" CABLE 23'-11" ra-r, s/ia° rARlr 'W-1" co 0 M co 00 F9 31 F981 Z 51 Z EF4 o' -q- F848 F848 848 F981 981 F73 SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Ga. PR - Light Stone ISSUE DATE I DESCRIPTION 0 10/26/15 FOR ERECTOR INSTALLATION 1 10/26/15 FOR ERECTOR INSTALLATION 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. DJ -1 8F25C16 1 1/4- DJ -2 8F25C16 75--3 '-6" DH -1 8F25C16 12'-0" GH -1 GH -1 5'-10" LOCATION: DS -1 8F25C16 5'-10" E-1 8ES1L14 19'-11 1/2" E-2 8ESIL14 19'-11 1/2" E-3 8ES1L14 19'-11.1/2" E2 E-4 8ES11-14 19'-11 G-7 8X25Z16 21'-5 •1 2" G-8 8X25Z16 5'-3° G-9 8X25Z16 5'-3- G-10 8X25216 22'-11 1 ° G-11 8X25Z16 21'-5 1Y2 CB-5 5/16" CABLE 23'-11" ra-r, s/ia° rARlr 'W-1" 2 1 SC584_L Fastener g12A 12 x 1" Pancake SD, at 12" O.C. Girt Deo1h GIRT C"613, UP Grimm? ,pr 15, 2016 metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: Joe Jouregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jouregui LOCATION: 4577 Bell Rood, Chico, Co. 95973 CAD DATESCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 10/2s/1s N.T.S. 1 A 15—B-14196 E2 1 C"613, UP Grimm? ,pr 15, 2016 6 100'-0" OUT -TO -OUT OF STEEL 1 5 4 3 2 . 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" Is E-5 Jz E-3 E-3 a E-2 E-6 la 12'-0" 4'-O" 8ESIL14 l'-5 3 4• 2ID 1'-5 3 4• 1 -5 3/4. 1 -5 3/4' 1 -5 3/4• 1 -5 3/4 8ES11-14 SIDEWALL FRAMING: FRAME LINE E G-7 DH -1 Y G-7 G-10 G-10 G-8 G-9 G-9 G-11 - cm f 22'-11 H2 M 8X25216 - � K3 G_7 - G-10 G-8 i o M d i o G-9 G-11 NN co !L co M <L 02 i — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — = — — — — — — — — — — —— — -- I I I 7 I C I EC-7 GIRT LAPS Y -- P791 -RI RF1-1 RF1-1 RFI -1 RF1-1 8ESIL14 19'-11 4'-0" 12'-0" 4'-O" 8ESIL14 l'-5 3 4• 1'-5 3 4• 1'-5 3 4• 1 -5 3/4. 1 -5 3/4' 1 -5 3/4• 1 -5 3/4 8ES11-14 SIDEWALL FRAMING: FRAME LINE E G-7 Y Y Y Q 8X25Z16 (Gutter with 3 downspouts) G-9 8X25Z16 F2955 -B . F760-8 - cm EC -1 T Al -F 00 or LJI.IV 81`25C 16 IJ —J ICY 12'-0". E-2 8ESIL14 19'-11 1/2- E-3 8ESIL14 19'-11 1/2- E-5 8ES11-14 -19'-11 1/2" E-6 8ES11-14 19'-11 2' G-7 8X25Z16 21'-5 i G-8 8X25Z16 5'-3" G-9 8X25Z16 5'-3" - G-10 8X25Z16 22'-11 F481 M 8X25216 - 21'-5"1" NN co !L co M <L i I L I L2 i L L —I i L —1 F73 SIDEWALL SHEETING & TRIM: FRAME LINE E PANELS: 26 Go. PR - Light Stone ISSUE DATE DESCRIPTION 0., 10/26/15 FOR ERECTOR INSTALLATION 1 10/26/15 FOR ERECTOR INSTALLATION 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. W—I DH -1 or LJI.IV 81`25C 16 IJ —J ICY 12'-0". E-2 8ESIL14 19'-11 1/2- E-3 8ESIL14 19'-11 1/2- E-5 8ES11-14 -19'-11 1/2" E-6 8ES11-14 19'-11 2' G-7 8X25Z16 21'-5 1 2" G-8 8X25Z16 5'-3" G-9 8X25Z16 5'-3" - G-10 8X25Z16 22'-11 1/2" ^G-11 8X25216 - 21'-5"1" 2SC584_L 3 SC584 R C M13 EXP 60=17 ,pr 15, 2016 metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: Joe Jauregui 'USTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui LOCATION: 4577 Bell Road, Chico, Co. 95973 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 10/26/15 N.T.S. 1 A 15—B-14196 E3 1 2SC584_L 3 SC584 R C M13 EXP 60=17 ,pr 15, 2016 s M E EC -1 EC -2 EC -3 ENDWALL FRAMING: FRAME LINE 1 60—B 122 F1 60—B , F764 F764 F760 4 L F764—R10 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. F73 ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Ga. PR — Light Stone BEARING FRAME ONLY! BO WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL. FR RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. LO WASHER NOT NEEDED ON CUP SIDE. ER Co g" 1"� EC 12 . .USE (1) HARDENED- WASHER-PER ARDENEDWASHER PER EACH 5/8"0 BOLTS A325 AND UP TYP.UNLESS NOTED 1"h�' 12 4 4 A325 1/2" R.-1 EC -2 wrLiwi tOF25C12 16-5 SL 1/4" EC -3 1OF25C14 14'-7 1/2" ER -1 W8X10 25'-0 13/16" ER -2 W8X10 25'-0 13/16" G-1 8X25Z12 23'-8" G-2 8X25Z13 23'-8" G-3 8X25Z12 23'-113/4e d <r 23'-11 G-4 3/4 CB -1 1/4" CABLE \ v c 1 4" CABLE 28'-5" \ \ \ \ O �j ^ o o o CD r- j I .I I t` 00 ^ c0 tD co c0 ^ iD i0 -In F73 ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Ga. PR — Light Stone BEARING FRAME ONLY! BO WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL. FR RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. LO WASHER NOT NEEDED ON CUP SIDE. ER Co g" 1"� EC 12 . .USE (1) HARDENED- WASHER-PER ARDENEDWASHER PER EACH 5/8"0 BOLTS A325 AND UP TYP.UNLESS NOTED 1"h�' 12 4 4 A325 1/2" R.-1 EC -2 wrLiwi tOF25C12 16-5 SL 1/4" EC -3 1OF25C14 14'-7 1/2" ER -1 W8X10 25'-0 13/16" ER -2 W8X10 25'-0 13/16" G-1 8X25Z12 23'-8" G-2 8X25Z13 23'-8" G-3 8X25Z12 23'-113/4e 8X25Z13 23'-11 G-4 3/4 CB -1 1/4" CABLE 29'-4" CB -2 1 4" CABLE 28'-5" 21 FB6-1 12'-5 1/4" 2 Bolts Unless Noted2'-4" on Erection Drawings Purlin / Girt Clip Shop Welded -- ----- -- -- --------------------- -------- Flange Brace Clip SC -2 ISSUE DATE DESCRIPTION BY CK D DSN • 0 10/26/15 FOR ERECTOR INSTALLATION PNR PNR MGS• metallic buiIdrn!) company 1 10/26/15 FOR ERECTOR INSTALLATION PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 " PROJECT: Joe Jauregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui LOCATION: 4577 Bel! Road, Chico, Ca. 95973 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 10/26/15 N.T.S. 1 A 15—B-14196 E4 1 C 6+1613 EXP 60012017 ,pr 15, 2016 BEARING FRAME ONLY! WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE.. WASHER NOT NEEDED ON CUP SIDE. 8" 1"h�' 12 4 4 A325 1/2e 1 1/4" USE (1) HARDENED Cl.—Y or LJl. la EC -5 8F25C13 EC -6 8F25C13 --r Jia 15-9 11/16" 15-9 11/ WASHER PEREACH EC -7 8F25C12 ER -3 81`35C 13 14'-7 3 8" 25'-013/16 �, 5/8"0 BOLTS A325 AND UP ER -4 8F35C13 DJ -2 81`25C 16 25'-0 13/16" 7'-6" TYP.UNLESS NOTED DJ -3 81`25C 16 DH -1 81`25C 16 16'-1 11/16' 12'-0" BUILDING ID A GH -1 GH -1 5'-10" 12'-0" DS -1 8F25C16 5'-10" GIRT G-5 8X25Z16 13'-8" G-6 8X25Z16 3'-9" LINE 6 CB -3 1/4p CABLE 20'-2" Fastener #12A 12 x 1" Pancake rSO, at 12" O.C. I Girt Death 2 1 FB6—, ECC 4 Field 5'-10" PROJECT: Joe Jauregui EC -5 , OWNER: Joe Jauregui E ECC 6 3 EC -7 N.T.S. LF BUILDING ID A JOB NUMBER 15—B-14196 4'-0" I 12'-0" I® 4'-0" _ I GIRT ENDWALL FRAMING: FRAME LINE 6 N I GH -1 2 F764 F160—B C] F764 t2 F764—L F76❑4—R 2 Bolts Unless Noted 2'-4" — — — — — — — — _ on Erection Drawings Purlin / Girt Clip — — —Cn Shop Welded _____ __ _________ _________ r0 Oi � ____________ ---moi \ \ \ F481 O O F73 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. ENDWALL SHEETING & TRIM: FRAME LINE 6 PANELS: 26 Ga. PR — Light Stone ISSUE DATE DESCRIPTION 0 10/26/15 FOR ERECTOR INSTALLATION 1 10/26/15 1 FOR ERECTOR INSTALLATION Flange Brace Clip SC -2 C6013 EXP 500=17 ,pr 15, 2016 metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: Joe Jauregui :USTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui LOCATION: 4577 Bell Road, Chico, Co. 95973 CAD DATESCALE 10/26/15 N.T.S. PHASE 1 BUILDING ID A JOB NUMBER 15—B-14196 SHEET NUMBER E5 ISSUE 1 C6013 EXP 500=17 ,pr 15, 2016 SPLICE BOLT TABLE Mark 6p Bot Int Type Dia Length Wash SP -1 4. 4 0 A325 3/4- 2 1/4" 8 USE (1) HARDENED OFLANGE BRACES: BOTH SIDES(UNLESS NOTED) WASHER PER EACH FBxxA(1): xx=length(in) A - L2X2X14G 5/8"0- BOLTSA325 AND UP. TYP.UNLESS NOTED F52-8 24'-4" •�4� a� 26 Go. PBR, Galvolume 5 ® 4'-9" 121" FB29.5A 1 F829.,5A(1) 8 1/41 1_ _I1'-1 GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE 'SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR M90 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 SUP 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 46'-4 1/2-' CLEARANCE + - 50'-0" OUT—TO—OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE -2 3 4 5 ISSUE DATE DESCRIPTION B' 0 10/26/15 FOR ERECTOR INSTALLATION PN 1 10/26/15 FOR ERECTOR INSTALLATION PN 1/4" metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 C -M13 PROJECT: Joe Jauregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui EXP O» pr 15, 2016 LOCATION: 4577 Bell Road, Chico, Co. 95973 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE' X41 10/26/15 N.T.S. 1 A 15-B-14196 E6 1 MEMBER TABLE Web De ih Web Plate Outside Flange Inside Flange Mark Start End W x Thk x. Len th W x Thk x Len th,RF1-1 9.0 13.0 .1 5 x 1 4 x 183.8 5x1 4x 169.1 13.0/13.0 7ThickLength .8 5 x i/4" x 21.6 RF1-2 12.0/ 9.0 .0 5 x 1/4" x 240.0 5 x 1/4" x99.0 9.0 9.0 .0 5 x 1 4" x 37.9. 5 x 1 4" x 179.2 • 17 8 1/41 1_ _I1'-1 GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE 'SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR M90 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 SUP 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 46'-4 1/2-' CLEARANCE + - 50'-0" OUT—TO—OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE -2 3 4 5 ISSUE DATE DESCRIPTION B' 0 10/26/15 FOR ERECTOR INSTALLATION PN 1 10/26/15 FOR ERECTOR INSTALLATION PN 1/4" metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 C -M13 PROJECT: Joe Jauregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui EXP O» pr 15, 2016 LOCATION: 4577 Bell Road, Chico, Co. 95973 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE' X41 10/26/15 N.T.S. 1 A 15-B-14196 E6 1 Purlin A (2)1/2"xl 1/4" —Steel Line 1/4" (1) #16 (2) 1/2" x 1 1/4"1/4Endwall Steel Line (1) #16 (2) 1 /2" x 1 1/4" A325 M. Bolts M j� Anti—Roll Clip Rafter A325 Bolts I A325 Bolts _ 3/16' Plate Rafter 0 0 o o Purlin Clip RA1 0 0 RA1 0 0: 2" 2 3/16" Plate of Rafter Rake Angle =_—__ ______________ Rake Angle Purlin Clip O• • Purlin Clip Purlin Purlin 3/16" Plate 3/16" Plate EW Rafter 'Tcold EW Rafter Anti—Roll Clip Anti—Roll Clip 3/16' Plate • 03/16" Plate I 1/2" Washer Column Side Not Clip Side Flange Brace Flange BraceAs As Required 3 16" 3 EW Column Required 3 16" 3 / 3/16" 3 (4) 1/2" x 1 1/4" 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts Formed Rafter Main Frame Rafter A325 Bolts (Typ. U.N. on (Typ.) (U.N.) (Typ.) (U.N.) Section A Section A Endwall Drawing) SECTION THRU COLD FORMED RAFTER A% SECTION THRU HOT ROLLED RAFTER ANTI PURLIN ANTI -ROLL CLIP B4 ENDWALL COLUMN TO RAFTER EW Girt EW Girt EW Column Corner Column Door Jamb EW Column �\ \ a SW Girt Welded Plate SC -5 a Welded Plate EW Girt Clip 1/2" x 1 1/4" A325 Bolts (Typ.) (U.N.) 1/2" x ,1 1/4" A325 Bolts (Typ.) (U.N.) (*) = Refer To Anchor Bolt (*) = Refer To Anchor Bolt Plan Plan Cq CEE ENDWALL COLUMN TO WALL GIRT D4 CORNER COLUMN TO WALL GIRTEj BASE PLATE FOR DOOR JAMB Eg BASE PLATE FOR ENDWALL COLUMN _ ISSUE DATE DESCRIPTION BY CK'D OSN 0 10/26/15 FOR ERECTOR INSTALLATION PNR PNR MGS metallic building company 1 10/26/15 FOR ERECTOR INSTALLATION PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 C'3 PROJECT: Joe Jouregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jouregui EXP 6t= 17 pr 15, 2016 LOCATION: 4577 Bell Road, Chico, Co. 95973 C�W CAD DATE SCALEPHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 10/26/15 N.T.S. 1 A 15—B-14196 DET1 1 End Plate Width as Required Hot Rolled Width Varies Roof Purlin Clip F-la-n-_g EW Rafter _®- ,'II Endwall r'-'--'1 Rafter L RF Colum 2 > ® Flange Brace (As Required)q o ® --- O O N. AdditionalA , ----------------- r O ---------- o ® ® ---------O -- -- i , Flange Brace (As Required) ® O O Additional - -;'- _e _Brace __ -------------- --_-_-_- Flange Brace Oil* -_-_-_-_-----*- O (As Required) Flange Brace ®®,y SECTION A" I SOO SI RF Rafter I II I I Wall Girt LI Flange Brace Clip Endwall Column Section "A" (*) = Refer To Endwall Drawing See Endwall Drawing 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts For Bolt Quantity, Dia. & Type For Bolt Dia. And Type. (Typ.) (U.N.) (Typ.) (U.N.) F 10 RAFTER SPLICE AT SURFACE CHANGE F20 RAFTER SPLICE AT SURFACE CHANGEG Z ROOF PURLIN TO INTERIOR FRAME RAFTER H 2 WALL GIRT TO RIGID FRAME COLUMN Eave Strut Steel Line Steel Line Door Jamb 1/4" Eave Strut 1/4- Eave Strut Eave Strut ----------- --------- '� ' Eave Strut - - y�. k Rake Eave Strut - - Angle --------------------- ------------------------ A EW Rafter Rigid Frame Wall Girt Column Rigid Frame Welded Clip EW Rafter Column Endwall Rafter 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts Endwall Rafter 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts (Typ.) (U.N.) (Typ.) (U.N.) (Typ.) (U.N.) (Typ.) (U.N.) 6 LOW SIDE EAVE STRUT TO COLD FORMED RAFTER 8 LOW SIDE EAVE STRUT TO HOT ROLLED RAFTER 2 EAVE STRUT TO RIGID FRAME K 3 WALL GIRT TO DOOR JAMB ISSUE DATE DESCRIPTION BY CKb DSS 0 10/26/15 FOR ERECTOR INSTALLATION PNR PNR MGS me � metallic buildiA� company 1 10/26/15 FOR ERECTOR INSTALLATION PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. ZIP 77041 (713) 466-7788 BOX 40338 ZIP 77240 Y C13 PROJECT: Joe Jouregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui EXP 813 MIT pr 15, 2016 LOCATION: CAD 4577 Belt Road, Chico, Ca. 95973 DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE IL Cry„ 10/26/16 N.T.S. 1 A 15-8-14196 DET2 1 Eave Strut *PART APPLICATION Wall Girt Door Header SC544 1/4" Cable or 1/2" Rod Cable Door Jamb SC545 5/16" Cable or 5/8" Rod Wall Girt SC546 3/8" Cable SC547 • 1/2" Cable Base Cable Anchor* II aw SC548 3/4" Rod n SC549 1" Rod c' SC550 1 1/4" Rod I WeldedClip •O� o. o Connection Plate I Welded Clip EyeBolt Door Jamb I ; Door Jamb Base Cable Anchor 1 Diameter (SC551 or SC552) Bolt SECTION ELEVATION Opening _ Width o Door Jamb 1/2" x 1 1/4" A325 Bolts @ Door Jamb (U.N.) 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts ® Eave Strut (U.N.) (Typ.) (U.N.) (Typ.) (U.N.) Anchor Bolts L DOOR JAMB TO EAVE STRUT L8 DOOR JAMB TO WALL GIRT M 3 DOOR HEADER TO DOOR JAMB Q 6 DIAGONAL BRACE CLIP TO FLOOR DETAIL (6) Stitch Screws wall Steel Line 1/4"-14 x 7/8" Rigid Frame Column Lap Tek Die Formed — #12 X --" S.D. Screw Ride Cap F52 Downspout (See Fastener Detail) F320 OR F313 Wall I Member Screws Stitch Screw = = Panel I Anchors By Others* 12 —14 •at 5"-7"-5" x 1 1/4" O.C. _Downspout Strap _ I Deluxe Base Trim (F73) F797 Finished Floor Fastener #14 1/4-' ' "PBR"J Peak Purlins v *Minimum 1/4" Diameter Anchor Roof Panel or Equivalent Power—Driven Fastener (*) = Refer To Anchor Bolt At 24" On Center Maximum. 1" Tape Sealant 4" 1/2 - Plan TRIM_39 HW -506 - Downspout Strap Attachment Detail 4" x 5" Roll—Form R2 ANCHOR BOLTS AT SIDEWALL COLUMNS SECTION THRU WALL PANEL AND CONCRETE "PBR" ROOF FIXED RIDGE DETAIL FOUNDATION WITH DELUXE BASE TRIM Trim -80 TRIM -81 ISSUE DATE DESCRIPTION 0 10/26/15 FOR ERECTOR INSTALLATION BY CK'D OSN PNR PNR MGS metallic building company 1 10/26/15 FOR ERECTOR INSTALLATION PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 C13 PROJECT: Joe Jouregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jouregui up 9=17 pr 15, 2016 - LOCATION: 4577 Bell Road, Chico, Ca. 95973 �� CNA. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 10/26/15 N.T.S. 1 A 15—B-14196 DEf3 I I I I 1 4' 2' 2' Fastener #4 Note "A" Gerlier Back cutter (Shape May vary) 1/4"-14 x 7 8" / rope Sealer HW506 Screw must be installed through the Tape LL SD W/Washer pLong ti ht Feld Notchql�8"O fi Sealer to ensure a water connection. Field 3 Gutter Support PBR Panel Fastener #4 Splice o Tab 3 V/// o m 2� View- LL SD W/WASHER Section A at 1'-0 O.C. Tob Fastener ' ti ii on 1 12-14 x 1-1/4" �/� ev Interior Downspout Front 25 width Note o O Gutter Support LL SO W/WASHER Standard F893 (shown Stands F33 Sheeting at 5"-7 -5° O.C. View Field Bevel Cul Top of Downspout Lary 7 See attached with �3� Fastener 4 Layout Inside Panel Closure HW455 4° 1/4"-14 x 7/8" LL SO W/WASHER with Continuous Tape Sealer 2 o c mox. o o / Dont(See Erection Drawings 1-3 HW506 top and bottom HW506 T ical Spacina 1/4" bea= = o n Exterior Fastener 14 H �� 1/8 x 3�6'2) Downspout for Spacing of Tube Sealant 2 o.c. mox. �, a a N t< F320 = 10'-6" Pop Rivet DS Depth Eave Gutter "A" Eave Gutter (For placement see details below) o j F313 = 14' Standard F760 (Shown)) Note (Profile varies, Northern F391 shown) "� `< o - o Field Splice m Downspout To Gutter Attachment Detail Standard Large F4130 Fastener 14A # r. A field splice is required for eave heights 1/8"0 x 3/8° 5'-0" O.C. - greater than 16'-0". 1. Refer to the building erection drawings for the location and spacing of the downspouts. Fastener #17A Cut a 10'-6" or 14'-6" length of downspout. 2 Locate all downspouts over a major pond rib if passable Eave Trim 12-14 x 1-1/4 SD W/WASHER F2955 — Always measure the required length starting at the swaged end. After cutting to length, g g g insert the swaged end of the cut downspout 3. Make a cardboard template of the downspout shape . Place the template on the bottom of the gutter and trace the outline. Remove the template and draw a line from comer to comer, forming an 'X' pattern. a. Dal a whole at the center of the Y. Using ton sn' s, cut alongthe lines of the X only. Do not cut along the outside Imes of the downspousquare Without Closure Fastener 14 # 1/8"0 x 3/16" ional' outside Closure (12) Fastener #14 re cared of la q p (15) Fastener #14 required at la q p (15) Fastener #14 re uired of la q p (17) Fastener #14J required at la q pP// into the to of the lower downspout. Secure p p s. Bend each triangular tab down toward the ger ground, 90 Degrees to the bottom 3'-0 O.C. HW456 - PBR HW429 -PBR (see PW05020) witho rivets. p p Finished floor of the gutter. 6. Position the t of the downspout under the gutter. Make sure all four top m g With Closure HW460 - PBU Fastener #14A HW465 — AVP PBA / Standard Standard Large Northern Northern Large F321 gutter tabs are on the inside of the downspout 7. Instate Fastener1a through the downspout into the gutter tab. only the 1/B"0 X /8" VStashaOaW 1'-0 O.C. - F760 F4130 F391 F883 4" X 5" Roll Form Downspout two sides and the ant of the downspout will receive fasteners. Eave Gutter End Lap Installation — PBR Roof TRIM -96 TRIM -98 Low Eave Detail — PBR Roof Classic Standard and Standard Large Gutter — Sheeted Wall TRIM -103 Classic Trim Profile TRIM -90 TapeY506 err t/2' „ � ^� I ( Downspout F320 Downspout Strop F797 _ � Fastener #1 Fastener #17A Fastener #4 12-14 x 1-1/4" SO W/WASHER 1/4"-14 x 7/8" LL SD W/WASHER (2) Runs 1/4" Bead Urethane Tube Sealant fro, 1/8" x 3/16"' Po Rivet gTyp.) at each purtin at 1 -0 O.C. Rake Trim Roof Panel Rake Trim Standard F764 (shown) Standard Lar e'F415b 9 (3 Such Screws rl164 r P� Rake Angle I 114'-14 7/8' (Typ.) 1 Fastener #17A 12-14 x 1-1/4" SO W/WASHER I y Wall I l l Kickout Purlin PPOW I Qx F321 ` Rake Trim Rake Trim 1 i I Rake Trim Rake Slide p o p ro, �eftP l F215 Outside Panel Closure Rake Trim Outside panel Closure HW456 (Foam) =PBR HW456 (Foam) =PBR (See GP 05005) (See GPR05005 ) HW4294etal = 29A HW M HW429 HW429A (Metal) =PBR / (Metal) PBR (See PW05015) (See PW05015) t' Min. I 1' Min. ' Stitch Screw 1/a' -t4 x 7/8' at 1'-0' O.C. r'gtr 108' HW460 at PBUU HW460 of PBIJ HW465 at AVP/PBA/ HW465 at AVP/PBA/ Ystashadow HW506 Tape Mastic Pit Ystashadow Fastener #4A Fastener #4A 1/4"-14 x 7/8" SO W/WASHER Peak Boz 1/4"-14 x 7/8" SD W/WASHER at 1 -0 O.C. PBR Roof t�POF at 1'-0 O.C. Rake Angle RAI 91/2' Standard (Fixed) Alternate (Sliding) Wall Fastener Imola the ILttar Fid Cop 1 1 boon are erd or me tamer. b®d a n �, For roof runs 100 or less For roof runs greater than 100' Stitch Screw Outside Panel Closure at�s�mt t�i�i •` ameEnd n, shad to and — an Attach re Ire c� le me g ( ) 78' cap eegn are soled .ion ' 1/4"-14 x 7/8" Tube SedamL luert the Anter oto the Rolm Toni. Arm U. eviered edges ad attach to the RNe Trtn dth t� � Downspout Kickout Rake Detail — PBR Roof at each high nib.p Standard Peak Box Detail Gutter to Rake Miter Detail 4" x 5" Roll—Form Classic Standard and Standard Large Rake Trim - Sheeted Wall TRIM -104 PBR Roof TRIM -106 TRIM -119 TRIM -123 ISSUE DATE DESCRIPTION BY CK'D DSN 0 10/26/15• FOR ERECTOR INSTALLATION PNR PNR MGS metallic building company , " 1 10/26/15 FOR ERECTOR INSTALLATION PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 C13 PROJECT: Joe Jauregui � CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui IXP17 pr 15, 2016 LOCATION: 4577 Bell Road, Chico, Co. 95973 Cry„ CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 10/26/16 N.T.S. 1 A 15—B-14196 DET4 1 PBR Panel v N Fastener #4A 1/4"-14 x 7/8" SD W/Washer at 1 —8 D.C. Steel Line Field remove bearing leg as required PBR Panel Corner Trim F830 or F862 )q7 Line and Panel Rib Noie: Standard panel location for Start and End PPanels is C panel rib at steel line. Refer to erection Drawings for panel location and Corner Trim piece mark. Outside Corner Trim — PBR Wall Panel Cable Flo—Lo( * Similar car for Rafter. Insert EyeBolt Through Slot in Web. Washer Then Assemble Hillside Washer, Flat Washer, and Nut. Top Flange Top Bolts - See Rigid Frame Drawings For Size O C • Web Intermediate Bolts O O — (As Required) See Rigid Frame Drawings For Size OO op , Bottom Bolts — See Rigid Frame Bottom Flange o o Drawings For Size ® 0. Extension Beyond Flange Is Optional, At Top & Bottom. U 2 BOLTS FOR RIGID FRAME RAFTER TRIM -186 AT BUILDING PEAK Q2 DIAGONAL CABLE, EYEBOLT END WF or Cee \'ad 1 de er Nut .Top Flange 0 O Top Bolts —See Rigid Frame Drawings For Size po C Web Intermediate Bolts O — (As Required) See Rigid Frame Drawings For Size po po Bottom Bolts — See Rigid Frame Bottom Flange �o po Drawings for Size U 3 BOLTS FOR RIGID FRAME RAFTER TO COLUMN CONNECTION Field locate and provide Maximum a slot for the 'T. bracing. Member Screws At 6" On Center 1/8" Larger than "X" bracing 1 2" Diameter. C Inside[Flla'n'ail' UD p 0 0 � U2 � — — E C14 MR/Im/1' — Zee Web Outside Flange Down *For Cable, Unravel Flo—Lock Grip and Remove Eye Bolt, Slip Through Slotted Girts then Reassemble Cable. CABLE AT FLUSH WALL GIRT DATE DESCRIPTION 10/26/15 FOR ERECTOR INSTALLATION 10/26/15 FOR ERECTOR INSTALLATION Member Screws "R" Panel Skylight At 12" On Center— Member Screws 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 ---T Roof Panel Member Screws At 6" On Center Insulation Trim SECTION AInsulation Trim Insulation F-75 F-75 Insulation STANDARD SKYLIGHT PANEL INSTALLATION BY CK'D DSN PNR PNR MGS metallic buildinc) company PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ` ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: Joe Jauregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui LOCATION: 4577 Bell Road, Chico, Co. 95973 CAD DATE SCALE I PHASE I BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 10/26/16 1 N.T.S. 1 A 15-B-14196 DET5 I C6111411 EXP 6/9QR01 i/ ,pr 15, 2016 47" 5" 7" 5" 7" A 2 1/2" 12" 12" B "PBR" Panel "PBR" Panel Bearing Leg Stitch Screw 1/4-14 x 7/8" Sheeting Direction SO, at 20' O.C. 12" 12" 12" 7" 5" 7" 5" 7° A A B 2 1/2" 12 12" "PBA"/"AVP" PanelB "PBU" Panel Member Screw 12-14 z 1 1/4 -SD 12" O.C. at Each Member Extended Leg "PBA" Panel Sheeting Direction AO = At Base, Rake, Eave, and "PBU" Panel Bearing Leg Stitch Screw 1/4-14 x 7/8" Sheeting Direction SO, at 20" O.C. Mid Span End Laps 6" 1 6" 6" 1 6" 1 6" 6" A 12" 12" 12" A B At Intermediate Member, 12" 12" 12" B "RVPBR" Panel and at Optional Liner Panel "RVPBU" Panel Fastener Location for Panel At Wall TRIM -174 PBR Roof Panel - Standard and Standard Large IWPRO4004 Low Eave Rake Corner with Eave Gutter -14" Wall Panel &'14 R04 Trim to 17A Member Screw verlap lip of 178 Fastener #4 utter Tape Sealer }-14 x a' LL Fastener #4 HW506 SD W/Washer }-14 x 1" LL Mitered Rake Trim Rake Trim to SD W/Washer Standard Roof Panel 3" O.C. max. . F764L (Shown) 1'-0 O.C. max. Fastener #14 F764R (Opposite) J"0 x a" b"p x 4' Standard Large 2" O.C. max. 2" O.C. max. F4150L (Shown) (12) at Standard (14) at Large (9) of Standard F415OR (Opposite) (10) at Large CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui 12" 12" 12" Sheeting Dir t' 2 1/2" ec on Detail "A" —1 All Roof Members Except As Noted Below 12' 12" 12" 21 Stitch Screw Tape Seal 14-14 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 HW507 Tape Seal Roof Panel) Purlin Sheeting Direction Detail "A" At Eave Strut, Panel End Lap, and Peak Purlin Section Thru Panel End Laps Fastener Location for "PBR" Roof Panel I c x I rulluuKC neuu typical each end Sidewoll Framed Opening Jamb Brace Detail. NS75 Standard Grade Description Fastener Number Number Application ield cut otch to allow 4A 4ake r Trim to 17A Member Screw verlap lip of 178 Member Screw utter 28 Member Screw gaps with Tube Sealant. Mitered Eave eCut flush End Cap Standard F76OR (Shown) F760L (Opposite) with Face of Panel or Trim St a dard Standard F761R (Shown) F761L (Opposite) Standard Large F413OR (Shown) F4130L (Opposite) Standard Large Large F4131R (Shown) Fastener #14 F4131L (Opposite) J"0 x a" Panel or Trim. (See Gutter Placement) End Cap 2" O.C. max. PROJECT: Gutter (12) at Standard (14) at Large 12" 12" 12" Sheeting Dir t' 2 1/2" ec on Detail "A" —1 All Roof Members Except As Noted Below 12' 12" 12" 21 Stitch Screw Tape Seal 14-14 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 HW507 Tape Seal Roof Panel) Purlin Sheeting Direction Detail "A" At Eave Strut, Panel End Lap, and Peak Purlin Section Thru Panel End Laps Fastener Location for "PBR" Roof Panel I c x I rulluuKC neuu typical each end Sidewoll Framed Opening Jamb Brace Detail. NS75 Standard Grade Description Fastener Number 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" 178 Member Screw 12-14 x 2" 28 Member Screw Long Life Description Fastener Number Number Application 1/4"-14 x 7/8" 4 Stitch & Trim Screw 12-14 x 1 1/4" 3 Member Screw 12-14 x 1 1/2" 3A Member Screw 12-14 x 2" 58 Member Screw TRIM -175 Note: Standard details call for 1 1/4" fasteners as member screws by default. 1 J/4", 1 1/2", or 2" depending on insulation, application, or customer request. Self—Drilling Screw Application SCRW1 C 64613 EXP. 101130rt7, ,pr 15, 2016 ISSUE DATE DESCRIPTION 0 10/26/15 FOR ERECTOR INSTALLATION BY CK'D DSN PNR PNR MGS metallic building comp 1.) Apply Tube Sealant to End Cap bottom and side tabs. Install Cap in from end of Gutter. Inspect after installing and seal any gaps with Tube Sealant. 1 10/26/15 FOR ERECTOR INSTALLATION PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 A 1}" Standard 2,) Attach Eave Gutter to Roof Panel locating end past face of ZIP 77041 (713) 466-7788 ZIP 77240 1�" Large Panel or Trim. (See Gutter Placement) PROJECT: Joe Jauregui 3.) Align edges of Eave Gutter and Rake Trim and attach Rake CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui Steel Face of Panel Trim as shown. Apply Tube Sealant along edges to seal. LOCATION: 4577 Bell Road, Chico, Go. 95973 Line or Trim See Eave and Rake Construction Details included with Erection CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE Placem Gutter ent Dr Drawings for attachment of Eave Gutter and Rake Trim to Roof and Walls. 10/26/15 N.T.S. I 1 I A 15-13-14196 DET6 1 I C 64613 EXP. 101130rt7, ,pr 15, 2016 O Edge Q NOTES: Joint , Typ Both Sides" THK. WELD SIZE 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 - J L 2 TL2 3" TYPICAL COLD -FORMED CONNECTIONS 1 T, a 1 < 3/8" Thk x 3/8" Thk BGTSM NW Typ < 3/8" Thk x 3/8" Thk BGTSM Z BGBSMThick)-� or < 3/8"_ Thick�� •s s 3/8" Thk Below 3/8" The Material Has No Joint < 3/8" Thk i 3/8" Thk BGTSM �— < 3/8" Thk z 3/8" Thk ,f--1< 3/8" Thick or T. (A iz3/8" Thick BGTSM Typ © < 3/8" Thick` or Thick __/k3/8"BGTSM Straight Column Type 1 "<>3/8" Thk �a b Thk 0 T_L <z38"Thk BGTSM Typ Typ Interior Wide Flange Base Plate 4N —< Typ o Typ < 3/8" Thick + or i3G8 Thick Straight Column Type 2 BTSM DATE DESCRIPTION 10/26/15 FOR ERECTOR INSTALLATION 10/26/15 FOR ERECTOR INSTALLATION Same As Bottom Flange at. _ n� Some la `Conn Plate s 3/8° T a b > 3/8" T © <3/8" Thk -ab oT� z 8" Thk UB TSM �<<3/8" Thk �-0 kL-<a 3//8" Thk BGTSM © L 2 Weld Int 3-6 n L 2 Over 24" Deep Webs Typ Q� „A"f Interior Column Conn Plates MGS ** Note: Sizes Of Fillet Weld metallic building company For Web—To—Flange Weld Same As Bottom Flange Web - Flan e Thickness Thickness 3/16" _ 1/4" To 1/2" Over 1/2" CUSTOMER: JOHN HELTBRAKE 10 Go & ,3/16" 3/16" See Note 2 - BGTSM = Back Gouge To Solid Metal (I 1/4" 3/16" See Note a © 5/16" See 1Note 1/4" 2 10/26/15 3/8" 5/16" A O Over 3/8" See Note 3 <3/8" Thk or ® Notes: J--<z 3/8" Thk 8GGTSM 1.) 3/16" Flanges Are Not To Be Used For Web Thickness Of 1/4" Or Over Unless Specified By Engineering. /WELD DETAIL SHEET 2.) Weld Size Equals To Thickness Of .Web Or See Note 5. 3.) For Web Thickness Over 3/8" All Fillet Sizes Are To Be Specified By Engineering. 4.) Weld Both Sides Of Web To Flange 3" Beyond Both Ends Of Bracket. © 2 1/2" 5.) Flange To Flange Or Flange To Connection Plate Weld Sizes Are Determined By The o (2) 2 1/2" Following Criteria: Tm Flg Brace Cliff tf < 3/8" 3/16" Fillet 3/8" < tf < 3/4" N With 1/4" Fillet tf > 3/8" N With 5/16" Fillet Weld Need Not Exceed Thickness Of Thinner Part Joined. 6.) Weld Size Is To Be 1/16" Less Than Thicker Plate, But Not To Exceed Thickness Of � L/2 - Thinner Plate. - © 172 7.) Opposite Side Weld Length To Be a Dimemension Plus 3 Inches, and b Dimension Plus 3 Inches. Interior Column Conn Plates MGS metallic building company X Typ 5Q X 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: Joe Jauregui Note!!! CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui X Notch > - BGTSM = Back Gouge To Solid Metal (I 3 8" Typ BUILDING ID JOB NUMBER SHEET NUMBER Typical Stiffener Detail Revised 4/25/08 10/26/15 SECTION A—A 1 A 15—B-14196 Notice I This Drawing And The Information Contained And Or Depicted hereon, implied, is CONFIDENTIAL AND Backinq Ring- Some Material either expressly or PROPRIETARY and may not be reused, reprinted, distributed or otherwise disclosed As Pipe W-1 /WELD DETAIL SHEET Interior Column Conn Plates MGS metallic building company MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: Joe Jauregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui LOCATION: 4577 Bell Road, Chico, Co. 95973 CAD DATESCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 10/26/15 N.T.S. 1 A 15—B-14196 DET7 I _ • • Opening Width + 6- (+1' Lop when req'd) ' 3-^ Opening Width~" c r3, r, �,t.. - Al. - .. .. ' and See PW06023 -1' w & PW06027 Head Trim F481 _ t. a °a m 3 .n I + _ - -I r `- Opening' Width + 3" • ' Heed Trim F481 • Head Trim F481 + Front Yew I Ip,. 1}� Y -t —{-t— 1` Lap with (2) Fosterers - POR Wall'Panel - Four Sided Framed Opening r f p g PW06022 ' R PBR Wall Panel - Four Sided Framed Opening a PW06023 i ' PBR Wall Panel - Four Sided Framed Opening , y , ► PW06024 PBR Wall Panel = Four.Sided Framed Opemng PW06025 Trim Installation with Field Notch Panel at Head Trim .. 'Jan IF=' '12 00 Field Notch Panel at Head Trim, ` Jarr'12 00 Trim Installation with Field Notch and Bend Tabs at Head Trim .'. a� Jan '12 00 Field Notch and Bend Tabs at Head Trim Jan'12 00 r _ 6LQIZ Trim Installation can be done by Field Notch Panel as shown on PW06022 & PW06023 1, � Note: `Trim Installation can be done by Field Notch Panel, as shownon PW06022 & PW06023 BUILDING ID Fastener 814A �- x'g" Pop. Rivet - Trim Installation can bedone by Field,Notch Panel as shown on PW06022 & PWO6023 ISSUE OR Note: Trim Installation .ccn be done by Field Notch Panel as shown on PW06022& PW06023 - of 20' O.C. at Cold Form _ -QR with Field Notch and Bend Tabs at Head Trim as shown on PW06024 &-PW06025. ' t` ' s f OR with Field Notch and Bend Tabs at Head Trim as shown, on .PW06024 & PWO6025. w 1' Lap with (2) - Qa with Field Notch and Bend Toat Head Trim as shown on PW06024 & PW06025. - ,n ' Fasteners 814 }" x' - DR with Field Notch and Bend Tabs at Head Trim as shown on PW06024 & PW06025. + _ r • ''Opening Width + 6" (+1" Lap when req'd) °. �� - - - - k ' ; _ " ' - - Opening Width + 6" (+1' Lap when req'd) - - r • - i'- •1• '' -, _ • • Opening Width + 6- (+1' Lop when req'd) ' 3-^ Opening Width~" c r3, r, �,t.. - Al. - .. .. ' and See PW06023 -1' w & PW06027 Head Trim F481 _ t. a °a m 3 .n I + Wi _ - -I r `- Opening' Width + 3" • ' Heed Trim F481 • Head Trim F481 + Front Yew I Ip,. 1}� Y -t —{-t— 1` Lap with (2) Fosterers See ' Pop Rivet. See 814-j" x j" Pop Rivet ' Note, - PWO6030 a ' _ - - - For -Optional' ,.,For •.•+'- / _ Field cut Panel Closure Trim See see PWO6028 Opening Width 3" 0 enin Width - 3" Field notch Panel Fastener 814Ax I" Pop Rivet r _ t- . • at Head Trim DATE , ,d of 20" O.C. at Cold Form BUILDING ID Fastener 814A �- x'g" Pop. Rivet NUMBER ISSUE OR / - of 20' O.C. at Cold Form _ • / /:./ j// j // .r . Fastener ®207 12-24 x,1}' 1,- o - • I i:: i. _ 1' Lap with (2) ` Pancake DP5 at 20- O.C. at ,n ' Fasteners 814 }" x' + i - Hot Rolled, e Head Trim F481 _ •• <' - Caulkwith HW540 - Trim when required. Field notch as req'd. _ /�<:.'. at these edges See PW06027 J • -.•.• • Bead of HW540 Tube. Caulking •t ` / after installation ; .for Jamb Trim - - (2) Fastener 814 - �- x Pop Rivet from Header to SAI (see section) ' p •i d 1.� " y - See PWO6026 Jamb Trim F482 - • (see section t•' & PWO6027 or Alternate F484 - Jomb,Trim'F482` ' Jamb Trim F482 measure before cutting Panel and Trim.•Tl' •Jomb'Trim F482 Jamb Trim F482 Fasteners 814 ]' x or Alternate F484 ' or. Alternate F484 f• J' Pop Rivet Typ of or Alternate F484. or Alternate F484 • • _ See -� - Trim when required. . Field notch as req'd. Opening Width 1}` PWO6029 ' (2) Fastener 814 Field Notch and Bend 1}" Tab+- t o See Wall Stitch Screw See C PW06029- behind Jamb Trim. Attach with }--14 x I' of 12" pwo6030 a Woll'Stitch Saew-*See O.C. at Panel Rib N 3-14 x a` of 12" PW06030a , at Tabs Sill Trim F848 - _- O.C. at Panel Rib , _ 1} N 1}". Field Cut Remove Sill Trim F848 ,Opening Width +3" - Wi _ - -I r `- Opening' Width + 3" • ' Heed Trim F481 • Front Yew I Ip,. 1}� Fastener 814 a" x �- -t —{-t— 1` Lap with (2) Fosterers •814 H" x Pop Rivet Pop Rivet. See 814-j" x j" Pop Rivet ' Note, and HW540 Caulking _ - - - For -Optional' ,.,For •.•+'- / _ Field cut Panel Closure Trim See see PWO6028 Opening Width 3" 0 enin Width - 3" Field notch Panel , p r _ t- . • at Head Trim DATE , - BUILDING ID Fastener 814A �- x'g" Pop. Rivet NUMBER ISSUE / - of 20' O.C. at Cold Form _ • / /:./ j// j // .r see PW06028 1,- o - • I i:: i. _ 1' Lap with (2) / / / � / � ,n ' Fasteners 814 }" x' + Pop Rivet Typ at ° Head, Sill & Jamb e Head Trim F481 _ •• <' - Caulkwith HW540 •_ - Trim when required. Field notch as req'd. _ /�<:.'. at these edges See PW06027 J • -.•.• • ` / after installation ; .for Jamb Trim - - (2) Fastener 814 - �- x Pop Rivet field cut detail' //-, /�• / p I I I I I I I .'F y /✓� �///, ' p •i _k* at Tabs• 1.� " y - See PWO6026 Jamb Trim F482 - • (see section t•' & PWO6027 or Alternate F484 - Jomb,Trim'F482` ' Jamb Trim F482 - �• r Fastener 814A b" x a" Pop Field l an ` (2) Fastener 814 Rivet at 20' O.C. at Cold Form . r =R' 1} Opening Width' 1} ' •-`A- x f}" Pop Rivet - • .ORField Cut . - .4 - •� r - at Corners t Fastener 8207 12-24 x 1}- and Remove ' r .Opening Width +�3'-, r � - ..nye „r •' Pancake DPS of 20' O.C._ot _ t • ... r - Hot Rolled ;' and -- Opening Width + 6" (+1" Lap, when req'd) ... • - 't - _ - Nsle;_ Panel position is shown with , ^ - Panel Rib and O enin on 1'-0 module Field Cut d Remove .. c a a ♦ _ - -I r `- Opening' Width + 3" • ' Heed Trim F481 • 1}- x r, Openi ng Width •v 1}� Fastener 814 a" x �- See End Cut'Delcil . ' •814 H" x Pop Rivet Pop Rivet. See -• , h PWO6025 for details. - 1}•+ Opening Width T±•• • _ - - - - + Head Trim F481 / _ Field cut Panel • See - remove back leg ' T . PW06030 a DATE , - BUILDING ID Fastener 814A �- x'g" Pop. Rivet NUMBER ISSUE - of 20' O.C. at Cold Form _ 1 I see PW06028 1,- OR - _ Bend 1}- Tab ,. Note: Panel position is shown with • ` Fastener 8207.12-24 x 11' Pancake DP5 at 20- O.C. at Panel Rib -and Opening an -1'-0 module. P 9 _ Hot Rolled* - _ - - ad f HW 4 T I ' - ' } ' Be o 5 0 Tube Cau kin from Header to Sill Field. Cut • (see section the Opening Width and location. Field S • and Remove Jomb,Trim'F482` ' Jamb Trim F482 measure before cutting Panel and Trim.•Tl' Fasteners 814 ]' x or Alternate F484 ' or. Alternate F484 ,. J' Pop Rivet Typ of (Viewed from top of Head Trim) • • _ See -� - Trim when required. . Field notch as req'd. Opening Width 1}` PWO6029 , (2) Fastener 814 Field Notch and Bend 1}" Tab+- t --- Wall Stitch Screw See �' x J' Pop Rivet behind Jamb Trim. Attach with }--14 x I' of 12" pwo6030 a O.C. at Panel Rib N at Tabs Sill Trim F848 o o _ 1} •` Opening Width 1}". Field Cut Remove ,Opening Width +3" - Opening Width + 6' (+1' Lap whw.req'd) ' Opening Width + 6" (+1" Lap when req'd) - - See PW06025 -,4• + & PWO6027 . -Field Cut ,Remainder and - Remove FieldNotch and Bend - r ' -Opening Width + J"• *Opening Width - - 1}• • ' Heed Trim F481 with ,• •• Yew 1' Lap with (2) Fasteners - Fastener 814 a" x �- *Note, • Field measure Opening, Width and cut Head Trim to 'required length. 1}' Tab behind Jamb Trim. Attach . Front View _ End with ,• •• Yew 1' Lap with (2) Fasteners - Fastener 814 a" x �- See End Cut'Delcil . ' •814 H" x Pop Rivet Pop Rivet. See -• , , and HW540 Caulking , 0 PWO6025 for details. - 1}•+ Opening Width T±•• • _ - - - - Do not wt or / _ Field cut Panel Note All trim is to be Nate: - remove back leg installed BEFORE blanket ' T ,For Optional" DATE , insulotion is applied to walls BUILDING ID Channel Closure Trim NUMBER ISSUE 10/26/15 _ 1 I see PW06028 1,- DET8 _ Bend 1}- Tab Note: Panel position is shown with - down 90 degrees Panel Rib -and Opening an -1'-0 module. P 9 - Location of Rib may vary depending on Field. Cut the Opening Width and location. Field Lap with (2) and Remove - measure before cutting Panel and Trim.•Tl' Fasteners 814 ]' x End Cut Detail + ,. J' Pop Rivet Typ of (Viewed from top of Head Trim) • • _ Head, Sill & Jamb -� - Trim when required. . Field notch as req'd. Opening Width 1}` 0 a in Width , (2) Fastener 814 Field Notch and Bend 1}" Tab+- --- � �' x J' Pop Rivet behind Jamb Trim. Attach with at Tabs Fastener 814 �' x {);- Pop Rivet See PWO6026 & PW06027 �. e • +.ff•• y 3.y k.. y ,• ~" 4 1Y. •' -y.• , • �- ,- �r - � • _ • a.. ' .; '•w - •00 Head Trim, F481 r ` ,.._ G / (2) Fastener Fastener 814 See PW06027 for Jamb x J" Pop Rivet Trim field cut detail a' at Comers „ .Jamb Trim F482 or Alternate F484 I I II •, I I !/ ,.,, /. Fastener 814A d" x �' Pop 'Rivet at 20' O.C. at Cold Form STANDARD,'.,4 -SIDED FRAMED .OPENING DETAILS (PBR ' WALL- PANEL) r ISSUE DATE DESCRIPTION 0 10/26/15 FOR ERECTOR INSTALLATION' 1 10/26/15 FOR ERECTOR INSTALLATION t Note: All trim is to be .,. r installed BEFORE blanket` is applied to walls. :- Note;_ Field measure Opening Width - and Height before making field cuts 9 g and adjust cut dimensions accordingly. _ BY CK'D PNR' PNR •' N9.2S`u All trim is to be installed BEFORE blanket insulation is applied to walls ,Location of Rib may, wry depending on the Opening -Width and location. Field measure before cutting Panel and Trim. " - 'i y, r - + NsieL All trim is to be - installed BEFORE blanket insulation is applied to walls. • ' Field measure Opening Width. flnelght before making field cuts djust cut dimensions accordingly. . • . v �' ` OR - 8• ' • -,Fastener • 207 12-24 x 1j" Pancake DP5 at 20'- O.C. at,insulation -Hot Rolled ZIP 77041 .(713) 466-7788 ZIP 77240 " / _ Field cut Panel CUSTOMER: JOHN HELTBRAKE - OWNER: Joe Jauregui LOCATION: 4577 Bell Road, Chico, Ca. 95973 T CAD DATE SCALE 24 BUILDING ID JOB NUMBERSHEET NUMBER ISSUE 10/26/15 I N.T.S. 1 I I A 15-B-14196 DET8 1 M � +.ff•• k.. •- •'-� ,• ~" 4 1Y. •' -y.• , • �- ,- �r - � • _ • a.. ' '•w - - r ` ,.._ n`*•r� STANDARD,'.,4 -SIDED FRAMED .OPENING DETAILS (PBR ' WALL- PANEL) r ISSUE DATE DESCRIPTION 0 10/26/15 FOR ERECTOR INSTALLATION' 1 10/26/15 FOR ERECTOR INSTALLATION t r. _ BY CK'D PNR' PNR DSN. MGS' r , metallic buildinwg componY PNR ..EH MGS _ 7301 FAIRVIEW, •HOUSTON, TEXAS, 'P.O. BOX 40338 ZIP 77041 .(713) 466-7788 ZIP 77240 PROJECT: , Joe Jauregui CUSTOMER: JOHN HELTBRAKE - OWNER: Joe Jauregui LOCATION: 4577 Bell Road, Chico, Ca. 95973 T CAD DATE SCALE PHASE BUILDING ID JOB NUMBERSHEET NUMBER ISSUE 10/26/15 I N.T.S. 1 I I A 15-B-14196 DET8 1 C6013 EXP rMil17 1pr 15, 2016 ItBR Wall Panel - Four Sided Framed Opening `' PWO6026 r' PBR Well Panel -Four Sided Framed Openirig' ` . PW06027 PBR Wall Panel - Four Sided Framed Opening , PW06028 PBR Wall Panel =Four Sided Framed Opening " PW06029 g , "Sill Trim Installation ,`, Jan :12 00 • Jamb Trim -Field Cut Details ' • - ` : � • - .Jan '12 00 ' :� � +' "Optional" Channel Closure Trim • ' Jan '12 00 ... ' �_ Jamb Trim Installation • '� 'Jan '12 00 ' • ,. ;f Note, Field measure Opening. WidtA + 6' (+t' Lap when req'd) ; p 4,• _ ^ , 4a . ` ' • - - ` • 11 . . rl..nnnn wAhti i ]' /il' 1 nn vhon r n'Al - Opening reand cut Sill Trim to require d length. „- Opening Width + Y - " r 1 - •Field Out Remainder 1} 'Opening Width- 1}-, ^� }- VL , ' and Remove Sill Trim F848 l� ... �1}•. Channel Closure Trim • slop Yew Y .i 1} - - \� -Jamb Trim F482 I .• - 'Jamb Trim F482 +� •. • PWO6030 a +`orAlternate F484 0 10/26/15 Alternate Jamb TrimF484 To, View .f Too Yew ' + Fastener'¢14A a•. x I• Pop Rivet' < See PW06028 for details. - ` ' at 20' D.C. at,Cold Form Field cut Y tab and . 1 10/26/15 (Not, by Bldg Mfg) i41 OR bend up 90 degrees 1• 'r-' J� y;' }- '� c • under Sill Trim - • - ' - Pancake DP5 at 20' O.C. at • _ - Field cut and remove _ Field Cut and Remove �- Do not cut or remove - t I _ PROJECT: - Sill Trim F848 r face of Sill Trim. See `1 Comer Detal. - 1 .. � r / `^ - Note; Jamb & Head Trim. are to be installed BEFORE blanket • - ' _ , ' + r • ,. insulation is CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui _ PW06029 - PRR Woll Panel- �• . • Mote, Panel position is shown with Panel Rib _ Cut and remove ' # ' remainder of front fold ' + ' starting 6' from Steel Line and Opening on - - Caulk with HW540 at this ' l' -O module. Location of Panel Rib may vary - CAD - edge after installation depending on the. Opening: Width and location.' •, - - - Fasteners 814 • i , + Corner Detail .. t Field measure before cutting Panel and Trim. .' "Side ,(2) c / A• x 1}' Pop Rivet c i _ Yew at Head Trim , at la p c l Field cut Panel • •�_4 rn $ O Jamb' Trim F482 . • s " or Alternate F484 j E. a , - 'a _ 1' Lap when required. ' Field wt- 2• tab and o •' y✓f s .o• ?z'fi'91 •s•-' 1}• + c Field cut and notch - d req'd and notch. .r +PBR Wall. Panel• ; Field Cut +Wall JPanel • i Mote: Terminale Blanket Insulation - • +l, ' at capillary lip of Jamb Trim Opening Width Feld Flatten Trim leg when required bend up 90 degrees , .. i'•M 4 w; rn n as regwre under Sill Trim %v i" -w .✓ ' _ O . ' - - Jamb ,Trim F482 (shown) w /, _ -Channel Closure Trim Piece Mark ^• or Alternate Jamb Trim F484 w (2)vFastener 814 = I • II II I I . > �,rs ry �•+' Feld cut 2' = - 4 F981 - 8• member i • - z {}• Pop Rivet : fr ., r; tab and bend c Channel Closure Trim at Jambs F2994 - 81• member ' at Tab t x - up 90 degrees a - •-�, , `m A r 4,r f, to fit under O 2' 3j" Feld cut and remove _ F2991 - 8}' member Sit] Trim F848 0 .e :_1.v,✓ r e; L; Sill Trim Field cut 2' tab and F2992 - Bi!" member L f s� '• vY'vi F982 - 10• member ® �„ I �, �,,.. y bend up 90 degrees • - F2993 - 10}' member r r Rr - - \ to fit under Sill Trim �' 21* Field cut and remove F169 - 12• member x it + y - - (2) Fastener 814 �- � v � ;,. � ° ��'' j �1• Feld bend 1• tab up 90 degrees F2995 F12J' member 4 �� - - -_•, * •� 8'� v j4- - t Note, All trim fs to be 'Alternate Jamb Po Rivet Side View at Sll Trim , - Channel Closure Trim - Trim F484 Profile r x . .,. �• 1i!- P t i„r •s ?sY •• v ; - .installed BEFORE blanket at Comers - - / ' d / r r { at Sill as shown v • _ . f' %' s' t '"�+' - - • Jamb Trim F482 and ' at Header similar • .- .insulation is applied to walls.' s'' - Nate: Panel position is shown with ' ` Opening Width. 1} !'`- _ b'yi«.. �.. >. �;' r F _r„„>$��..+;. _ 1 - Note: Feld measure Opening Height 'Alternate Jamb Trim F484 3}•- _ + �• Panel Rb and Opening on V-0 module. Width - before making field cuts and ad' st Front Yew - - v' - ” Mote, Feld measure Opening Width _ Mate, All trim is to be . Location of Rib may vary depending on ..Opening Width,; 3''' "i Opening Width .• f 9 ju - and Height before makin field cuts installed BEFORE blanket . the Opening Width and location. Field ,• 'cut dimensions accordingly so that •.Right Jamb Trim as shown 9 g Op g ' •jam - Jamb Trim. fits to Head and Sill Trim. ' Left Jamb Trim opposite hand '.End Cut Detail i;'. and adjust cut dimensions accordingly.- , insulation is apptied to walls: measure before cutting Panel and Trim, PBR Wall Panel - Four Sided Framed Opening ;, PW06030 Head and Sill Trim Installation 1 Jan ;12 00 i - r `. r ' ;' _` h ., °•.,. } ' - ,� - •. PBRWall Panel ,.r -r l• +"K• ,.' ; .. .. ' +.r - c _ ^} �`i •' r' '} a �,_ .. k+ u Y e _�� ' ' r t Wall Member Screw - • - � •f '`� - .' d i .t 12-14 x of 5'-7•-5' I t - ? i • - - - e. , 4- ` O.C. at Cold Form Fastener 814A A' x i' Pop , - ' 0. �, - - - i -'4 `�• - OR Rivet at 20. O.C. at Cold Forth 12-24 x ' R 5'-7'-5• OR r r.A - h^ - i + ; T O.C:"at Hot Rolled Fastener 8207 12-24-x 1} Pancake DP5 at 20. OA: at _ I . - s �. _ , e. ' ♦ ' y . - • �: ? .. •4 r .`. Hot Rolled . +•Optional' : Header Head Trim F481 Channel Closure Trim, a (Cold Form shown - 7 i - - 1 h - • - i. w . • ° }• • .. S: t ri See PWO6028 for details Hot Rolled similar) • s - - _, ,• ,, - r ~. ' Channel Closure Trim'' - ''.See PWO6028 for detals Sal' SN Trim F848 zs.. - (Cold Forth shown T - • .Hot Railed similar) + • •- - -• ..} 3}•. Opening Width' `. 3}• a •1 •V^ * • .1' Lop with: ` ' - _ _ t �,. - s Jamb Fastener 814A J' x r, Pop Rivet (Cold Form shown Channel Closure Trim • HW540 _ \� - I Caulking I req'd and notch. .r +PBR Wall. Panel• ; Field Cut +Wall JPanel • i Mote: Terminale Blanket Insulation - • +l, ' at capillary lip of Jamb Trim Opening Width Feld Flatten Trim leg when required bend up 90 degrees , .. i'•M 4 w; rn n as regwre under Sill Trim %v i" -w .✓ ' _ O . ' - - Jamb ,Trim F482 (shown) w /, _ -Channel Closure Trim Piece Mark ^• or Alternate Jamb Trim F484 w (2)vFastener 814 = I • II II I I . > �,rs ry �•+' Feld cut 2' = - 4 F981 - 8• member i • - z {}• Pop Rivet : fr ., r; tab and bend c Channel Closure Trim at Jambs F2994 - 81• member ' at Tab t x - up 90 degrees a - •-�, , `m A r 4,r f, to fit under O 2' 3j" Feld cut and remove _ F2991 - 8}' member Sit] Trim F848 0 .e :_1.v,✓ r e; L; Sill Trim Field cut 2' tab and F2992 - Bi!" member L f s� '• vY'vi F982 - 10• member ® �„ I �, �,,.. y bend up 90 degrees • - F2993 - 10}' member r r Rr - - \ to fit under Sill Trim �' 21* Field cut and remove F169 - 12• member x it + y - - (2) Fastener 814 �- � v � ;,. � ° ��'' j �1• Feld bend 1• tab up 90 degrees F2995 F12J' member 4 �� - - -_•, * •� 8'� v j4- - t Note, All trim fs to be 'Alternate Jamb Po Rivet Side View at Sll Trim , - Channel Closure Trim - Trim F484 Profile r x . .,. �• 1i!- P t i„r •s ?sY •• v ; - .installed BEFORE blanket at Comers - - / ' d / r r { at Sill as shown v • _ . f' %' s' t '"�+' - - • Jamb Trim F482 and ' at Header similar • .- .insulation is applied to walls.' s'' - Nate: Panel position is shown with ' ` Opening Width. 1} !'`- _ b'yi«.. �.. >. �;' r F _r„„>$��..+;. _ 1 - Note: Feld measure Opening Height 'Alternate Jamb Trim F484 3}•- _ + �• Panel Rb and Opening on V-0 module. Width - before making field cuts and ad' st Front Yew - - v' - ” Mote, Feld measure Opening Width _ Mate, All trim is to be . Location of Rib may vary depending on ..Opening Width,; 3''' "i Opening Width .• f 9 ju - and Height before makin field cuts installed BEFORE blanket . the Opening Width and location. Field ,• 'cut dimensions accordingly so that •.Right Jamb Trim as shown 9 g Op g ' •jam - Jamb Trim. fits to Head and Sill Trim. ' Left Jamb Trim opposite hand '.End Cut Detail i;'. and adjust cut dimensions accordingly.- , insulation is apptied to walls: measure before cutting Panel and Trim, PBR Wall Panel - Four Sided Framed Opening ;, PW06030 Head and Sill Trim Installation 1 Jan ;12 00 i - r `. r ' ;' _` h ., °•.,. } ' - ,� - •. PBRWall Panel ,.r -r l• +"K• ,.' ; .. .. ' +.r - c _ ^} �`i •' r' '} a �,_ .. k+ u Y e _�� ' ' r t Wall Member Screw - • - � •f '`� - .' d i .t 12-14 x of 5'-7•-5' I t - ? i • - - - e. , 4- ` O.C. at Cold Form Fastener 814A A' x i' Pop , - ' 0. �, - - - i -'4 `�• - OR Rivet at 20. O.C. at Cold Forth 12-24 x ' R 5'-7'-5• OR r r.A - h^ - i + ; T O.C:"at Hot Rolled Fastener 8207 12-24-x 1} Pancake DP5 at 20. OA: at _ I . - s �. _ , e. ' ♦ ' y . - • �: ? .. •4 r .`. Hot Rolled . +•Optional' : Header Head Trim F481 Channel Closure Trim, a (Cold Form shown - 7 i - - 1 h - • - i. w . • ° }• • .. S: t ri See PWO6028 for details Hot Rolled similar) • s - - _, ,• ,, - r ~. ' Channel Closure Trim'' - ''.See PWO6028 for detals Sal' SN Trim F848 zs.. - (Cold Forth shown T - • .Hot Railed similar) + • •- - -• ..} 3}•. Opening Width' `. 3}• •1 •V^ * • 1 t try. a � •�' �' • ` ' - _ _ t �,. - s Jamb Fastener 814A J' x r, Pop Rivet (Cold Form shown Channel Closure Trim • - at 20- O.C. at Cold Form ., Hot Rolled similar) ri, _ e .. ] - See - r Fastener ®207 12-24 x 1}• " I +� •. • PWO6030 a - Pancake DP5 at 20',O.C. at ,'Optional' 0 10/26/15 FOR ERECTOR INSTALLATION Hot Rolled '^ ,Channel Closure Trim + Fastener'¢14A a•. x I• Pop Rivet' ' metallic build' company See PW06028 for details. - ` ' at 20' D.C. at,Cold Form . 1 10/26/15 (Not, by Bldg Mfg) ,, ,, PNR EH MCS OR Blanket Insulation - 4. �• Bead of HW540 Tube Caulking - (Header to Sill) . 1' Lap typ at T .. / r e • 'Fastener 8207 12-24 x 1}' Head, Sill & Jamb ,.• ` when required. Field cut to length if Pancake DP5 at 20' O.C. at ZIP 77041 (713) 466-7788 ZIP 77240 _ �_ 1z=24 x5-7"-5' - Hot Rolled w - PROJECT: - - Joe Jauregui _ a ' I' Chonnel'Closure Trim •. - • r K Hol Rolled • •._ See Channel Closure'Trim CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui _ PW06029 - PRR Woll Panel- �• . 'See LOCATION: __ 4577 Bell Road, Chico, Co. 95973 pr Cry„ '• PWO6030 a - - - Channel Closure Trim - req'd and notch. .r +PBR Wall. Panel• ; Field Cut +Wall JPanel • i Mote: Terminale Blanket Insulation - • +l, ' at capillary lip of Jamb Trim Opening Width Feld Flatten Trim leg when required bend up 90 degrees , .. i'•M 4 w; rn n as regwre under Sill Trim %v i" -w .✓ ' _ O . ' - - Jamb ,Trim F482 (shown) w /, _ -Channel Closure Trim Piece Mark ^• or Alternate Jamb Trim F484 w (2)vFastener 814 = I • II II I I . > �,rs ry �•+' Feld cut 2' = - 4 F981 - 8• member i • - z {}• Pop Rivet : fr ., r; tab and bend c Channel Closure Trim at Jambs F2994 - 81• member ' at Tab t x - up 90 degrees a - •-�, , `m A r 4,r f, to fit under O 2' 3j" Feld cut and remove _ F2991 - 8}' member Sit] Trim F848 0 .e :_1.v,✓ r e; L; Sill Trim Field cut 2' tab and F2992 - Bi!" member L f s� '• vY'vi F982 - 10• member ® �„ I �, �,,.. y bend up 90 degrees • - F2993 - 10}' member r r Rr - - \ to fit under Sill Trim �' 21* Field cut and remove F169 - 12• member x it + y - - (2) Fastener 814 �- � v � ;,. � ° ��'' j �1• Feld bend 1• tab up 90 degrees F2995 F12J' member 4 �� - - -_•, * •� 8'� v j4- - t Note, All trim fs to be 'Alternate Jamb Po Rivet Side View at Sll Trim , - Channel Closure Trim - Trim F484 Profile r x . .,. �• 1i!- P t i„r •s ?sY •• v ; - .installed BEFORE blanket at Comers - - / ' d / r r { at Sill as shown v • _ . f' %' s' t '"�+' - - • Jamb Trim F482 and ' at Header similar • .- .insulation is applied to walls.' s'' - Nate: Panel position is shown with ' ` Opening Width. 1} !'`- _ b'yi«.. �.. >. �;' r F _r„„>$��..+;. _ 1 - Note: Feld measure Opening Height 'Alternate Jamb Trim F484 3}•- _ + �• Panel Rb and Opening on V-0 module. Width - before making field cuts and ad' st Front Yew - - v' - ” Mote, Feld measure Opening Width _ Mate, All trim is to be . Location of Rib may vary depending on ..Opening Width,; 3''' "i Opening Width .• f 9 ju - and Height before makin field cuts installed BEFORE blanket . the Opening Width and location. Field ,• 'cut dimensions accordingly so that •.Right Jamb Trim as shown 9 g Op g ' •jam - Jamb Trim. fits to Head and Sill Trim. ' Left Jamb Trim opposite hand '.End Cut Detail i;'. and adjust cut dimensions accordingly.- , insulation is apptied to walls: measure before cutting Panel and Trim, PBR Wall Panel - Four Sided Framed Opening ;, PW06030 Head and Sill Trim Installation 1 Jan ;12 00 i - r `. r ' ;' _` h ., °•.,. } ' - ,� - •. PBRWall Panel ,.r -r l• +"K• ,.' ; .. .. ' +.r - c _ ^} �`i •' r' '} a �,_ .. k+ u Y e _�� ' ' r t Wall Member Screw - • - � •f '`� - .' d i .t 12-14 x of 5'-7•-5' I t - ? i • - - - e. , 4- ` O.C. at Cold Form Fastener 814A A' x i' Pop , - ' 0. �, - - - i -'4 `�• - OR Rivet at 20. O.C. at Cold Forth 12-24 x ' R 5'-7'-5• OR r r.A - h^ - i + ; T O.C:"at Hot Rolled Fastener 8207 12-24-x 1} Pancake DP5 at 20. OA: at _ I . - s �. _ , e. ' ♦ ' y . - • �: ? .. •4 r .`. Hot Rolled . +•Optional' : Header Head Trim F481 Channel Closure Trim, a (Cold Form shown - 7 i - - 1 h - • - i. w . • ° }• • .. S: t ri See PWO6028 for details Hot Rolled similar) • s - - _, ,• ,, - r ~. ' Channel Closure Trim'' - ''.See PWO6028 for detals Sal' SN Trim F848 zs.. - (Cold Forth shown T - • .Hot Railed similar) + • •- - -• ..} r •1 •V^ * • 1 t try. a � •�' �' • ` ' - _ _ t �,. - s Jamb Fastener 814A J' x r, Pop Rivet (Cold Form shown � • - at 20- O.C. at Cold Form ., Hot Rolled similar) ri, _ .•. a OR - + , - ` {' _ .; - r Fastener ®207 12-24 x 1}• " I K - Pancake DP5 at 20',O.C. at ,'Optional' 0 10/26/15 FOR ERECTOR INSTALLATION Hot Rolled '^ ,Channel Closure Trim h ' metallic build' company See PW06028 for details. - ` - .. Double Sided Tape }' . 1 10/26/15 (Not, by Bldg Mfg) ,, ,, PNR EH MCS a Blanket Insulation - 4. �• Bead of HW540 Tube Caulking - (Header to Sill) . 1' Lap typ at T .. / r e T Head, Sill & Jamb ,.• ` when required. Field cut to length if — — — —� ZIP 77041 (713) 466-7788 ZIP 77240 _ req'd and notch. .r +PBR Wall. Panel• ; Field Cut +Wall JPanel • i Mote: Terminale Blanket Insulation - • +l, ' at capillary lip of Jamb Trim Opening Width Feld Flatten Trim leg when required bend up 90 degrees , .. i'•M 4 w; rn n as regwre under Sill Trim %v i" -w .✓ ' _ O . ' - - Jamb ,Trim F482 (shown) w /, _ -Channel Closure Trim Piece Mark ^• or Alternate Jamb Trim F484 w (2)vFastener 814 = I • II II I I . > �,rs ry �•+' Feld cut 2' = - 4 F981 - 8• member i • - z {}• Pop Rivet : fr ., r; tab and bend c Channel Closure Trim at Jambs F2994 - 81• member ' at Tab t x - up 90 degrees a - •-�, , `m A r 4,r f, to fit under O 2' 3j" Feld cut and remove _ F2991 - 8}' member Sit] Trim F848 0 .e :_1.v,✓ r e; L; Sill Trim Field cut 2' tab and F2992 - Bi!" member L f s� '• vY'vi F982 - 10• member ® �„ I �, �,,.. y bend up 90 degrees • - F2993 - 10}' member r r Rr - - \ to fit under Sill Trim �' 21* Field cut and remove F169 - 12• member x it + y - - (2) Fastener 814 �- � v � ;,. � ° ��'' j �1• Feld bend 1• tab up 90 degrees F2995 F12J' member 4 �� - - -_•, * •� 8'� v j4- - t Note, All trim fs to be 'Alternate Jamb Po Rivet Side View at Sll Trim , - Channel Closure Trim - Trim F484 Profile r x . .,. �• 1i!- P t i„r •s ?sY •• v ; - .installed BEFORE blanket at Comers - - / ' d / r r { at Sill as shown v • _ . f' %' s' t '"�+' - - • Jamb Trim F482 and ' at Header similar • .- .insulation is applied to walls.' s'' - Nate: Panel position is shown with ' ` Opening Width. 1} !'`- _ b'yi«.. �.. >. �;' r F _r„„>$��..+;. _ 1 - Note: Feld measure Opening Height 'Alternate Jamb Trim F484 3}•- _ + �• Panel Rb and Opening on V-0 module. Width - before making field cuts and ad' st Front Yew - - v' - ” Mote, Feld measure Opening Width _ Mate, All trim is to be . Location of Rib may vary depending on ..Opening Width,; 3''' "i Opening Width .• f 9 ju - and Height before makin field cuts installed BEFORE blanket . the Opening Width and location. Field ,• 'cut dimensions accordingly so that •.Right Jamb Trim as shown 9 g Op g ' •jam - Jamb Trim. fits to Head and Sill Trim. ' Left Jamb Trim opposite hand '.End Cut Detail i;'. and adjust cut dimensions accordingly.- , insulation is apptied to walls: measure before cutting Panel and Trim, PBR Wall Panel - Four Sided Framed Opening ;, PW06030 Head and Sill Trim Installation 1 Jan ;12 00 i - r `. r ' ;' _` h ., °•.,. } ' - ,� - •. PBRWall Panel ,.r -r l• +"K• ,.' ; .. .. ' +.r - c _ ^} �`i •' r' '} a �,_ .. k+ u Y e _�� ' ' r t Wall Member Screw - • - � •f '`� - .' d i .t 12-14 x of 5'-7•-5' I t - ? i • - - - e. , 4- ` O.C. at Cold Form Fastener 814A A' x i' Pop , - ' 0. �, - - - i -'4 `�• - OR Rivet at 20. O.C. at Cold Forth 12-24 x ' R 5'-7'-5• OR r r.A - h^ - i + ; T O.C:"at Hot Rolled Fastener 8207 12-24-x 1} Pancake DP5 at 20. OA: at _ I . - s �. _ , e. ' ♦ ' y . - • �: ? .. •4 r .`. Hot Rolled . +•Optional' : Header Head Trim F481 Channel Closure Trim, a (Cold Form shown - 7 i - - 1 h - • - i. w . • ° }• • .. S: t ri See PWO6028 for details Hot Rolled similar) • s - - _, ,• ,, - r ~. ' Channel Closure Trim'' - ''.See PWO6028 for detals Sal' SN Trim F848 zs.. - (Cold Forth shown T - • .Hot Railed similar) + • •- - -• ..} Wall Stitch Screw 4'-14 x b• ' of 12" O.C. at Panel R3 - _ • _ r - a - ISSUE DATE DESCRIPTION .; BY CK'D DSN • • • 1 = I K 0 10/26/15 FOR ERECTOR INSTALLATION ' PNR PNR MGs , =' ' metallic build' company Wal Member Screw 12-14 x _ at s•-7•-5• - O.C. at Cold Forth •^ Fastener 814A �• x if Pop - 'Rivet at zo• D.C. at Cold Form', . 1 10/26/15 FOR ERECTOR INSTALLATION ' ,, ,, PNR EH MCS - 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. -BOX •40338 ' OR t ORT ` .', ZIP 77041 (713) 466-7788 ZIP 77240 _ C'� 1z=24 x5-7"-5' Fastener 8207 12-24 x 1} w - PROJECT: - - Joe Jauregui _ a O.C. at Hot Rolled o �� I' Pancake DP5 at 20' O.C. at • r Hol Rolled • •._ CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui �6 Q17 Gwr VN1MIsv ! 15, 2016 - PRR Woll Panel- �• . LOCATION: __ 4577 Bell Road, Chico, Co. 95973 pr Cry„ - - • Mete, All trim is to be Installed BEFORE blanket - - CAD - DATE SCALE.. PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE t Insulation Is applied to walls -• 10/26/15 N.T.S. 1 A 15—B-14196 .pig 1 4T Note: Bend end skirt gutter assembly to follow exact roof slope. Sealant , 17 This detail is for your convenience only. Ridge vents are not cove rred under weather tightness warranties. The building manufacturer does not recommend the use of a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. " Ridge Vent Installation DRAWING No. PBR Panel GPR12012 Vent Die Formed Ridge Cap F52 (5:12 Max) End Skirt Gutter * Not by Bldg. Mfr. Endcap n ca (6 Fastener #14 4:12 1>8 x 3/16 3:12 Pop Rivet 2: Ventilator End Skirt Gutter End CaR Modification Detail (2) are included w/ each Lnd cap is factory cut tor 1:12 roo slope. vent, by vent manufacturer Field cut end cap for slopes greater than 1:12. 4' cap End Cap Skirt Detail ` aim er Position Pull Bar Link R. pull Bari '_ 4 - gyp e Pull Bar Connection Detail Install the first vent in a continuous run and attach in place with closer, sealer and end cap skirts installed. (note direction of pull). Position the second vent in line with the first and leave a gap between the two approximately 4'. Reach under the second vent and grasp the pull bar link rod. Pull the link rod toward the pull bar of the first vent and insert the rod into the end of the Pull bar. Secure with washer and hairpin clip supplied. Push the second vent toward the first untill the endcaps butt together. As the second vent moves toward the first, the damper will rise to assume the same position as the First vent. Install closures under the second vent and position third vent in line and repeat the above process untill all vents in the continuous run are installed. The number of vents that can be linked together is controlled by the type of opening operator. This detail is for your convenience only. Ridge vents are not covered under weather tightness warranties. The building manufacturer does not recommend the use of aridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Ridge Vent to Ridge Vent Installation, FDRAWING No. PBR Panel GPR12015 Die Formed Ridge Cap Roof Stitch Screw F52 (5:12 Max) 1(4a-14 x 7/8° alt 121, O.C. 1�5ee-14x oof Member Screw 12 NS2) Preformed for roof slope 2:12 3:12 4:12 5:12 6:12 Scribe*End Cop Turn ventilator over and place gentry on its top. Note that the end cap is pre—formed' for a 1:12 roof pitch. The rive bench mark dots represent 2:12, 3:12, 4:12, 5:12 and 6:12 roof pitches. Draw a line between indicated comers and the appropriate dot for the roof pitch. Cut and remove that portion of the end cap. On 5:12 and 6:12 roof pitches see vent manufacturers special instructions for the installation of the vent skirt. The end cap is now ready to recieve the end skirt. End Skirt Gutter (6 Fastener 114 1)8 x 3/16" Pop Rivet (6 Fastener #14 1 8 x 3/16' End Cap Pop Rivet End Cap Position end skirt onto end cap. Be sure the down—turned angle of the end skirt is inside of and up against the end cap. Attach end skirt to ventilator end cop with Fastener #14 in six places. This detail is forour convenience only. Ridge vents are not covered under weather Y Y lightness warranties. The building manufacturer does not recommend the use of a ridge ventilator on root systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. `PBR ,. -Roof Panel Outside Closure HW456 9° or 12" with Tape Sealant , 77"FOR 9" VENT top and bottom FOR 12" VENT 4° Outside Closure HW456 with Tape Sealant top and bottom 9" OR 12" X 10'-0" RIDGE VENTILATOR FOR "PBR" ROOF SYSTEM DATE DESCRIPTION 10/26/15 FOR ERECTOR INSTALLATION 10/26/15 FOR ERECTOR INSTALLATION Vent Operator. Attachment with Sidewall Cable Assembly veal r Cable Damp Pusey with EyeboltAttached • Not By Meld Bldg Naaufocturer Up to 2 Vents maybe linked Using Vent Operator HW722 Cable Ridge Vent Installation DRAWING NO. Pulley Ey"t Ah � PBR Panel GPR12016 ,shalt Attached • Support Angle ------ Pulley -Pulley with Eyebolt Attached • Support Angle Cable Pulley with Eyeball Attached Cable damp S Hook Eyebolt x s Ea re Strut '9 Ft i ce"13 EXP.613=17 ,pr 15, 2016 fit �Cty�L K000 metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: Joe Jauregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui LOCATION: 4577 Bell Road, Chico, Ca. 95973 CAD SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISS IDATE 1 l0/26/ls N.T.S. I 1 I A 15—B-14196 DED0 1 I x s Ea re Strut '9 Ft i ce"13 EXP.613=17 ,pr 15, 2016 fit �Cty�L K000 Kndck Down Walk Door Sections' :AC05131 r ;pBR Wall Panel -Walk Door &Glass Front Walk Door P PW09022 PBR Wall Panel -Walk Door & Glass Front Walk Door PW09023 PBR Wall Panel Walk Door 8t Glass Front Walk Door ; . PW09027 • J.'v 8", 10", 12" Girts f �u Dec'11 00 ''' Trim Installation with Field Notch Panel at Head Trim De Field Notch Panel at Head Trim Dec'11 "00 Jamb Trim Field Cut Details . • t Dec'11 "00 c'11 X00 NRIff., Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PW09023 - - 4A' - - • 41" " 7. Note: Trim Installation canbedone by Field Notch Panel as shown on PWO9022 & PWO9023 y. . �• --� r ,, ,Door Header Angle QR with Field Notch and Bend Tabs at Head Trim as shown on PW09024 & PW09025. with Feld Notch and Bend Tabs at Head Trim as shown on PW09024 & PWO9025. r • Door Header Angte ' See Chart ' Girt See Chart •� w/(one) Wall Member Screw 1 "` t ` o % ' r -•12-14 x' Girto o - Each End At 12' O.C. o Y Door Wdth + 6�' (+ 1'-6 for each SideLite) w _o Door Frame <. c ` a '1�' Door Width +. 31' (+'1'-6 for each SideLite)- 1�' 'i - Walk Door Clip (WDC)' o a ; A " Girt - Walk Door Angle (WDA) a• r'} oo it - ♦ ' f e _ See PW09023 " , • Panel Rib. ." , , r Oalional Jamb Trim F484 -•' • e - Jamb Trim F482 d n Shown In Detail 'B• Used 'Q�. Y ,° i .' & PWO9027 r' • Too View . Too Yew" I _ _ — , , - o o �• s,• t� _ . "•r .Door Width + 3)' c. - !s'tF , For Door Bracing Only And t, - .3 _ o c �,: (+ 1•-6 for each SideLite) '1� ao o 4�• ; -viIs Not Re 'd. If tlonal Girt 'h . 9 OP Door Header - Door Wdtn :o e t 3'-6• Is Us¢d. r .. �- • ti ..A•. •» _ Door Width + 31" i `' (+ 1'-6 for eoch SideLite) �" `• o c • v �• � ' . - a Section Thru, Header 4 r - (+ 1'-6 for each SideLite) 1i $ 4 °o rte' _ Head Trim F481 _ - - 1 • Field notch Panel • 0 1 - e I Field Cut .and Remove Door Width - ' r t See at Head Trim c m Attochment To "" r - PW09030 ,(+ 1'-6 far each SideLite) 3 3 c3 Framing Elevation Concrete,B Others I a •I 1� c o o o I 3' Walk Door Y. i ' or PW09032 � ' � o �" .{ � �i � _ �. r t . p• " y - . - 1' * a - w o —� i r% s / , n r r n iv 2' Glass -Front Door Fa t 14A •�'oo Girt (Field - Wall Member Screw b. Cut At Jamb) 12-14 x _ - ` r (TM Door Jamb Door Header Angle Piece Mark For Door DHA3 3070 DHA4 4070 DHA6 6070 Fa ener v x l c • Pop Rivet at 20'wO.C. r �r _ '-c a ri i r� / ` --. • , o • - e ,. 3 Fij '` '` • . Cut and remove _ . v y� %i i - _ remainder of front fold 10L , o O P ' ' Bead of HW540 Tube Caulking - -•-•� 1 g Q - _ from Header to Floor (see section) Head Trim F481 , ao I ii Caulk these edges, - ¢ 3 I o 'i offer installation. '• - �• „ 1 - .. - ... m o° , I • - - - I See PWO90-7 Y '-` i I ! o + x o • I `o '- 's Sider View at Head Trim `, ` •s I U o Jamb Trim F482a. Jamb Trim F482 for Jamb Trim I,.' o a n I II II 'tl III f/ / • _ N -..1R I o m • , • _z Section At 3'-6. Girt' 'V I :or Optional F484 . or Optional F484 a field cut detail c Walk Door i 3 �° c Gip (WDC) Q yf .: y c 4 r " Field Weld or use' - - Jamb Trim F482 Wall Member Screw I PW09029 I r for Optional F484 lir III �s f' 1�. 3 Door Jamb Wall Member Screw 12-14 x _ or PWO9031 I I / I I o .2 Al12-14 x uminum Fastener d14A1�' x �" n Field cut Panel I - Thor,! ld Door Jamb Field Bend Pop Rivet at 20' O.C. Field Anchars-l' ' Finish Floor Line . ,. By Erector Tape Sealant alk Door t - Angle (WDA) •"» ~» • 7 _ .. - 13" Door Width (+ 1'-6 for each SideLite). 1�"• _ _ ` ' • . '� Detail "A» .Details. B _ - , 40 �, 4- , Door With + 3J' (+ 1'-6 for each SideLite) - - t Side Yew at Sill Trim At Base w/ Swing -Out Door Ai Brace (Typ.~Both Jambs) •,* r 4.:--' Note: Panel position is show" with - Jamb Trim F482 and _ -•.� - "' , " V Panel Rb and Door on 1'-0 module.'- '' Note: Field measure Door Height before On tional Jamb Trim F484, '=e -` - -'� ^s ,• .`.fit �, - Note, All trim is to be _eNote: Fieldmeasure Door' and - 7', Note: Alltrim -is to be -.-'y Location of Rib may vary depending on {- - making field. cuts and adjust cut dimensions ',ti}� Front Yew ' installed BEFORE blanket - Height before making field cuts and installed BEFORE blanket the Door Width and location. Field accordingly so that Jamb Trim fits. to Head' Right Jamb Trim as shown `' 8.' 4 .i ,• insulation is applied to walls. adjust cut dimensions according I insulation is applied to walls. measure before cutting Panel and Trim. - Left Jamb Trim opposite hand PP N g Y• Trim & at 11' below Finish Floor Line. PP Finish Floor: Line r . _ ISSUE DATE DESCRIPTION BY CK'O DSN 10/26/15 FOR ERECTOR INSTALLATION PNR PNR MGS metallic building. company 1 10/26/15 FOR ERECTOR INSTALLATION PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O.-BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 w PROJECT: Joe Jauregui C6�613 I, _ CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui �P 17 LOCATION: 4577 Bell Road, Chico, Ca. 95973 pr S, civil. s ' CAD DATE SCALE PHASE BUIU)ING ID ,JOB NUMBER SHEET NUMBER ISSUE CIVi>` _ qR ��tf 10/26/15 N.T.S. 1 A 15—B-14196 DET' 1 , , r ' 'h' _ `. r- , �� � �. '�, .. - " - •'t- a .r ` � '... �° tt" 'r, '' � �' if - _ - r ,� .` 4 _ 1 � {4 . _ h � _ r � -� - � — , 4 •1 1. � •.. ... • .. , � � �. is ' _ ISSUE DATE DESCRIPTION BY CK'O DSN 10/26/15 FOR ERECTOR INSTALLATION PNR PNR MGS metallic building. company 1 10/26/15 FOR ERECTOR INSTALLATION PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O.-BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 w PROJECT: Joe Jauregui C6�613 I, _ CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui �P 17 LOCATION: 4577 Bell Road, Chico, Ca. 95973 pr S, civil. s ' CAD DATE SCALE PHASE BUIU)ING ID ,JOB NUMBER SHEET NUMBER ISSUE CIVi>` _ qR ��tf 10/26/15 N.T.S. 1 A 15—B-14196 DET' 1 PBR•Wall Panel- Walk Door & Glass -Front Walk Door PWO9027 PBR Wall Panel - Knock Down Walk Door PW09031 PBR Wall Panel - Knock Down Walk Door PVVOc� Jamb Trim Field Cut Details �— —{ Dec'11 x00 Jamb Trim Installation Dec'11 p00 Head Trim Installation Dec" 1 —E ij C 7 PBR. Wall Panel 14 [Ld OolIML Trim F484 Jamb Trim F482 Wall Member Screw. .. To, Yew Too Yew 12-14 x _ , of 5"-7"-5" O.C. b 0` 41" }" Bead of HW540 Tube Caulkin o (Header to Floor Fastener $14A d" x Pop Rivet at 20" O.C. o ° `o `o` Fastener J14A J" x IrWalk Door Jamb a LL oo Field Cut and Remove Pop Rivet at 20" O.C. (Profile may vary) 3 v Double Sided Tope v 3 I 3" Walk Door (Not by Bldg Mfg) �2" Class—Front. Door + BlanketInsulation Cut and remove i Head Trim F481 remainder. of front fold - i - Walk Door Header � (Profile may vary) - rn Field Cut Wall Panel °o PBR Wall Panel Side Yew at Head Trim ,n s H2tff Terminate Blanket Insulation o 3 at capillary lip of Jamb Trim o o Door Width 3 a Field flatten Trim leg when required t H ^� Dow Width + 31" ' o a Jamb Trim F482 (shown) o or Optional Jamb Trim F484 • I n • Finish Floor Line Side Yew at Sill Trim b ithd Ootional Jamb metallic buildin!) company - Finish Floor Line _ - y - Jamb Trim F482 and Tr m F484 Profile Note: Panel position is shown with - Note: Field measure Door Height before Optional Jamb Trim F484 i Panel Rib and Door on l'-0 module. Nate: All trim is to be making field cuts and adjust cut dimensions Front Yew All trim is to be Note: Location of Rib may wry depending on - installed BEFORE blanket accordingly that Jamb Trim fits to Head Right Jamb Trim as shown so installed BEFORE blanket the Door Width and location. Field insulation is applied to walls. L 11 - insulation is applied to walls. measure before cutting Panel and Trim CAD Trim & at 14 below Finish Floor Line. a mnm oppose an STANDARD WALKDOOR DETAILS (PBR WALL PANEL) CONT. ISSUE DATE DESCRIPTION BY CK'O DSN 0 10/26/15 FOR ERECTOR INSTALLATION PNR PNR MG -S metallic buildin!) company 1 10/26/15 FOR ERECTOR INSTALLATION PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 C$013 PROJECT: Joe Jauregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui EXP 60=17 15, 2016 LOCATION: 4577 Bell Road, Chico, Co. 95973 pr CtYHL CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE' 10/26/15 N.T.S. 1 A 15-B-14196 DET12 1 PBR Wall Panel - Three Sided Framed Opening p g • PBR Wall Panel - Three Sided Framed Opening - - PBR Wall Panel - Three Sided Framed Opening'' . , PBR Wall Panel - Three Sided Framed Opening' - Trim, Installation with Field Notch Panel at Head Trim ' Field Notch Panel Head Trim - = Trim Installation Field Notch Bend Tabs Head Trim yPW07024 Field Notch and Bend Tabs Head Trim PW07022 - at PW07023 . with and at at PWO7025 date: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 '� F, : Trim Installation can be done by Field Notch. Panel as shown on PW07022 & PW07023 : Trim In I ch Panel as shown'•on'p can be done by Field Not & PW07023 : Trim Installation. can be done by Field Notch Panel as shown on PW07022 & PW07023 -Notch with�FieldNotch and Bend Tabs at Head Trim as shown on PW07024 - & PW07025. , •"t Field � Q$ with Field Notch and Bend Tabs at Head Trim, as shown on PW07024 & PW07025. Notch 024 & - q$ with Field Notch and -Bend Tabs at Head Trim asshownon PW07024 & PW07025. - • QB with Field and Bend Tabs at Head Trim as shown on PW07024.& PW07025. .. - .x `+ •' Opening Width +, 6" +1" Lo when re d D 9 ( P Q ) - • • Y v i _ - Opening Width + 6' (+1' Lop -when req'd) - - ,Opening' Width + 6' (+1' Lap -when req'd) - Opening Width + 6' (+1" Lap when req'd) ' -. 3'=' 3' "S - .r - •- ' `• '� Field Cut •and Remove _ ` •• - - - .' r - - 'Opening -Width + 3"' -Note, Field measure dth r Opening Width - Opening Width + 3' - See PW07023 - + Head Trim F481 "1} 1�' and 1} . -Opening Width 1�' -cut HeadwTrim to •Field • - . DID Width & PW07027 -• - + - _ See PW07025 Cut - required length. Remainder and y • & PW07027. Remove ... Head Trim' F481. • � u n � '- ' ` . r > > •'If � Front Yew • I I . - •- `� Lop with Fasteners 1�L" n a' V ` ' - I .� .. r •}, ' Head Trim F481 , t --i-f— 1' (2) •` - p^ Head ,Trim F481 e - ..: ' _r. See PW07030 a i �" , , {•� .. B14 A' x {�' Pop Rivet �. ' - and Caulking ,+ ; .Fel ch"dnd Bend - Front Yew ,- End Yew ,•< v " ,. - ` '- -, - Note, w. _ - '.- • r _ "Opening ..., ,. PW07030 a -r� - _ Tab behind Jamb Trim. Attach with —i•t-1' La with (2) Fasteners p _ See End. Cut Detail - •• and 14 HW540•CaulkiRivet r - - % jOR - ... • Fastener �1.4A'A' x I" Pop River at 20' O.C. at Cold Form _ Fastener #207 12-24 x 1j" For 'Optional• Channel Closure Trim ` see PW07028• width 3" a . OpeningWidth 3" +r ' -r '. - Field notch Panel ' x r . -r at Head Trim � � - ' •r • . - !� / i yFH / y o v � - Fdstener 14A x Po Rivet e' P -details. at 20' O.C. at Cold Form- OR Fastener #207 12-24 x 111' Fastener 14 x := Fa Rivet® See• • D >PW07025 for , g O enin Width ' 1 P g ,}� - All trim is to be Do not cut or !: - r -installed BEFORE blanket remove back leg. ,- insulolion is applied to walls _ Pancake DP5 at 20" O.C. at _ - y .- S ;i �` i /. 'Pancake DP5 at 20' O.C. at - Hot Rolled- `I „Bend 11' Tab v down,90 degrees Note, Panel position is shown with r'' . Hot Rolled N W - _ _ - _7}• -' - Panel Rib and Opening on 1'-0 module. .n _ •- - - .. "`ro +L- s / /i ,r - \ • m ] Location of Rib may vary depending on yDefail •+ c ', "C n }' Bead of HW540 Tube Caulking from Header to Floor (see section) 1' Lap with (2) Fasteners • _ '/a %`y/✓ `: - / �/ ' - rte. r i ... m c }' Bead of HW540 Tube Caulkin = from Header to Floor (see section) _ Field Cut _ _ the Opening Width and location. Field and Remove - measure before ailing Panel and Trim. - o, •- o _ * i` m ,.� -. v Jamb Trim F482 Jamb Trim F482 #14 }' x t}' Pop Rivet Typ at Heod &Jamb Trim - Y® /. Head Trim F481 r •� rn + / - m Caulk with HW540 ..• x /: at these edges / +? c v p •, • Jamb Trim F482 'Jamb Trim F482 or Altemme F484 or Alternate F184- 84 - 1' Lap ,with (2) Fasteners g14 A' x -. End Cut (Mewed from top of Head Trim) a ., -, - _or Alternate F484 or Alternate F484 when required. Feld See PW07027 after rn / after installation - ' �' -Pop Rivet Typ of '• n • _ - • • t See " y PW07029 r� r notch as required. - .y.; .F -for Jamb Trim c /_ ,field cut detail n I e .II I I �., ✓ i % s _ m / //�� _ / ... �. i _ r/ / Jamb Trim F482.�` - /yi - c . c • as 0 - - - - , x See, Head &Jamb ,Trim when required. Field notch as required. :r Opening Width enin Width 1�. 4 - 9. ' ' Field Notch and Bend il�' Tab behind Jamb Trim. Attach with - > �„/� or Alternate F484 PW07029 . - Fastener ®14 +' x (}' Pop Rivet •� �i / / •.. Finish Floor Line ..�. Note, o - ,. o r - m - ', For "Optional• • • �/ . _ y 1' , Channel'Closure Trim • - - - • r - r Fastener #14A I' x �" Pop Feld cut Panel Rivet at 20' D.C.at Cold Form - - - w Floor Line see see PW07028 ' Head Trim F481 . •• y r Opening Width 'i. •"a• r^4; - i;� '+�� Fastener #207 12-24 x 1}' • - - See PW07027for Jamb „ - * r• }_ ^Pancake DPS at 20" O.C. at •• +' - TrimiField cut detail a �.. :. • , • ' .. - , - - r• •� �;' �' +, > Hot Rolled - . - .. .- .. - ' }. > ^ I ening Width I a t , 9 • • _ '1' w, ' Jamb Trim F482' or Alternate F484 - I I I I I I r - / / •}' - - '•••x ar • - .. t •r - �� - c dote Panel position is shown with .� Fastener �14A x �" Pop 0 trim is t6 be Note: Field measure Opentnq Nate: All Width Panel R. and Opening on 1'-0 module. dptgL All trim is to be Location of Rib may wry depending on • , - - - t- Rivet at 20' O.C. at Cold Form OR - II installed - ' BEFORE blankets. is applied+to walls. and Height before making ` and adjust cut dimensions field cuts nrrordingly. installed BEFORE blanket the Oprning Width and location. Field -before - dvSe:. All installed trim is -to be z Nate, FWd mensure Opening'Width BEFORE blanket Height before > - field -W �•� Fastener 207 12-24 x 1 - •/ ll - 'insulation insulation is applied to walls measure cutting Panel and Trim. and making cuts Pancake DP5 at 20" O.C. at insulation is applied to walls: and adjust cut dimensions accordingly. Hot Rolled Field cut Panel , t r• -• • - ' ,, , •�.. .+..r r .. � ', ' � � ... ,. k! .. - • ... _> � rte .a . .w.. F .� - .' l _ � '4 r , . r . . ISSUE DATE DESCRIPTION 0 10/26/15 FOR ERECTOR INSTALLATION BY • CK'D DSN • • • PNR PNR MCS metallic building company 1 10/26/15 FOR ERECTOR INSTALLATION PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 - a ZIP 77041 (713) 466-7788 - ZIP 77240 eis STANDARD FRAMED OPENING DETAILS (PBR WALL PANEL) PROJECT: Joe Jouregui CUSTOMER: JOHN HELTBRAKE OWNER: .Joe Jouregui EXPA�17 pr 15, 2016 LOCATION: 4577 Bell Road, Chico, Co. 95973 Crvil. CAD DATE SCALE PHASE BUILDING IDJOB NUMBER SHEET NUMBER ISSUE 10/26/15 N.T.S. 1 A 15-B-14196 DET13 1 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 EPM07028 Jamb Trim Installation PW07029 Head Trim Installation PW07030 Opening Width + 7" (+1" Lap when req•d) 3}" Opening Width 3}' L Til -PBR Wall • 1}" 1}� - Panel u Alternate Jamb Trim F484 ,lamb Trim F482 � , Jamb - '+ Wall Member Screw Channel Closure Trim Too. Yew Top View - Fastener #14A �" x �' Pop Rivet 20" D.C.OaRt Cold Form (Cold Form shown . _ Hot Rolled similar) 12-14 x _ at 5" O.C. at Cold Form I er ®10 aatxPFarm q�' v -See PW07030 a at Riwtsa�20 C. Cold i? c Fastener ®207 12-24 x 1}" Pancake DP5 at 20" O.C. at _ "Optional" ,. 12-24 z _ at 5"-7"-5" OR O.C. at Hot Rolled Fastener 8207 12-24 x 14" Field Cut and Remove r Fastener �14A �" z Pop Rivet - Hot Rolled Channel Closure Trim See PW07028 for details. Pancake DP5 at 20" O.C. at Hot .Rolled of at 20" O.C. at Cold Form - - n - n l n o. t + OR Fastener #207 12-24 x 11" Pancake OP5 at 20" D.C. at Double Sided Tape (Not by Bldg Mfg) Blanket Insulation i;- Bead of HW540 Caulking `'' _ n Hot Rolled _Tube (Header to Floor) "Optional" Header Trim. F481 Form rnHead c 1" Lap typ at Head i Channel Closure Trim (Cold shown + dChannel Closure Trim & Jamb when i See PW0728 for defogs Hot Rolled similar) - Cut and remove - remainder of front fold O required. Field cut 'd _ Channel Closure Trim to length if req �.— —� r - — Z _ + - m and notch. L = irn t _ o. (2) Fasteners ®14 x �" Pop Rivet n 0 See - PBR Wall Panel - J� Field Cut Wall Panel z - — a' Side Yew at Head. Trim at lap O PW07029 c • v r - Insulation 8 at capMary lip Blanket of Jambri _ o m Finish Floor Line Opening Width to + ut iM = L 1" Lap when required. c Field cut and notch c as required. 0 Field flatten Trim leg when required - - Finish Floor Line - 1" Field bend tab down 90 degrees = Channel Closure 2}" Field cut and remove Trim Piece Mark Jamb Trim F462 (shown) or Alternate Jamb Trim F484 a F981 — 8" member Channel Closure Trim F2994 — 83" member F2991 — 8}" member ' 3}" F2992 — 83" member - V F982 — 10" member Finish Floor Line ,r F2993 / 13}" Field cut and remove F169 — 103" member — 12" member II - Ill - J• F2995 — 123" member • Side Yew Sill Trim - Channel Closure Trim at Jambs Note, All trim is to be 1 Alternate Jamb Trim F484 Profile ' ' r al installed BEFORE blanket Jamb Trim F482 and - insulation is applied to walls. Note: Panel position is shown with Note, Field measure Opening Height -Alternate Jamb Trim F484 Panel Rib and Opening on 1•-0 module. Note- All trim is to be before making field cuts and adjust Front View Note` Field measure Opening Width Note- All trim is to be Location. of Rib may wry de ending on P instnlled BEFORE blanket - cut dimensions accordingly. Right Jamb Trim cc shown' - and Height before rnukii,y rield cuts installed BEFORE blanket the Opening Width and location. Field insulation is applied to walls • Left Jamb Trim opposite hand End Cut Detail and adjust cut dimensions accordingly. insulation is applied to walls. measure before cutting Panel and Trim. 1 _ ISSUE DATE 0 10/26/15 DESCRIPTION FOR ERECTOR INSTALLATION BY CK'D DSN PNR PNR MGS metallic building company , 1 10/26/15 FOR ERECTOR INSTALLATION PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 STANDARD FRAMED OPENING DETAILS (PBR WALL PANEL) ZIP 77041 (7, 3) 466-7788 ZIP 772406"13 PROJECT: Joe Jauregui 7O CON T. EXP CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui 5&38017 LOCATION: 4577 Bell Road, Chico, Co. 95973 Ciir�< CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE OF 10/26/15 N.T.S. 1 A 15—B-14196 DET14 1 FIELD SERVICE PROCEDURES •r IN ORDER TO GIVE YOU PROMPT SERVICES AND KEEP PROBLEMS TO A MINIMUM, PLEASE HANDLE ANY SHORTAGES OR BACK CHARGES IN THE FOLLOWING MANNER: CAREFULLY CHECK YOUR PACKING LIST WHILE UNLOADING. MARK ANY NEMS, WHICH APPEAR TO BE MISSING AND NOTIFY THE FIELD SERVICE DEPARTMENT AT THE NUMBER SHOWN IN THE TRLEBLOCK AS SOON AS POSSIBLE CALLING SOMEONE ELSE COULD DELAY THE PROPER RESPONSE. SHORT MATERIALS - IMMEDIATELY UPON DELIVERY OF MATERIAL, QUANTITIES ARE TO BE VERIFIED BY THE CUSTOMER AGAINST QUANTITIES THAT ARE BILLED ON THE SHIPPING AUTHORIZATION FOR CORRECTIVE WORK NORMAL ERECTION OPERATIONS INCLUDE THE CORRECTION OF MINOR MISFITS BY MODERATE AMOUNTS OF REAMING, CHIPPING, WELDING OR CUTTING AND THE DRAWING OF ELEMENTS INTO LINE THROUGH THE USE OF DRIFT PINS. • ERRORS WHICH CANNOT BE CORRECTED BY THE FOREGOING MEANS OR WHICH REQUIRE MAJOR CHANGES IN THE MEMBER CONFIGURATION SHOULD BE REPORTED IMMEDIATELY TO THE OWNER AND FABRICATOR BY THE ERECTOR, TO ENABLE WHOEVER IS RESPONSIBLE EITHER TO CORRECT THE ERROR OR TO APPROVE THE MOST EFFICIENT AND ECONOMICAL METHOD OF CORRECTION TO BE USED BY OTHERS. (AISC,. 303-10, SECTION 7.14) (MAR 05 SECTION 7.14) IF THE ERROR IS THE FAULT OF THE UNLOADING, HANDLING, AND STORING MATERIALS STRUCTURAL - A GREAT AMOUNT OF TIME AND TROUBLE CAN BE SAVED IF THE BUILDING PARTS ARE UNLOADED AT THE BUILDING SITE ACCORDING TO A PRE -ARRANGED PLAN. PROPER • A LOCATION AND HANDLING OF COMPONENTS WILL ELIMINATE UNNECESSARY HANDLING. NOTE PIECE MARKS ARE STENCILED ON PRIMARY STRUCTURAL MEMBERS AT LOWER END, 1'-0' FROM END. INSPECT ALL SHIPMENTS PRIOR TO RELEASING THE TIE -DOWNS FOR LOADS THAT MAY HAVE ROOF AND WALL PANELS MANUFACTURER'S WALL AND ROOF PANELS INCLUDING COLOR COATED, GALVALUME & GALVANIZED, PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING & ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY MERCHANDISE, WHICH MERITS CAUTIOUS CARE IN HANDLING. UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS SHOULD BE LIFTED 0 UC WITH EXTREME CARE TAKEN0 INSURE THAT NO DAMAGE OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED DAMAGE DURING CONSTRUCTION THE QUALITY OF WORKMANSHIP IN STEEL ERECTION, CONSTRUCTION PRACTICES, AND HANDLING METHODS USED DURING THE CONSTRUCTION OF THE METAL BUILDING CAN SIGNIFICANTLY AFFECT THE APPEARANCE AND PERFORMANCE OF THE BUILDING PANELS. PANEL DAMAGE DURING CONSTRUCTION CAN BE THE RESULT OF FAULTY INSTALLATION METHODS AND/OR CARELESSNESS. OVERDRIVEN FASTENERS CAUSE INDENTATIONS OR SHALLOW POCKETS IN THE PANEL AROUND WATERIN EN THE FASTENER HEAD. RAIN OR CONDENSED MOISTURE COMBINED WITH ATMOSPHERIC POLLUTANTS (PRINCIPALLY SR DIOXIDES) AND DIRT PARTICLES COLLECT IN THESE POCKETS. THE COMBINATION OF POLLUTANTS AND WATER CREATES ACID SOLUTIONS THAT WILL CAUSE CORROSION DAMAGE TO THE PANEL AND FASTENER. RAIN MAY WASH SOME POLLUTANTS AWAY, BUT MOISTURE IN THE FORM OF HIGH HUMIDITY CAN KEEP THESE AREAS WET AND CONTINUE SHIFTED DURING TRANSIT. DOCUMENT. NETHER THE MANUFACTURER NOR THE CARRIER IS RESPONSIBLE FOR THE MANUFACTURER, AN 'AUTHORIZATION FOR CORRECTIVE WORK' MUST BE ISSUED IN WRITING BY - OFF THE GROUND SUFFICIENTLY HIGH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. THE PROBLEM. OVERDRIVING THE FASTENER ALSO FORCES THE SEALING WASHER FROM UNDER MATERIAL SHORTAGES AGAINST THE QUANTITIES BILLED ON SHIPPING DOCUMENT IF SUCH THE MANUFACTURER TO AUTHORIZE THE CORRECTIVE WORK AT A COST NOT TO EXCEED THE REMEMBER, S9®T FIRST! THIS AVOIDS GROUND MOISTURE & DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE THE FASTENER HEAD CREATING A LEAK AT THIS POINT. PROPER TORQUE ADJUSTMENT OF THE SHORTAGES ARE NOT NOTED ON SHIPPING DOCUMENTS WHEN,THE MATERIAL 6 DELIVERED, MAXIMUM TOTAL COST SET FORTH. ZIP 77041 (713) 466-7788 ZIP 77240 END OF THE PACKAGE SHOULD ALWAYS BE ELEVATED TO ENCOURAGE DRAINAGE IN CASE OF SCREW GUN OR PREFERABLY THE USE OF A DEPTH GAUGE WILL ELIMINATE THE PROBLEM OF AND THEN ACKNOWLEDGED BY THE CARRIER'S AGENT. IF THE CARRIER IS THE MANUFACTURER, ALTERNATIVE CORRECTIVE WORK OTHER THAN THAT PROPOSED IN THE INITIAL CLAIM' MAY BE . BLOCKING UNDER THE COLUMNS AND RAFTERS PROTECTS THE SPLICE PLATES AND THE SLAB RAIN. OVERDRIVEN FASTENERS. CLAIMS FOR SHORTAGES ARE TO BE MADE BY THE CUSTOMER TO THE COMMON CARRIER. IFDIRECTED BY THE MANUFACTURER IN THE 'AUTHORIZATION OF CORRECTIVE WORK.' ONLY THE FROM DAMAGE DURING THE UNLOADING PROCESS. R ALSO FACILITATES THE PLACING OF THE MFGR EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO OWNER: Joe Jauregui THE MATERIAL QUANTITIES RECEIVED ARE CORRECT ACCORDING TO THE QUANTITIES THAT ARE FIELD SERVICE DEPARTMENT MAY AUTHORIZE CORRECTIVE WORK. SLINGS OR CABLES AROUND THE MEMBERS FOR LATER LIFTING AND ALLOWS MEMBERS TO BE INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS, WATER IT EXTREMITY IMPORTANT THAT ALL DRILL SHAVINGS FROM THE INSTALLATION OF PANEL BILLED THE SHIPPING DOCUMENTS, BUT ARE LESS THAN THE QUANTITIES ORDERED THE s BOLTED THE GROUND. EXTRA CARE SHOULD EXER INTO SUB -ASSEMBLIES WHILE FORMED BY CONDENSATION OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. FASTENERS AND FILLINGS FROM THE SAW CUTTING OF PANELS BE REMOVED FROM THE PANEL IE QUANTITIES THAT ARE NECESSARY TO COMPLETE THE METAL BUILDING ACCORDING TO THE E FINAL CLAIM -THE 'FlNAL�CWM' IN WRITING MUSE BE FORWARDED BY THE CUSTOMER TO TI ALWAYS BE EXERCISED IN THE UNLOADING OPERATION TO PREVENT INJURIES FROM HANDLING BE WATER CAN ALSO TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAIN. SURFACE CORROSION CAN OCCUR IN A MATTER OF HOURS WHEN THESE SHAVINGS OR FILLINGS ORDER DOCUMENTS, CLAIM IS T00 BE MADE OF THE MANUFACTURER.-��" THE MANUFACTURER WITHIN TEN (10) DAYS OF COMPLETION OF THE CORRECTIVE WORK THE STEEL AND TO PREVENT DAMAGE TO MATERIALS AND THE CONCRETE SLAB. IS THIS MAY CAUSE DISCOLORATION CAUSED BY TRAPPED MOISTURE' ARE NOT REMOVED AND ARE ALLOWED TO COME IN CONTACT WITH WATER OR CONDENSED DAMAGED OR DEFECTIVE MATERIAL - DAMAGED OR DETECTIVE MATERIAL, REGARDLESS OF THE THE STAIN IS USUALLY SUPERFICIAL & HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE MOISTURE WHEN PANELS ARE PRE -DRILLED OR CUT IN THE STACK PRIOR TO ERECTION ALL DEGREE OF ON THE SHIPPING DOCUMENTS BY THE CUSTOMER AND- AUTHORIZED BY THE MANUFACTURER. IF WATER IS ALLOWED TO REMAIN FOR EXTENDED PERIODS IN BUNDLES OF PRIMED PARTS LIFE OF THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN ON THE PANELS. SHAVINGS OR FILLINGS MUST BE CLEANED FROM BOTH SIDES OF THE PANEL TO PREVENT ACKNOWLEDGED IN WRITING BY THE CARRIER'S AGENT. THE MANUFACTURER 6 NOT SUCH AS GIRTS, PURLINS, ETC., THE PIGMENT WILL FADE AND THE PAINT WILL GRADUALLY HOWEVER, MOISTURE IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXTENDED CORROSION OF THE PANEL BY THESE PARTICLES IT IS IMPERATIVE THAT THE ROOF BE SWEPT RESPONSIBLE FOR MATERIAL DAMAGED IN UNLOADING OF PACKAGED OR NESTED MATERIALS, 'C' 'Z' THE 'FINAL CLAIM' MUST INCLUDE: 1. ACTUAL NUMBER OF MAN-HOURS BY DATE OF DIRECT SOFTEN REDUCING ITS BOND TO THE STEEL THEREFORE, UPON RECEIPT OF A JOB, ALL PERIOD CAN SEVERELY ATTACK THE FINISH & REDUCE THE EFFECTIVE SERVICE LIFE SEE CLEAN AT LEAST DAILY AND CERTAINLY AT JOB COMPLETION. THE FINAL CLEANING OF THE ROOF INCLUDING, BIJi NOT. LIMITED T0: FASTENERS, SHEET METAL, & SECTIONS & COVERING LABOR USE ON CORRECTIVE BUNDLES OF PRIMED PARTS SHOULD BE STORED AT AN ANGLE TO ALLOW ANY TRAPPED R1-07 'DAMAGE FROM CONDENSATION OR TRAPPED WATER.' SHOULD BE DONE PRIOR TO INSTALLING THE GUTTER SO THAT THE SHAVINGS ARE NOT PANELS THAT BECOME WET AND/OR DAMAGED BY WATER WHILE IN THE POSSESSION OF WORK AND ACTUAL HOURLY RATES OF PAY. WATER TO DRAIN AWAY AND PERMIT AIR CIRCULATION FOR DRYING. PUDDLES OF WATER DEPOSITED INTO THE GUTTER AND LEFT TO CORRODE ANY OTHER FOREIGN OBJECTS OR DEBRIS OTHERS. PACKAGED OR NESTED MATERIAL THAT BECOMES WET IN TRANSIT MUST BE UNPACKED, 2. TAXES AND INSURANCE ON TOTAL ACTUAL DIRECT LABOR. SHOULD NOT BE ALLOWED TO COLLECT AND REMAIN ON COLUMNS OR RAFTERS FOR THE CAUTION: CARE SHOULD ALWAYS BE TAKEN WHEN WALKING ON PANELS. USE SAFETY LINES LEFT BY CONSTRUCTION PERSONNEL SHOULD ALSO BE REMOVED FROM THE ROOF. DURING THE UNSTACKED AND DRIED BY THE CUSTOMER. IF THE CARRIER IS THE MANUFACTURER, THE 3. OTHER DIRECT COSTS ON ACTUAL DIRECT LABOR. SAME REASON. AND NETS WHEN NECESSARY! PANELS ARE SLIPPERY. WIPE DRY ANY MOISTURE OR SURFACE ERECTION OF THE ROOF AND THE INSTALLATION OF EQUIPMENT SUCH AS AIR CONDITIONING CUSTOMER MUST MAKE CLAIM FOR DAMAGE DIRECTLY TO THE MANUFACTURER. IF THE 4. COST OF MATERIAL NOT MINOR SUPPLIES AUTHORIZED BY THE MANUFACTURER TO BE ( ) ' MATERIAL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE DEW, FROST, OR OTHER UNITS, ETC... - CARRIER IS A COMMON CARRIER, THE CUSTOMER MUST MAKE THE CLAIM FOR DAMAGE TO THE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING COPIES OF PAID _ THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. ALWAYS ASSUME COMMON CARRIER. THE MANUFACTURER IS NOT LIABLE FOR ANY CLAIM WHATSOEVER r INVOICES SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. THE COAT OF SHOP PANEL SURFACE IS SLIPPERY & ACT ACCORDINGLY. NEVER WALK OR STEP ON SKYLIGHTS OR PERSONNEL WALKING ON THE PANELS CAN CAUSE DAMAGE WORKMEN SHOULD STEP OR WALK INCLUDING, BUT NOT LIMITED TO LABOR CHARGES OF CONSEQUENTIAL DAMAGES RESULTING 5. TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK (SUM OF 1, 2, 3 & 4). THE PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND TRANSLUCENT PANELS! IN THE BROAD FIAT AREAS OF THE PANEL AND AVOID STEPPING ON THE PANEL ENDS AND E FROM THE CUSTOMER'S USE OF DAMAGED OF DEFECTIVE MATERIALS THAT CAN BE DETECTED 'FINAL CLAIM" MUST. BE SIGNED AND CERTIFIED TRUE AND CORRECT BY THE CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. EDGES WHICH CAN BE BENE BY CARELESS HANDLING. IF THIS DAMAGE SEVERE, THE EDGES BY VISUAL INSPECTION. - CUSTOMER. 'FINAL CLAIMS" ARE CREDITED TO THE CUSTOMER BY THE MANUFACTURER USE WOOD BLOCKING TO ELEVATE & SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MUST BE STRAIGHTENED PRIOR TO ERECTION SINCE THE APPEARANCE AND/OR WEATHER OIL CANNING IS NOT CAUSE FOR REJECTION IN AMOUNT NOT TO EXCEED THE LESSER OF THE MAXIMUM TOTAL COST SET FORTH TOUCH-UP OF THESE MINOR ABRASIONS IS THE RESPONSIBILITY OF THE END CUSTOMER. MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN BUNDLES WILL PROVIDE ADDITIONAL TIGHTNESS OF THE PANEL COULD BE AFFECTED. DRAGGING ONE PANEL ACROSS ANOTHER CAN MATERIAL -THE MANUFACTURER RESERVES THE RIGHT RECOVER ANY MATERIAL W IN WRITING IN EHE 'AUTHORIZATION FOR CORRECTIVE WORK' OR TOTAL ACTUAL DIRECT ALL PRIMER SHOULD BE TOUCHED UP AS REQUIRED BEFORE ERECTION! - SEE R1-06 MUD AIR CIRCULATION. WHEN HANDLING OR UNCRATING THE PANELS, LIFT RATHER THAN SLIDE CUT OR ABRADE THE COATING CAUSING UNSIGHTLY MARKS ON THE PANEL SURFACE - LIVEREDCESSIVE DELIVERED EXCESS DELIVERED THOSE REQUIRED BY THE ORDER DOCUMENTS. COST OF CORRECTIVE WORK. 'SHOP PRIMED STEEL' THEM APART. BURRED EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID " M INITIAL CEDE - IN THE EVENT OF ERROR, THE CUSTOMER MUST PROMPTLY MAKE A WRITTEN E MUSTPRO OVER ONE ANOTHER. NEVER ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. ATTEMPTS TO ERECT PANELS DURING WINDY CONDITIONS SHOULD BE AVOIDED TO PREVENT OR VERBAL NffIAL CLAIM* TO THE MANUFACTURER FOR THE CORRECTION OF DESIGN, . •' IMPORTANT NOTE •' -COST OF EQUIPMENT (RENAL OR DEPRECIATION), SMALL TOOLS, TEMPORARY SUPPORTS DAMAGE AND FOR SAFETY CONSIDERATIONS. DRAFTING,. BILL OF MATERIALS OF FABRICATION ERROR. - SUPERVISION, OVERHEAD AND PROFIT ARE NOT SUBJECTED TO CLAIMS. TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR LEAVING DIRT PILED AGAINST THE EXTERIOR WALL PANELS AT THE FOUNDATION WILL CAUSE THE "INITIAL CLAIM" INCLUDES: r - SHIPMENT ARRIVAL TIME -EVERY EFFORT WILL BE MADE TO SEE THAT THE CARRIER ARRIVES OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND DRIUNAGE PANEL DAMAGE THIS DIRT MAY BE WET OR AT LEAST WILL CONTAIN SOME MOISTURE MUD MAY 1. DESCRIPTION OF THE NATURE AND EXTENT OF THE ERRORS, INCLUDING QUANTITIES. AT THE JOBSITE ON THE REQUESTED DAY AND AT THE REQUESTED HOUR. MANUFACTURER FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS HAVE BEEN SPLASHED ONTO THE WALL DURING CONSTRUCTION. CORROSION DAMAGE MAY WHERE THIS DIRT OR MUD CONTACTS THE PANELS. IN AREAS WHERE LIME STABILIZATION 2. DESCRIPTION OF THE NATURE AND EXTENT OF PROPOSED CORRECTIVE WORK INCLUDING ESTIMATED MAN-HOURS. MAKES NO WARRANTY AND ACCEPTS NO RESPONSIBILITY FOR COSTS ASSOCIATED WITH A SHIPMENT NOT ARRIVING AT A REQUESTED TIME UNLESS A SEPARATE AGREEMENT HAS BEEN COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING -OCCUR OF THE SOIL IS REQUIRED, CORROSION DAMAGE FROM THE SOIL'S CONTENT WILL BE 3. MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING ESTIMATED MADE IN WRITING FOR A GUARANTEED ARRIVAL TIME. FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING ELEVATE ACCELERATED AND MOST LIKELY BE SEVERE. ALL DIRT MUST BE REMOVED FROM THE PANEL ' OS AND COST. FROM THE PERFORMANCE OF WORK BY OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE WALLS AT THE COMPLETION OF THE WORK. PRE -PAINTED PANELS MAY REQUIRE TOUCH-UP IF XIMUM 4. MAXIMUM TOTAL COST OF PROPOSED CORRECTIVE WORK AND MATERIAL TO BE PURCHASED LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION. (SECT. 7.9.1 RISC CODE OF THE COATING HAS BEEN DAMAGED DURING HANDLING OR ERECTION. FROM OTHER THAN THE MANUFACTURER. - STANDARD PRACTICE, 9TH ED.). .• THE APPEARANCE OF THE BLDG. MAY BE AFFECTED IF DAMAGED SPOTS OR SCRATCHES ARE - s , LOCATED IN HIGHLY VISIBLE PLACES SUCH AS AROUND DOORS, WINDOWS, ETC... IF THE DAMAGE R 1— 0 1 R1 -02 Z R 1— 0 J , R1 —04 IS EXTENSIVE THEN REPLACEMENT OF THE ENTIRE PANEL SHOULD BE CONSIDERED. - R1-05 Erection Guide R1 Jul -131-021„ ISSUE DATE DESCRIPTION _ 0 10/26/15 FOR ERECTOR INSTALLATION BY 'CK'D OSS PNR PNR MGS metallic building Company `� Y 1 10/26/15 FOR ERECTOR INSTALLATION PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 C 614613 PROJECT: Joe Jauregui • CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui u! 813er1)IT 1 pr 15, 2016 • LOCATION: 4577 Bell Road, Chico, Co. 95973 _ CAD DATE SCALE , PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 10/26/15 N.T.S. 1 A 15-6-14196 DEf15 1 Cr►� TYPES OF FIRISHES a 1 1 , ; , AIICiDP�T{{EMBERS OF THE METAL BUILDING SYSTEM NOT FABRICATED OF CORROSION • DAMAGE FROM CONDENSATION OR TRAPPED WATER IT IS EXTREMELY IMPORTANT THAT THE PANELS BE MONITORED FOR EVIDENCE OF TRAPPED SAFETY COMMITMENT f 'THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR APPLYING AND OBSERVING ALL PERTINENT •• SAFETY. RULES AND OSHA STANDARDS AS APPLICABLE.- 0 ,+. _ k RO F MAINTENANCE GUIDELINES i - - + • INSPECT ROOF FOR DAMAGE AFTER HEAVY STORMS. _ .c F r Secondary Steel Alignment for all IMP Projects •' ' - - SUPPORT ALIGNMENT LIMITS RESISTANT MATERI L OR PROTECTED BY A CORROSION RESISTANT COATING ARE PAINTED WITH WATER OR MOISTURE CONDENSATION WHILE AWAITING ERECTION. HIGH HUMIDITY CONDITIONS _ THE BUILDING MANUFACTURER HAS A COMMITMENT TO MANUFACTURE QUALITY BUILDING- _ • INSPECT AND RESEAL AS NECESSARY ALL ROOF CURBS AND OTHER PENETRATIONS WITH - - SUPPORT SPAN MAX DEVIATION LIMB ONE COAT OF SHOP PRIMER MEETING THE PERFORMANCE REQUIREMENTS OF SSPC PAINT WITH TEMPERATURE CYCLING WILL CAUSE CONDENSATION BETWEEN THE PANELS WITHIN THE COMPONENTS THAT CAN BE SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB• L. URETHANE SEAANT '- ', y";.,, y ECI SPECIFICATION NO. 15. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL BUNDLE. CONDENSATION CAN OCCUR FREQUENTLY NEAR THE SEA COAST OR OTHER LARGE' . SITE PRACTICES OF THE ERECTOR ARE BEYOND THE CONTROL OF THE BUILDING ' ALWAYS GET MANUFACTURER APPROVAL BEFORE MAKING ANY MODIFICATIONS TO THE ROOF. UP TO 4'-0` FRAMING FOR ONLY A SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. BODIES OF WATER. - - �` _ '` MANUFACTURER. - - - ' REPAINT. ANY AREAS THAT ARE SUSCEPTIBLE TO RUST AS REQUIRED.; - * 4'-0` TO 8'-0`. SHOP PRIMED STEEL WHICH IS STORED IN THE FIELD PENDING ERECTION SHOULD BE KEPT `• + IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION ' WHEN PERFORMING ROOF MAINTENANCE, ALWAYS TAKE THE FOLLOWING PRECAUTIONS:'; = 8"0` AND UP. FREE OF THE GROUND AND SO POSITIONED AS TO MINIMIZE WATER -HOLDING POCKETS, DUST, IF JOEISTTE COVERS ARE USED, THEY SHOULD BE TIED AWAY FROM THE BUNDLE AT THE . PRACTICES BE THE TOP PRIORITY OF ANY JOB SITE. - • USE FALL PROTECTION AND OTHER SAFETY EQUIPMENT AS REQUIRED. •' f - , .MUD AND OTHER CONTAMINATION OF THE PRIMER FILM. REPAIRS OF DAMAGE TO PRIMED CORNERS TO ALLOW AIR CIRCULATION AROUND THE BUNDLE THIS WILL HELP PREVENT LOCAL., STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, WHETHER STANDARD STATUTORY OR DO NOT WALK ON ROOF FLASHINGS SUCH AS GUTTER, RAKE, HIP OR RIDGE FLASH. - SURFACES AND/OR REMOVAL OF FOREIGN MATERIAL" DUE TO IMPROPER FIELD STORAGE OR J MOISTURE EVAPORATING FROM THE GROUND OR BUILDING FLOOR FROM CONDENSING ON THE -' CUSTOMARY, SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER SAFETY. ,' DO NOT WALK ON LIGHT TRANSMITTING PANELS (LTPS). THEY WILL NOT SUPPORT A' SITE CONDITIONS ARE NOT THE RESPONSIBILITY OF THE MANUFACTURER..THE MANUFACTURER. PANELS. PLASTIC OR OTHER IMPERMEABLE COVERS ARE NOT RECOMMENDED. IMMEDIATE `MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING APERSON'S WEIGHT. - •- aR• `i' - ' IS NOT RESPONSIBLE. FOR DETERIORATION OF THE SHOP CQAT OF PRIMER OR CORROSION ! ACTION IS REQUIRED IF THE PANELS ARE FOUND TO BE WET FROM ANY CAUSE. THE BUNDLES. -• BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. .• -Y� •GUARD ALL LTPS AND ROOF OPENINGS. THAT MAY RESULT FROM EXPOSURE TO ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS, NOR MUST BE OPENED AND EACH PANEL UNSTACKED AND THOROUGHLY DRIED ON BOTH SIDES. DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED. THE USE OF HARD • STEP ONLY IN THE PANEL FIAT DIRECTLY ON OR IN CLOSE• PROXIMITY TO A SUPPORTING .THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING. MINOR ABRASIONS TO THE RE -STACKING THE PANELS AT A SLIGHT ANGLE TO EACH OTHER TO PREVENT NESTING WILL ! 'HATS, RUBBER SOLE SHOES FOR ROOF WORK; PROPER EQUIPMENT FOR HANDLING MATERIAL ROOF STRUCTURAL SHOP COAT (INCLUDING GALVANIZING) CAUSED BY HANDLING, LOADING, SHIPPING UNLOADING -.. ALLOW AIR CIRCULATION AND ASSIST IN KEEPING THE PANELS DRY. IN SEVERE CONDITIONS AND SAFETY NETS WHERE APPLICABLE. ARE RECOMMENDED. ' AFTER OTHER TRADES HAVE BEEN ON THE ROOF FOR ANY REASON. INSPECT THE ROOF FOR . ^' AND ERECTION AFTER PAINTING OR GALVANIZING, ARE UNAVOIDABLE (MBMA 06 N 4.2.4) LARGE FANS CAN BE USED TO CIRCULATE AIR BETWEEN THE UNSTACKED PANELS AND - ' : FOR PURPOSES OF DETERMINING UFT REQUIREMENTS, NO BUNDLE SUPPLIED BY THE ` DAMAGE CAUSED BY WORKERS INCLUDING CHEMICAL OR SOLVENT SPILLS, SCRATCHES IN THE • ! • - - _ - ACCELERATE DRYING. DAMAGE TO THE PANEL COATING OCCURS WHEN PANELS BECOME WET MANUFACTURER WILL EXCEED 4,000 POUNDS. , FOR FURTHER INFORMATION ALSO REFERENCE' PAINT OR GALVALUMEO' COATING, EXCESSIVE FOOT,TRAFFIC AND PUNCTURES. MAKE SURE _ ,,, - GAIValUMF • - ` AND ARE ALLOWED TO STAY WET. DAMAGE CAN OCCUR TO NESTED PANELS WITHIN 24-48 THE BILL OF MATERIALS FOR INDNIDUAL MEMBER WEIGHTS OF OTHER STRUCTURAL MEMBERS. THAT ANY DEBRIS OR SCRAP LEFT BEHIND BY THE WORKERS IS REMOVED FROM THE ROOF - ^ CALVALUM IS THE TRADE NAME FOR A PATENTED STEEL SHEET & COIL PRODUCT HAVING A , HOURS. THIS DAMAGE SHOWS AS CORROSION AND DISCOLORATION OF THE PANEL SURFACE i IF ADDITIONAL INFORMATION IS REQUIRED CONTACT THE FIELD SERVICE DEPARTMENT. - IMMEDIATELY. AVOID USING CUTOFF SAWS AND WELDING EQUIPMENT OVER THE ROOF. IN CASES - - - COATING OF CORROSION RESISTANT ALUMINUM -ZINC ALLOY. THE ALLOY MIXTURE IS BALANCED THAT ' AND IS COMMONLY CALLED WET STORAGE STAIN, ZINC OXIDATION, OR 1VHTIE RUST`. ! •' � r ICE AND SNOW REMOVAL 'WHERE THIS IS NOT POSSIBLE, THE ROOF MUSE ADEQUATELY PROTECTED. - -.; TO OBTAIN THE COATING RETAINS THE CORROSION RESISTANCE & HEAT REFLECTIVITY OF ALUMINUM & THE SACRIFICIAL ACTION THE PROPERTIES BOTH -' " - . .` ! '• r • - FOOT TRAFFIC - OF GALVANIZED. BEST OF ALUMINUM & ZINC ARE COMBINED IN THIS COATING & OFFER ADDED SERVICE LIFE FOR 4 - _ • - EXCESSIVE ICE AND SNOW SHOULD BE REMOVED FROM ROOF IMMEDIATELY TO PREVENT DAMAGE - - • , BUILDING PANELS. �• f '' TO ROOF AND POSSIBLE COLLAPSE DO NOT USE METAL TOOLS TO REMOVE THE ICE OR SNOW KEEP FOOT TRAFFIC TO A MINIMUM. HEAVY FOOT TRAFFIC CAN CAUSE PONDING ON LOW _ �, } • - ' TARP AS THIS CAN DAMAGE THE PAINT AND/OR GALVALUME COATING'S. ALSO, BE CAREFUL AROUND PITCHED ROOFS. THIS IS PARTICULARLY TRUE JUST UPSLOPE FROM THE EAVE AND AT ' ' - •- PRE -PAINTED - •' _ T PLUMBING PIPES AND FLASHINGS. BE EXTREMELY CAREFUL IF YOUR ROOF HAS LIGHT ; ENDLAPS. ALWAYS WALK IN THE FLAT OF THE PANEL NEAR A SUPPORTING ROOF STRUCTURAL. * . < DS9RG-T�LVAUME STEEL AS A SUBSTRATE, PRE -PAINTED STEEL I$ GIVEN AN ADDITIONAL RUST 'TRANSMITTING PANELS. THESE PANELS WILL NOT SUPPORT A PERSON'S WEIGHT AND WILL BE DO NOT WALK ON TRIM OR IN GUTTERS. ON BARE GALVALUME(R) ROOFS, EXCESSIVE FOOT '. ; r "✓. INHIBITOR PRIMER COAT.,THIS PRIMER COAT FURTHER INCREASES THE CORROSION RESISTANCE' - - - ' DIFFICULT OR IMPOSSIBLE TO SEE IF THEY ARE COVERED WITH ICE AND SNOW. SEE 2002 MBMA TRAFFIC MAY CAUSE BLACK BURNISH MARKS. IF REGULAR FOOT TRAFFIC IS PLANNED FORA " - 1 THESE COATINGS ARE APPLIED TO THE EXTERIOR SURFACE OF THE PANELS AND THE WASH Vit- LOW-RISE BUILDING SYSTEMS MANUAL APPENDIX A8 FOR DETAILS ON SNOW REMOVAL 4 _ ROOF, PROVISIONS SHOULD BE MADE FOR A PROPERLY DESIGNED AND INSTALLED ROOF OUT 'SEE SCHEDULE COAT, DESIGNED ONLY FOR INTERIOR USE, IS APPLIED ON THE OPPOSITE SIDE GALVALUME ' • ` . PROCEDURES. THESE PROCEDURES SHOULD COMMENCE WHEN HALF OF THE DESIGN ROOF SNOW WALKWAY SYSTEM. IN ORDER TO UMTT ACCESS TO THE ROOF, ROOF HATCHES OR ACCESS FOR ALIGNMENT LIMITS , AND PRE -PAINTED STEEL CAN GIVE EXCELLENT SERVICE FOR MANY YEARS IF A FEW RULES - ` LOAD SHOWN ON THIS SHEET IS REALIZED. - _ LADDERS SHOULD BE LOCKED AT ALL TIMES. A SIGN SHOULD BE POSTED AT THE POINT OF v,a - CONCERNING THEIR CARE AND MAINTENANCE ARE OBSERVED. ALL OF THESE FINISHES ARE - • t - ' - ACCESS, STATING THAT ONLY AUTHORIZED PERSONNEL ARE ALLOWED ONTO THE ROOF. IN EQUALLY SUBJECT TO DAMAGE AND CORROSION WHEN CARE IS NOT. PROVIDED. - h; '. DEBRIS REMOVAL r ADDITION, A LOG BOOK SHOULD BE KEPT OF ALL VISITS TO -THE ROOF AND THE REASON FOR r NR CIRCULATION SUCH VISITS . PAINT AND COATING MAINTENANCE • .• I CORROSION � ROOF,, ETC. IF LEFT PSURFACECFOR DISSIMILAR METALS ` REMOVE SMUDGE MARKS FROM BARE GALVALUME ® . FORMULA 409 FIRS PROVEN TO BE • . A SOFTENING OF THE PAINT FILM CAN OCCUR WITH PRE -PAINTED STEEL UNDER WET STORAGE OF GUTTERS, TRIM, ON BUILDING A LONGE ENOUGH TIME. THE ROOF SHOULD BE PERIODICALLY INSPECTED FOR SUCH CONDITIONS AND IF SOMEWHAT EFFECTIVE LIGHTLY RUB WITH A CLEAN CLOTH AND RINSE WITH WATER. DO NOT CONDITIONS AND TUE DURABILITY OF THE PANEL FINISH SUBSTANTIALLY DECREASED. BARE FOUND, THEY SHOULD BE RECTIFIED IN A MANNER CONSISTENT WITH .THESE ROOF MAINTENANCE' NEVER ALLOW YOUR ROOF TO COME IN CONTACT WITH, OR WATER RUNOFF FROM, ANY RUB MORE THAN REQUIRED TO REMOVE SMUDGE. NO PRODUCT WILL REMOVE ALL SMUDGE GALVANIZED AND GALVALUME PANELS REACT MORE QUICKLY TO SURFACE OXIDATION SINCE GUIDELINES. NEVER ALLOW TREATED LUMBER OR CONCRETE/MORTAR/GROUT TO COME IN CONTACT DISSIMILAR METAL INCLUDING BUT NOT LIMITED TO: COPPER, LEAD OR GRAPHITE. THIS MARKS. REMOVE RUST STAINS. SOFT SCRUB WITHOUT BLEACH HAS PROVEN TO BE SOMEWHAT THEY LACK THE ADDITIONAL PROTECTION OF PAINT. ZINC COATED OR GALVALUME PANELS WITH ROOF PANELS,. ESPECIALLY GALVALUME ®:' FOR EXTENDED PERIODS OF TIME INCLUDES COPPER AND ARSENIC SALTS USED IN TREATED LUMBER, CALCIUM USED IN EFFECTIVE LIGHTLY RUB WITH A SOFT CLOTH AND RINSE WITH WATER. DO NOT RUB MORE. • UNDER NORMAL EXPOSURE FORM A ZINC OR ALUMINUM OXIDE FILM ON THOR SURFACE - CONCRETE, MORTAR AND GROUT. THAN REQUIRED TO REMOVE STAIN. NO PRODUCT WILL COMPLETELY REMOVE RUST STAINS. TO ALLOWING A SLOW OXIDATION PROCESS CALLED 'WEATHERING* TO OCCUR THAT. INHIBITS PERIODIC INSPECTION - - - - cTM BLDG.WIDTH TOUCH-UP SCRATCHES IN PAINT (NOT TO BARE METAL), CLEAN AREA TO BE PAINTED WITH FURTHER CORROSION. IN NESTED BUNDLES CONSTANT CONTACT OF THE PANELS WITH .r - , BIDc.vnDTH Q i S OR LENGTH MILD DETERGENT. RINSE THOROUGHLY AND DRY. USING A SMALL ARTIST'S BRUSH, LIGHTLY CONDENSED OR TRAPPED WATER PREVENTS THIS WEATHERING PROCESS. ALL HICH-STRENGTH BOLTS SFWl BE PERIODICALLY INSPECTED FOR TIGTNESS, PARTICULARLY IN ,+ OR GTH APPLY A MINIMAL AMOUNT OF COLOR MATCHED TOUCH-UP PAINT REQUIRED TO FILL / COVER CRANE BUILDINGS AND AFTER ANY SEISMIC ACTIVITY OR WIND ACTIVITY. THE CRANE THE SCRATCH. CONTACT BUILDING MANUFACTURER FOR ASSISTANCE WITH ORDERING / -. • RAPID OXIDATION OF THE ZINC OR ZINC ALUMINUM CQATING CAN NOW OCCUR AND MAY LEAD MANUFACTURER WILL SPECIFY A MINIMUM PERIOD BUT IT SHOULD NOT EXCEED 2 YEARS; • PURCHASING .TOUCH-UP PAINT AS NEEDED. • • _ ' -TO 'RED RUST' IN A SHORT TIME IF DISCOLORATION OR STAINS ARE MINOR, A HOUSEHOLD DRAINAGE - i - Correct Alignment . • - MIS -Alignment • - ' ` CLEANER OF THE TYPE USED ON PORCELAIN SINKS AND BATHTUBS MAY BE USED TO REMOVE __ �' (Unacceptable, Avoid These Conditions) r ` . •- �, THE STAINS. WIRE BRUSHING OR USING ABRASIVE MATERIALS SHOULD BE AVOIDED SINCE _ 'KEEP ROOF FREE OF DEBRIS AND KEEP DEBRIS OUT OF CUTTER TO ALLOW WATER TO QUICKLY .T - • .''�J I +..:. - =• -- 4 • ' SCRATCHING OR REMOVAL OF THE COATING COULD OCCUR. PANELS WITH SIGNIFICANT DAMAGE, DRAIN FROM ROOF. ' DO NOT USE WOOD BLOCKING.TO HOLD EQUIPMENT OFF OF PANEL- ,' SHOULD BE REPLACED BY THE BUYER BEFORE ERECTION. - SEAMS. THIS BLOCKS THE FLOW OF WATER AND HOLDS MOISTURE. - ^ •. - �: T" - -L - "` ` DO NOT ALLOW ROOFTOP AC UNITS OR EVAPORATIVE COOLERS TO DRAIN ONTO THE ROOF. , ' ' - • ANYTHING THAT TRAPS OR HOLDS MOISTURE ON A ROOF WILL CAUSE PREMATURE CORROSION. ; R1-06 �' .,' . _ • R1-07 �. R1-08 -. ,. :�: _ R1-09 R1 , 10 ' Erection Guide .r Jul '13102 4. s . �^• � ,' •�. r• 4 ^ 1 •.. :.. it 1 •' .. - .- fi �' r,� J ,.. �` • _ - .. � _ .• ;{ - �- •. ISSUE • DATE DESCRIPTION BY CK'D 'DSN 0 10/26/15 • FOR ERECTOR INSTALLATION PNR PNR MGS • _ M e t a l I' C building c o m p a n y r 1 , 10/26/15 FOR ERECTOR INSTALLATION PNR EH MGS - 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 ` * 4 C 6613 . PROJECT: Joe Jauregui �o - CUSTOMER: JOHN HELTBRAKE OWNER:. Joe Jouregui pr S, t) LOCATION: k 4577 Bell Road, Chico, Co. 95973 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER CdJ I L SHEET NUMBER ISSUE 10/26/15 N.T.S. i. A 15—B-14196 DET16 1 BUILDING ANCHORAGE SPECIFIED COLUMN _FIELD TOLERANCES CENTERLINE STEEL LINE H/500 'Height (3) TOLERANCE STEEL LINE 1 10' 1/4' 1 12' 5/16' 500 15' 3/8• 500 ±1/8" FOAM BOARD 20' 1/2' TEMPLATE 31/4' 25' 5/8' 30' 3/4' 45' 1 1/16' .i I —f 60' 1 7/16" C -� -� �A 31/8' A C •I I _�__�_ AP COLUMN ALIGNMENT TOLERANCES DIMENSIONS A. B. AND C AS GIVEN 1. To determine that the foundation is square, measure diagonal 31/8 ON ANCHOR BOLT PLAN dimensions to be sure they are of equal length. 2. To determine that the foundation is level, set up a transit or level and use a level rod to obtain the elevation at all columns. 3. Carefully check the location of all anchor bolts against the Anchor Bolt Setting Plan furnished by the Manufacturer. All dimensions must be identical to assure a proper start-up. AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS 7.5.1. Anchor rods, foundation bolts and other embedded items shall be set by the owner's designated representative for construction in accordance with embedment drawings that have been approved by the owner's designated representatives for design and construction. The variation in location of these items from the dimensions shown in the embedment drawings shall be as follows: (a) The variation in dimension between the centers of any two anchor rods within an anchor -rod group.sholl be equal to or less than 1/8 in. [3 mm]. (b) The variation in dimension between the centers of adjacent anchor -rod groups shall be equal to or less than 1/4 in. [6 mm]. (c) The variation in elevation of the tops of anchor rods shall be equal to or less than plus or minus 1/2 in. [13 mm]. (d) The accumulated variation in dimension between centers of the anchor -rod groups along the column line through multiple anchor -rod groups shall be equal to or less than 1/4 in. per 100 ft [2 mm per 10000 mm], but not to exceed a total of 1 in. [25 mm] (e) The variation in dimension from center of any anchor -rod group to the column line through that group shall be equal to or less than 1/4 in. [6 mm]. The tolerances that are specified in (b), (c) and (d) shall apply to offset dimensions shown in the structural design drawings, measured parallel and perpendicular to the nearest column line, for individual columns that are shown in the structural design drawings as offset from column lines. 7.5.2. Unless otherwise specified in the contract documents, anchor rods shall be set with their longitudinal axis perpendicular to the theoretical bearing surface. 7.5.3. Embedded items and connection materials that are part of the work of other trades, but that will receive structural steel, shall be located and set by the owner's designated representative for construction in accordance with an approved embedment drawing. The variation in location of these items shall be limited to a magnitude that is consistent with the tolerances that are specified in Section 7.13 for the erection of the structural steel. 7.5.4. All work performed' by the owner's designated representative for construction shall be completed so as not to delay or interfere with the work of the fabricator and the erector. The owner's designated representative for construction shall conduct a survey of the as -built locations of anchor rods, foundation bolts and other embedded items, and shall verify that all items covered in Section 7.5 meet the corresponding tolerances. When corrective .action is necessary, the owner's designated representative for construction shall obtain the guidance and approval of the owner's designated representative for design. It is extremely important that anchor bolts be placed accurately in accordance .with the Anchor Bolt Setting Plan. All anchor bolts should be held in place with a template or similar means, so that they will remain plumb and in correct location during placing of the concrete. A final check should be made after the completion of the concrete work and prior to the steel installation. This will allow any necessary corrections to be made before the costly installation labor and equipment arrives. Erection Guide L -R2 FORM BOARD ANCHOR ROD SETTING TOLERANCES 31/2' 31/8' FINISH FLOOR BASE PLATE AND ANCHOR ROD TOLERANCES MEZZANINE BEAM HEIGHT TOLERANCE DATE 10/26/15 10/26/15 DESCRIPTION BY CK'D I DSS metallic building company FOR ERECTOR INSTALLATION PNR PNR MGS � FOR ERECTOR INSTALLATION PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: Joe Jauregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui LOCATION: 4577 Bell Road, Chico, Co. 95973 CAD DATE SCALE I PHASE I BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 10/26/16 N.T.S. 1 A 15-B-14196 1 1 1 C6613 EXPArically pr 15, 2016 STAKE SHEETING STEEL LINE NOTCH - - IE B E ✓ D i : ANCHOR BOLTS =- _ - r PROJECTION OF ANCHOR BOLTS 'D' GIVEN ON ANCHOR BOLT PLAN. - SHEETING NOTCH SHOWN BUT NOT REOUIRED DATE 10/26/15 10/26/15 DESCRIPTION BY CK'D I DSS metallic building company FOR ERECTOR INSTALLATION PNR PNR MGS � FOR ERECTOR INSTALLATION PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: Joe Jauregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui LOCATION: 4577 Bell Road, Chico, Co. 95973 CAD DATE SCALE I PHASE I BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 10/26/16 N.T.S. 1 A 15-B-14196 1 1 1 C6613 EXPArically pr 15, 2016 SIDEWALL 1 1 - 500 r 500 0 - w z 500 500 500 1 1 1 SIDEWALL PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES Down Curb Base Length U P Hill 12" M'n' Hill PURUN ANGLE (W/ 2 SELF -DRILLERS•• HANGER ROD** Panel profile ** Stainless Ste Step SUGGESTED METHODS **(Not by Metal Bldg Manufacturer) - An angle is self -tapped to the web of the purlin to catch hanger rod. This method does not preclude other forms of attachment to the purlin web. The total hanger load shall not exceed the design collateral load for the building. A sample calculation is shown below: 5' (purlin spacing) x 5' (hanger spacing) x 6 psf (collateral load) = 150 lbs. **Stainless Steel Seecover cover sheet for design collateral load for this building. Note: If this building is designed for 0 psf collateral load, then adding any suspended system (ie. duct work, piping, lights, ceilings, etc.) will correspondingly reduce the design live load. Step 3 Roof Jack Installation Panel profile Tri -Bead Tan - -- varies HW504 Reef Jack Insfnllnfinn ufacturer) " = Install Pipe in center to allow base of rubber roof jack to lay flat on panel. Endla Cannot encompass more than 75% of panel. 4" c ❑ Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These roof Roof Panel jacks do not have 20 -year service life and, in the case of lead hats, will cause galvanic Ma corrosion of the roof panels. Roof Panel ❑ Use EPDM rubber roof jocks with an integral aluminum band bonded into the perimeter of the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone rubber roof jacks. Retrofit rubber roof jacks are available for applications in which -the top Pudin Line of the pipe is inaccessible, eliminating the possibility of sliding the roof jack over the top of Indicates Roof Panel Support location the pipe. Panel Rib 11 Do not use tube caulk/silicone to seal roof jack to the roof panels. Use only tape sealant A Indicates Curb Base Support location Profile Floating Panel Support as supplied by Metal Bldg Manufacturer. Fasten the roof jack to the roof panels with a 1/4"-14 x 7/8" Lap Tek Stitch Screws at 1" on center around base of roof jack. v ❑ Roll down the top of the roof jack and apply tape sealant continuously around the exposed portion of the pipe. Roll the top of the roof jack back over the tape sealant. Apply the "= Up Uft Plate Curb Base stainless steel clamp over top of roof jack and firmly tighten to form a secure compression (It Required) seal. o ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration in center of panel to allow the base of the rubber roof jack to seal to the pan of the, panel. a Section : "A" If a pipe must be installed through a panel seam, or if the pipe diameter is so large to (Insulation when specified) block the flow of water down the roof panel, you must install a "pipe curb" into the roof and then seal the pipe curb with rubber roof jack. For pipes in which top cannot be The curb details shown illustrate the building manufacturers recommended curb style accessed, a two-piece pipe curb is available. and installation method. It is the erector / installer's responsibility to provide the ❑ In Northern climates, protect all pipe penetrations from moving ice or snow with a snow proper curb style and install them in accordance with the procedures established by retention system immediately up slope from the pipe. these details. Failure by the erector / installer to follow these recommendations may result in the curbs damaging the roof system or excluded from warranties. All roof curbs to be: 1. .080 Aluminum or 18go. Stainless (No Golvalume/No Galvanized) 2. Panel rib to rib installation (No flat skirt or lay -over Curbs) 3. Installed over low end / under high end application for water flow at panel splice 4. Up lift prevention for clip applied roof systems are required if: a. Wind load exceeds 110 mph or b. Curb base crosses a purlin 5. Supported on (4) four side by primary or secondary framing 6: Max Single Curb weight Recommend = 15008 Roof Curbs (When not Supplied by Building Manufacturer) SUGGESTED METHOD OF PURLIN ATTACHMENT ISSUE DATE DESCRIPTION (FOR BLDG ACCESSORIES) 0 10/26/15 FOR ERECTOR INSTALLATION PURUN PURUN HANGER ROD, ANGLE 'Z' PURUN ROD OR CHAIN CUP DO NOT INSTALL HANGER DO NOT INSTALL PURUN CUPS OF ANY PeV ZROD IN FLANGE OF PURUN KIND ON FLANGE OF PURUN AS SHOWN Erection Guide THE INCORRECT WAY 201 acw,c uic �.wniP. I 'i -Bead Tape Continuously Pipe '8" Lap Tek S.D 1" O.C. Tape Sealant dl' I UK U I USN PAIR PNR MISSmetallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: Joe Jauregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui LOCATION: Chico, CA 95973, CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBERP�ou_l 10/26/16 N.T.S. 1 I A 15—B-14196 DET18 C 64613 EXP 60=17 pr 15, 2016 STEP 1: ERECT FIRST BAY WALL. FRAMING NOTE It is the responsibility of the PRIMARY FRAM erector to provide temporary SING - erection bracing until the structure is completed. _EAVE STRUT _ END FRAME - RAFTER END POST CORNER C 1A: Determine from erection drawings furnished with the building the location of the first braced bay. Framing for this bay will be erected. first. 18: Stand adjacent primary frame column and corner column over the anchor rods. Shim or chip out under the base plate if required to ensure that the base is level, at the correct elevation, and is in full contact with the foundation. Plumb and align the columns and install washers and nuts onto the Anchor Rods. NOTE: The end frame may be a bearing frame with the rafter supported by end pposts, or a rigid frame with the rafter self-supporting, and not attached to the end posts. The procedure shown is for a bearing frame. If the building has a rigid end frame, it is erected the some as interior frames as described in steps 1 and 2. 1C: Attach wall girts to the primary frame column and corner column. Bolt girts to the corner column with two bolts. Bolt girt to primary frame column with one bolt through the column flange and secure bolt with sub -nut (see detail on erection drawings). 1 D: Install the eave strut by bolting to the top of the columns. Refer to the erection drawings and attach column flange brace where shown. Flange braces may be required on one or both sides of the columns. if a flange brace connects to a girt in the adjacent bay, that brace will be bolted to the girt after the adjacent bay gifts are installed. NOTE: As wall girts are installed around the building, framing for. factory located framed open' n s and accessory framing to which the girls attach should be installed. Feld located accessory framing may be installed at the some time as girls or at a later time. IE: Install wall bracing systems (rods, cables, knee bracing, portal bracing) at this time but do not tighten completely until the bay is plumbed: 1 F: Repeat steps 1B thru 1 E for wall framing on the opposite side of the building. 1G: Attach clips to the end posts and stand these posts over the Anchor Rods. follow the procedure as described for corner columns in step 1B. 1H: Bolt required clips and flange braces to the end frame rafter sections and lift into place atop the end posts. Bolt rafter sections to corner column and end post cap plates. Bolt rafter sections together at peak. STEP 2: ERECT FIRST BAY ROOF FRAMING PURLINS It is the responsibility of the erector to provide temporary erection bracing until the PRIMARY FRAME structure is completed. RAFTER TEMPORARY ERECTION BRACING END / , FRAME END POST BRACING Erection Guide CAUTION Until rafters ore bolted in place with purlins and flange braces installed, they are easily damaged by incorrect or careless handling procedures. Use extreme caution when lifting rafters. Two booms should be used to lift any pinched rafter section 80 feet or more in length. 2A: Bolt primary frame rafter together at peak connection (unless rafter length requires lifting in sections). Attach the required clips and flange braces to the rafter before lifting since these items are more easily installed on the ground. Lift rafter into place between sidewall columns and install bolts in rafter to column knee connections. 2B: Install end bay purlins from end frame rafter to the first interior frame rafter. The end bay purlins will overlap the interior bay purlins at the frame as described in step 1C. Complete flange brace connection to purlins. 2C: Install roof bracing systems but do not tighten completely until the bay is plumbed. 2D: Plumb and square the first bay. After alignment, tighten wall bracing first and the roof bracing working from eave to peak. Tighten any remaining bolts. Plumbing and aligning a total structural system begins with the first braced bay and continues through completion. Accurate alignment of the first bay is essential for correct alignment of succeeding bays. The installer is responsible for choosing the best method suited for plumbing and aligning the structural system. STEP 3: ERECT ENDWALL GIRTS AND FIRST INTERIOR BAY NOTE It is the responsibility of the END BAY erector to provide temporary PURUN erection bracing until the structure is completed. J '-TEMPORARY ERECTION BRACING ENDFRAM RAFTEE END BAY GIRT R END POST ENDWALL CORNER GIRT COLUMN 3A: After end frame is plumb and square, install endwall girts and flange braces for end post if required. 3B: Attach wall girls to the primary frame columns (see step 1C). 3C: Install eave struts (see step ID). 3D: Attach roof purlins for this bay to the two rafters. Purlins will bolt to the rafter flange in the some manner as girls to column flanges (see step 1C). connect flange braces to purlins. 3E: Check alignment, plumb and square the two boys just erected. Tighten all bolts and bracing. ISSUEt0/26/15 0 1 STEP 4: ERECT REMAINING STRUCTURAL FRAMING NOT It is the responsibility of the erector to provide temporary (' erection bracing until the structure is completed. PURLINS- EAVE STRUT FRAME POST RTS `PRIMARY FRAME TEMPORARY ERECTION BRACING Starting at the opposite end of the first bay erected, install the remaining interior frames, girts, purlins, eave struts, bracing, end frames and end posts using the procedures described in the preceding steps. Be sure all wall girts, roof purlins and flange braces as shown on the erection drawings are installed. Constant checks should be made to ensure the building is square, plumb and aligned. All X -Bracing should be checked that it is installed to a taut condition with all slack removed. Do not tighten beyond this state. DESCRIPTION BY CK"D I DSN FOR ERECTOR INSTALLATION PNR PNR MGS metallic building company FOR ERECTOR INSTALLATION PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: Joe Jauregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jauregui LOCATION: 4577 Bell Road, Chico, Co. 95973 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 10/26/15 N.T.S. 1 A 15—B-14196 DET19 1 C 64813 EXP, 50012017 ,pr 15, 2016 'PRE -ERECTION NOTES: The following notes,procedures and suggested recommendations are important parts of the pre -erection process. 1.) Prior to the time the erection crew arrives, a responsible person should check the job site for foundation readiness, square, and accuracy and Anchor Rod size and location. The drawing shown below indicates a method which may be used to check the foundation and bolts for square. ANCHOR 12' RODS 1# 6' 0 0 io O io -6 F DIAGONA o SHOULD a EQUAL 0 0 GENERAL ERECTION NOTES 1.) All clips, flange braces, bolts, bracing systems, ETC. must be installed as shown on erection drawings. 2.) It is extremely important, especially during construction, that panels at the eaves, rakes and ridges be kept secure. 3.) Column bases must not be lag screwed or "RED HEADED" to concrete unless specified on erection drawings for the building. MASTIC SEALANT Proper mastic application is critical to the weather tightness of a building. Mastic should not be stretched when installed. Apply only to clean, dry surfaces. Keep only enough mastic on the roof that can be installed in a day. During worm weather, store mastic in a cool dry place. During cold weather (below 60') mastic must be kept warm (60'-90') until application. After mastic has been applied, keep protective paper in place until panel is ready to be installed. IMPORTANT NOTE: 4.) Tighten column wind brace rods/cables (exterior and interior) before All details, recommendations and suggestions contained in the ERECTION GUIDE tightening roof rods/cables. Roof rods/cables are tightened from Bove to peak. portion of this drawings set are for general guidelines only, and not meant to be . all-inclusive. Industry accepted installation practices with regard to all areas not 5.) High strength bolts (A325) must be used where specified. specifically discussed in this section should be followed. Only experienced, knowledgeable installers familiar with accepted practices should be used to assure TEMPORARY CONSTRUCTION BRACING 1.) It is the responsibility of the erector to maintain stability of the structure LS during all stages of erection, particularly when left overnight. BE Measure along adjacent sides of foundation using a pair of dimensions shown. If the diagonal distance between these points is as noted, the corner is square. Diagonal measurements between opposite Anchor Rods will indicate if these bolts are set square. 2.) When unloading the building, carefully check off each item from the packing list. Bundles and boxes will have a list attached indicating the contents. 3.) Unload and layout the building columns on the foundation. 4.) Unload the rafters onto the foundation so that they can be erected from whichever end of the building you wish to start. Your crane will move from one end of the building to the other while standing columns"and hanging rafters. 5.) Layout the girls and purlins on dunnage or wood blocking around the foundation 'as near as possible to where they will be installed. 6.) Unload and place trim crates out of the way, since these will be the last required. 7.) Unload and place panels and insulation out of the way. NOTE: In extremely cold conditions, the vinyl facing on insulation will become brittle, requiring very careful handling. 8.) Avoid lifting panel stacks with cables, chains or other devices which could damage the panel. Upon unloading, and every morning thereafter, inspect he panel bundles for moisture between the panels. This is especially important with golvalume or galvanized panels. The panel finish must be protected at all times before and during erection to preserve the appearance and function of the panels. 9.) All hardware boxes should be protected from theft and moisture, especially items such as tube caulking and locksets. Store mastic away from heat. LAYOUT OF BUILDING COMPONENT oO o 0 ®sc>acws wAya O 2 0 0 o O o 1. Girts, Eove Struts and Purlins 2. End Frames and Endpost 3. Main Frames 4. Clips, Bolts, Screws, ETC. 5. Endwall Girts 1.) Layout primary and secondary framing around the slab as shown. 2.) Place components and crates on the slab or on wood blocking to prevent contact with the ground. 3.) Block one end of components higher than other end to allow drainage of rain water. 4.) Leave one end of the building open for erection equipment access. 5.) Construct temporary ramp of timbers from grade to slob to prevent damage to concrete edge from equipment traffic. 6.) Install clips and flange braces onto columns and rafters before these members are in the air. Clip and flange brace locations are shown on erection drawings. Erection Guide R3 2.) Temporary supports, such as temporary guys, braces or other elements shall be the total and complete responsibility of the erector. The temporary supports required shall be determined and furnished by the erector. 3.) Temporary construction supports shall be provided wherever necessary to accommodate all construction loads to which the structure may be subjected, left in place as long as may be required for safety. PANEL CAUTIONS AND NOTES To minimize potential of corrosive action at the bottom edge of wall panels, the contractor must assure that the following procedures are followed: 1.) The concrete foundation should be cured for a minimum of seven (7) days before wall panels are installed. (un -cured concrete is highly alkaline and metal panels can undergo varying degrees of corrosive attack when in direct contact with the concrete.) After the first week of the curing cycle, the reaction between metallic coatings on steel and the concrete is essentially halted. CLEAN DIRT FROM WALL PANEL AROUND PANEL BASE PANEL NOTCH FOUNDATION (SHOWN) OR� BASE TRIM T 4" MIN.L I g ci SLOPE nNISH GRADE - AWAY FROM BUILDING 2.) Top of finish grade at building to be a minimum of four (4) inches below bottom of panel. 3.) Finish grade is to slope away from building to insure proper drainage. 4.) Upon completion of finish grading, all dirt is to be cleaned from around base of wall panel where it may have collected in panel notch or on base trim. FASTENER INSTALLATION Correct fastener installation is one of the most critical steps when installing roof/wall panels. Drive the fastener in until it is tight and the washer is firmly seated. Do not overdrive fasteners. A slight extrusion of neoprene around the washer is a good visual tightness check. Always use the proper tool to install fasteners. A fastener driver (screw gun) with a RPM of 1700-2000 should be used for self -drilling screws. A 500-600 RPM fastener driver should be used for self -tapping screws. Discard worn sockets, these can cause the fastener to wobble during installation. CORRECT DEGREE OF TOO TIGHT TOO LOOSE TIGHTNESS SEALANT SQUEEZED TOO THIN SEALANT IS NOT NOTE SUGHT CIRCLE OF EXTRUDES FAR BEYOND COMPRESSED TO SEALANT FASTENER HEAD FORM SEAL NOTE: Always remove metal filings from surface of panels at the end of each work period. Rusting filings can destroy the paint finish and void any warranty. a quality project. It is emphasized that the Manufacturer is only a manufacturer of metal building components and is not engaged in the installation of its products. Opinions expressed by the Manufacturer about installation practices noted in the ERECTION GUIDE are intended to represent only a guide as to the sequencing and how the components could be assembled to create a building. Both the quality and safety of installation and the ultimate customer satisfaction with the completed building ore determined by the experience, expertise, and skills of the installation crews, as well as the equipment available for handling the materials. Actual installation operations, techniques and site conditions are beyond the Manufacturers control. DATE DESCRIPTION 10/26/15 FOR ERECTOR INSTALLATION 10/26/15 FOR ERECTOR INSTALLATION metallic building company 7301 FAIRAEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: Joe Jauregui CUSTOMER: JOHN HELTBRAKE LOCATION: 4577 Bell Road, Chico, Co. 95973 CAD DATE SCALE 10/26/15 N.T.S. OWNER: Joe Jouregui PHASE I BUILDING ID JOB NUMBER 1 A 15-B-14196 SHEET NUMBER I ISSUE DET20 C6013 Fxa 6/90/2017 pr 15, 2016 STEP 5: INSTALL SIDEWALL PANELS NOTE It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. This bracing is to remain in place until all roof and wall panels are installed. WOOD BLOCKING FOR GIRT ALIGNMENT INSULATION - SIDEWALLSPANELS 5A: Before installing wall panels, the girts.must be aligned to a level position so that there is no visible sag. This should be done directly ahead of panel installation. Girt leveling may be accomplished by standing a section of gable angle vertically against the outside girt flanges at approximate mid—bay location. When girls are level, attach the girt flanges to the angle with vise grip pliers or temporary screws. Wood blocking cut to fit the spaces may also be used for alignment. NOTE: Temporary girt blocking is not recommended on concealed fastener panels. The removal of the blocks after panel installation can cause oil canning. _OCKING , NOTE: Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your, building. CONTACT TAPE SIDEWALL INSULATION INSULATION MUST MEET ENDWALL BASE ANGLE/TRIM - .INSULATION TO SEAL THE CORNER CONTACT TAPE 5B: If walls are to be insulated, place a continuous run of contact tape along the eave strut and base" member. NOTE: At the base cut off the insulation a minimum of 1/2" above the bottom of tke wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. Roof Pane Insulation Double Faced Tape(Not by manufacturer) (Not by manufacturer) to be used to secur o e: insulation. Trim insulation and turn vinyl back Insulation must not be exposed to weather. Wall Panel - Insulation (Not by manufacturer) Fiberglass Insulation Vapor Barrier to to OUTSIDE of INSIDE of Building Building Eave Detail (See Erection Drawings) Insulation (Not by manufacturer) Wall Panel 0 Trim insulation 'and turn vinyl back Insulation must not be exposed to Finished Floor G weather. Base Detoil (See Erection Drawings) Starting at a building corner, attach the first piece of blanket insulation to the contact tape on the eave strut. Pull tight and adhere to tape at the base. It is recommended that insulation not be installed more than 6 feet ahead of panels. Erection Guide R4 5C: Sidewall panels should be installed so that the panel sidelop is in a direction away from the prevailing wind. (refer to appropriate lap detail included with erection drawings.) 5D: Install remaining sidewall insulation and panels, being careful to maintain correct panel coverage. It is suggested that the foundation be marked in increments of panel width to allow visual checking of panel coverage as installation progresses. NOTE: Check periodically .to ensure that all panels are aligned and plumb. 5E: At the finishing corner of a sidewall, the last panel may required additional lap or trimming for installation of corner trim refer to the details in the erection drawings. Screw Alignment Panel (Thrwgh Fastened Pmol Drily) TEMPLATE SHEET STACKED SHEEI TO BE DRILLED ENDWALL PANELS STEP 6: INSTALL ENDWALL PANELS 6A: Install gable angles/supports onto the ends of purlins and eave struts. This angle is to butt—up to each other" or is spliced as required except at expansion joints where a one inch gap is maintained between ends of adjacent sections to allow for expansion. Gable" angle splices may occur on or between purlins and the angle must be f attached to each purlin and the eave strut. NOTE: Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your building. NOTE END FRA PURLIN Detail shown for ribbed roof panel RAFTER GABLE only. For standing seam rake and ANGLE gable ongle installation, see 7'• erection details. AT EXPANSION JOINT TYPICAL EAVE STRUT BUTT LAP CONDITION 6B: See erection drawings sheeting layouts for panel starting dimensions, panel trim locations, and lap locations. NOTE: After drilling panels, it is important to clean metal filings off all panel surfaces, TRIM DIMENSION IS Including between panels that are not installed that day, to avoid rust stains. I MEASURED FROM CENTER TRIMS--�{ OF FIRST MAJOR RIB. GABLE ANGLE rUKLIN CONTACT TAPE SAVE STRUT ENDWALL GIRT WOOD BLOCKIN l BASE ANGLE/TRI CONTACT TAPE INSULATION FNpkq �OEt1P�� (� S 6C: Align and level girts on endwall. 6D: If the walls are to be insulated, place a continuous run of contact tape along the gable angle and base member. Starting at the corner of the endwall, attach the first piece of insulation to the contact tape on the gable angle. Pull tight and adhere to tape at the base. Cut off excess Insulation. It is recommended that insulation not be installed more than 6 feet ahead of panels. NOTE: At the base cut off the insulation a minimum of 1/2 inch above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. 6E: Start at the corner, trim panel (if required) and set in place. Refer to corner details in the erection drawings for the panel starting distance from the corner, When the panel is located and plumb, install fasteners. 6F: Install remaining endwall insulation and panels, being careful to maintain the correct panel coverage as suggested in step 5D. 6G: Install corner trim. r DATE DESCRIPTION GABLE ANGLE rUKLIN CONTACT TAPE SAVE STRUT ENDWALL GIRT WOOD BLOCKIN l BASE ANGLE/TRI CONTACT TAPE INSULATION FNpkq �OEt1P�� (� S 6C: Align and level girts on endwall. 6D: If the walls are to be insulated, place a continuous run of contact tape along the gable angle and base member. Starting at the corner of the endwall, attach the first piece of insulation to the contact tape on the gable angle. Pull tight and adhere to tape at the base. Cut off excess Insulation. It is recommended that insulation not be installed more than 6 feet ahead of panels. NOTE: At the base cut off the insulation a minimum of 1/2 inch above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. 6E: Start at the corner, trim panel (if required) and set in place. Refer to corner details in the erection drawings for the panel starting distance from the corner, When the panel is located and plumb, install fasteners. 6F: Install remaining endwall insulation and panels, being careful to maintain the correct panel coverage as suggested in step 5D. 6G: Install corner trim. DATE DESCRIPTION 10/26/15 FOR ERECTOR INSTALLATION 10/26/15 FOR ERECTOR INSTALLATION GABLE ANGLE rUKLIN CONTACT TAPE SAVE STRUT ENDWALL GIRT WOOD BLOCKIN l BASE ANGLE/TRI CONTACT TAPE INSULATION FNpkq �OEt1P�� (� S 6C: Align and level girts on endwall. 6D: If the walls are to be insulated, place a continuous run of contact tape along the gable angle and base member. Starting at the corner of the endwall, attach the first piece of insulation to the contact tape on the gable angle. Pull tight and adhere to tape at the base. Cut off excess Insulation. It is recommended that insulation not be installed more than 6 feet ahead of panels. NOTE: At the base cut off the insulation a minimum of 1/2 inch above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. 6E: Start at the corner, trim panel (if required) and set in place. Refer to corner details in the erection drawings for the panel starting distance from the corner, When the panel is located and plumb, install fasteners. 6F: Install remaining endwall insulation and panels, being careful to maintain the correct panel coverage as suggested in step 5D. 6G: Install corner trim. ISSUE 0 1 BY CK'PNR DSS PNR PNR MGS PNR EH MGS metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: Joe Jauregui CUSTOMER: , JOHN HELTBRAKE OWNER: Joe Jouregui MUMMY 15, 2016 LOCATION: 4577 .Bell Road, Chico, Ca. 95973 pr � Cry„ CAD DATE 10/26/15 SCALE N.T.S. PHASE 1 BUILDING ID A JOB NUMBER 15—B-14196 SHEET NUMBER DET21 ISSUE I � 'op v STEP 7: INSTALL ROOF PANELS 7A: Install eave trim over top of sidewall panels and eave struts with fasteners per erection drawings eave detail. 7B: If the roof is insulated, place a continuous run of contact tape along top of eave struts at both sidewolls. Loy a starter 'roll, of blanket insulation from eave NEVER STEP ON LIGHT TRANSMITTING PANELS, TRANSLUCENT PANELS, OR to eave across roof and secure to contact tape. (refer to packing list for UNATTENDED ROOF PANELS. width of insulation starter roll). It is recommended that insulation be installed no more than 6 feet .ahead of panels. NOTE:' For PBR roofs with a ridge panel, it is recommended that both sides of the ridge of a building be sheeted simultaneously. This will keep the insulation covered for the maximum amount of time and the panel ribs can be kept in proper alignment for the ridge panel. This is critical on the "PBR" panels so that the ridge caps can be properly installed. Check for proper as coverage the sheeting progresses. Note panel—sheeting sequence below 9 Panels May Collapse If Not Properly Secured! INSULATION Roof panels must be completely attached to the purlins and to panels on either side before they can be a safe walking surface. Light transmitting panels or translucent panels can never be considered as a walking surface. Partially attached or unattached panels should never be walked on! Do Not: t t 4 1. Step on rib at edge of panel. 2. Step near crease in rib at edge of panel. INSULATION 3. Step within 5 feet of edge on unsecured panel. ENDWALL SIDEWALL PANELS A single roof panel must never be used as a work platform. An OSHA PANELS approved runway should be used for work platforms! (Consult OSHA 7C: Install thefirst r f f I th b i iIdf t Safety and Health Regulations for the Construction Industry). Safety First! RAKE STEP 8: INSTALL TRIM AND ACCESSORIES OPENING - EAVE GUTTER 8A: Install rake trim and gable closure. 8B: If included with the building, install the eave gutter, corner closures and downspouts. LyQTE:Remove all loose fasteners, blind rivets, drill shavings, etc... from gutter to guard against corrosion. 8C: Install accessories (doors, windows, louvers, etc..:) not previously installed. Refer to the appropriate details for installation instructions. IMPORTANT: Remove debris from roof and wall surfaces during installation and after. Clean surface of sheeting as required to remove smudges and touch—up any minor/mild scratches with color match touch—up poen s _ un o roof panes across a ung rom eave o eave, or eave to ridge. To allow proper installation of rake trim, the starting location for the first panel must be as shown in rake details included with the erection drawings. When the first run is propperly located and aligned with the correct endlops and eave overhang, fasten to purlins. Roof panels should be installed so that -the sidelop is in a direction away from the prevailing wind. Refer to appropriate lap detail. , 7D: Install remaining roof insulation and panels. To avoid accumulative error due to gpanel coverage gain or loss, properly align each panel before it is fastened. ccosional checks should be made o ensure that correct panelcoverage is maintained: Special attention should be given to fastener, mastic and closure requirements. Refer to details with .erection drawings. 7E: At finishing end of roof, the last panels may require field modification for installation of rake trim. Refer to rake details. DO NOT BACK LAP THROUGH - FASTENED ROOF SHEETS. NOTE: Roof panel types and installation requirements will vary. Refer to the appropriate details for the specific panel used. IMPORTANT: Loose fasteners, blind rivets, drill shaving, ETC.. must be removed from roof to guard against corrosion. NOTE It is the responsibility of the erector to provide temprary erection bracing until theo structure is completed. This bracing is to remain in place until all roof and wall panels are installed. WOOD BLOCKING FOR GIRT ALIGNMENT , INSULATION ' a SIDEWALL PANELS _ END ALL PANELS - • ISSUE DATE DESCRIPTION 0 10/26/15 FOR ERECTOR INSTALLATION 1 10/26/15 FOR ERECTOR INSTALLATION BY I CK'D I DSN PNR PNR MGS metallic building company PNR EH MGS 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: Joe Jauregui CUSTOMER: JOHN HELTBRAKE OWNER: Joe Jouregui LOCATION: 4577 Bell Road, Chico, Co. 95973 CAD DATE DATE SCALE SCALE N.T.S. PHASE 1 BUILDING ID A JOB NUMBER 15-B-14196 SHEET NUMBER DET22 ISSUE 1 s~' C 64613 4)) pr 15,, 2 201 E)fP.8f01 6� f J f - STATE OF CALIFORNIA INDOOR LIGHTING T -M CEC-NRCC-LTI-01-E (Revised 08115) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E Indoor Lighting (Page 1 of 6) Project Name: sE_ /�u� A Qv' Date Prepared: V r=4a. — /J t� A. General Information For detailed instructions on the use of this and all Energy Efficiency Standards compliance documents, refer to the Nonresidential Manual published by the California Energy Commission. YES NO - Climate Zone: Conditioned Floor Area NRCC-LTI-01-E Certificate of Compliance. All Pages required on plans for all submittals. 0 Q Unconditioned Floor Area : 5000 Lighting Controls, Certificate of Compliance, and PAF Calculation. All Pages required on plans for all submittals. (15- Q NRCC-LTI-03-E Building Type: JZ Nonresidential ❑ High -Rise Residential ❑ Hotel/Motel Schools ❑ Relocatable Public Schools ❑ Conditioned Spaces ;K Unconditioned Spaces Phase of Construction: F New Construction ❑ Addition E] Alteration Method of Compliance: ❑ Complete Building ❑ Area Category ❑ Tailored Project Address: B. Lighting Compliance Documents (select yes for each document included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance documents, refer to the Nonresidential Manual published by the California Energy Commission. YES NO FORM TITLE AQ NRCC-LTI-01-E Certificate of Compliance. All Pages required on plans for all submittals. 0 Q NRCC-LTI-02-E Lighting Controls, Certificate of Compliance, and PAF Calculation. All Pages required on plans for all submittals. (15- Q NRCC-LTI-03-E Indoor Lighting Power Allowance Q Q NRCC-LTI-04-E Tailored Method Worksheets Q O NRCC-LTI-05-E Line Voltage Track Lighting Worksheets CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance PERMIT # 8W, — OS" BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE—===S-!/ ��---BY--�' August 2015 STATE OF CALIFORNIA INDOOR LIGHTING CEC-NRCC-LTI-01-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION " CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E Indoor Lighting (Page 2 of 6) Project Name: Jose iLl Date Prepared:y/ C. Summary of Allowed Lighting Power Conditioned and Unconditioned space Lighting must not be combined for compliance Indoor Lighting Power for Conditioned Spaces Indoor Lighting Power for Unconditioned Spaces Form/Title Watts 0 Watts ❑ Field Inspector Installed Lighting Installed Lighting NRCI-LTI-02-E - Must be submitted for a lighting control system, or for an Energy Management Control System (EMCS), El Field Inspector �0�8 1. NRCC-LTI-01-E, page 4 + 0 NRCC-LTI-01-E, page 4 + 2' PORTABLE ONLY FOR OFFICES + 0 0 NRCI-LTI-04-E - Must be submitted for two interlocked systems serving an auditorium, a convention center, a NRCC-LTI-01-E, page 3 conference room, a multipurpose room, or a theater to be recognized for compliance. 3' Minus Lighting Control Credits 0 NRCI-LTI-05-E - Must be submitted for a Power Adjustment Factor (PAF) to be recognized for compliance. Minus Lighting Control Credits 0 0 NRCI-LTI-06-E - Must be submitted for additional wattage installed in a video conferencing studio to be recognized for NRCC-LTI-02-E, page 2 NRCC-LTI-02-E, page 2 4 Adjusted Installed Lighting Power _ 0 Adjusted Installed Lighting Power _ 0 (row 1 plus row 2 minus row 3) 1 1 (row 1 minus row 3) 5. Complies ONLY if Installed <_ Allowed Complies ONLY if Installed <_ Allowed 6. Allowed Lighting Power Allowed Lighting Power 1 �3� Conditioned NRCC-LTI-03-E, page 1 Unconditioned NRCC-LTI-03-E, page 1 D. Declaration of Required Installation Certificates Declare by selecting yes for all Installation Certificates that will be submitted. (Retain copies and verify forms are completed and signed.) YES NO Form/Title 0 NRCI-LTI-01-E - Must be submitted for all buildings ❑ Field Inspector 0 NRCI-LTI-02-E - Must be submitted for a lighting control system, or for an Energy Management Control System (EMCS), El Field Inspector to be recognized for compliance. 0 0 NRCI-LTI-03-E - Must be submitted for a line -voltage track lighting integral current limiter, or for a supplementary El Field Inspector overcurrent protection panel used to energize only line -voltage track lighting, to be recognized for compliance. 0 0 NRCI-LTI-04-E - Must be submitted for two interlocked systems serving an auditorium, a convention center, a ❑Field Inspector conference room, a multipurpose room, or a theater to be recognized for compliance. 0 0 NRCI-LTI-05-E - Must be submitted for a Power Adjustment Factor (PAF) to be recognized for compliance. ❑ Field Inspector 0 0 NRCI-LTI-06-E - Must be submitted for additional wattage installed in a video conferencing studio to be recognized for ❑ Field Inspector compliance. CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 c C 00 c N 0 n � 0 Q Zrbn M O m Z m 3 v � V7 Ln n n m m � c ro C ro Z T n m z 0' _ Z C) O O o Z 0 0 N 3 C D P1 O' m 3 rb 4 a 0 a C n 0 0 4 o' M Ix 4 0 to 3' n �o 0_ r- m 0 rp 0 0_ 0 0 o` Ln rl S rp Q G rD 0 3 �c 0 0 d m m v d M U V - z � n � n Ln o 6 m 9 Z>1 z Om �Oo n O -n �r^^o m Y/ z C =D m Z n 00 m z m M G) 0 O cn co 0 z 0 A H Name or Item Tag O O rr -n — W = N - W (1 r c fD 3 rc w ' 3 G1 a o3i m V1 n 3 rrD 3 3 3 -0 c n m °' -- 3 T v FE 0 3' n. a N c C rD N M m r) (D o fu '+ n CL o m � m r v z V1 T A j1 Watts per O Luminaire Z z Un M Z D m C) F1 ❑ ❑ ❑ ❑ 11 El ❑ ❑ CEC Default = p from NA8 MF -< M n D 3 �' _ N ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ According to a rD r D > §130.0(c) �, a � H � m 0 Number N i D r a 1 Luminaires Ln Total Installed o 0 o o o 0 0 o Watts in this rn area (C3 xC S ) Z m n n `�° s 3 roD 3 `° 6 ' 17,0 E - T 3 c lu fi fD 0CU v r01 �. N 0 N '0 6J rD M -• N �. N N F 3 rD ? O 000000000 CL w m 000000000 o n � 0 Q Zrbn M O m Z m 3 v � V7 Ln n n m m � c ro C ro Z T n m z 0' _ Z C) O O o Z 0 0 N 3 C D P1 O' m 3 rb 4 a 0 a C n 0 0 4 o' M Ix 4 0 to 3' n �o 0_ r- m 0 rp 0 0_ 0 0 o` Ln rl S rp Q G rD 0 3 �c 0 0 d m m v d M U V - z � n � n Ln o 6 m 9 Z>1 z Om �Oo n O -n �r^^o m Y/ z C =D m Z n 00 m z m M G) 0 O cn co 0 z STATE OF CALIFORNIA INDOOR LIGHTING CEC-NRCC-LTI-01-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E Indoor Lighting (Page 6 of 6) Project Name: Date Prepared: DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: / c% S G Jiis! Documentation Author Signature: Company: Signature Date: Address: CEA Certification Identification (if applicable): City/State/Zip: Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance_ documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. 1 will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: �B G J Responsible Designer Signature: t Company: Date Signed: i4C Address: License: City/State/Zip: Phone: CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA - INDOOR LIGHTING POWER ALLOWANCE CEC-NRCC-LTI-03-E (Revised 08/15) CERTIFICATE OF COMPLIANCE Certificate of Compliance - Indoor Lighting Power Allowance Project Name: • �.� C F t d u �Pr. /.0 . � .�r_ /dui i_.�. Date COMMISSION NRCC-LTI-03-E (Page 1 of 4) A separate page must be filled out for Conditioned and Unconditioned Spaces. This page is only for: cr }I ❑ CONDITIONED spaces K UNCONDITIONED spaces W co ..IwnZ MS I A. SUMMARY TOTALS OF LIGHTING POWER ALLOWANCES a u- J - If using Complete Building Method for compliance, use only the total in column (a) as total allowed building watts. w W - If using Area Category Method, Tailored Method, or a combination of Area Category and Tailored Method for compliance, use only the total in column(� ®otal allowed building watts z W 1 (a) ) 1. Complete Building Method Allowed Watts. Documented in section B of NRCC-LTI-03-E (below on this page) 3pp� U 2. Area Category Method Allowed Watts. Documented in section C-1 of NRCC-LTI-03-E (below on this page) WATTS PER (ft) ( m 3. Tailored Method Allowed Watts. Documented in section A of NRCC-LTI-04-E F= � w TOTAL ALLOWED BUILDING WATTS. Enter number into correct cell on NRCC-LTI-01, Page 2, Row 1 3� V o ❑ Check here if building contains both conditioned and unconditioned areas. SD D B. COMPLETE BUILDING METHOD LIGHTING POWER ALLOWANCE 1 2 0 3 0 4 TYPE OF BUILDING (From §140.6 Table 140.6-B) WATTS PER (ft) X COMPLETE BLDG. AREA _ ALLOWED WATTS Ar 4 v /" �% �o SD D VA000 Total Area: Total Watts. Enter Total Watts into section A, row 1 (Above on this page) p'D C -1 AREA CATEGORY METHOD TOTAL LIGHTING POWER ALLOWANCES (D plus E) Watts Total from section C-2 0 Total from section C-3 0 Total Watts. Enter Total Watts into section A, row 2 (Above on this page) 0 CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 ,A STATE OF CALIFORNIA INDOOR LIGHTING POWER ALLOWANCE N CEC-NRCC-LTI-03-E (Revised 08115) CALIFORNIA ENERGY COMMISSION Q CERTIFICATE OF COMPLIANCE NRCC-LTI-03-E Certificate of Compliance - Indoor Lighting Power Allowance (Page 4 of 4) Project Name: Date Prepared: DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Company: - Signature Date: 1z/ Address: CEA Certification Identification (if applicable): City/State/Zip: Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. 1 will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name:��/ ✓O Responsible Designer Signature: Company: Date Signed: Address: License: City/State/Zip: Phone: CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 .. J OUTDOOR LIGHTING CEC-NRCC-LTO-01-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTO-01-E Outdoor Lighting (Page 1 of 4) Project Name: JO S / K Rte' "fir' Date Prepared: J� I A. General Information Watts Project Address: Sum Total ALLOWED Outdoor Lighting Wattage from NRCC-LTO-03-E, page 1 Total Illuminated Hardscape Area Phase of Construction: JK New Construction ❑ Addition ❑ Alteration Outdoor Lighting Zone (OLZ) ❑ OLZ-1 ❑ OLZ-2 R OLZ-3 ❑ OLZ-4 I have confirmed with the AHJ which OLZ applies to this site. For default lighting zone designations, see Title 24 Part 6, §10-114 B. LIGHTING COMPLIANCE DOCUMENTS (check box for each document included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance documents, refer to the Nonresidential Manual published by the California Energy Commission. 2F NRCC-LTO-01-E Certificate of Compliance ❑ NRCC-LTO-02-E Outdoor Lighting Controls Certificate of Compliance M& NRCC-LTO-03-E Outdoor Lighting Power Allowance Certificate of Compliance C. Summary of Allowed Outdoor Lighting Power Watts 1. Sum Total ALLOWED Outdoor Lighting Wattage from NRCC-LTO-03-E, page 1 ❑ NRCI-LTO-02-E -Must be submitted for alighting control system, or for an ❑ Field Inspector Complies ONLY if Installed <_ Allowed 2. Sum Total INSTALLED Outdoor lighting Wattage from NRCC-LTO-01-E, page 3 222 D. Declaration of Required Installation Certificates Declare by checking all Installation Certificates that will be submitted. (Retain copies and verify forms are completed and signed.) )S-. NRCI-LTO-01-E - Must be submitted for all buildings ❑ Field Inspector ❑ NRCI-LTO-02-E -Must be submitted for alighting control system, or for an ❑ Field Inspector Energy Management Control System (EMCS), to be recognized for compliance. E. Declaration of Required Certificates of Acceptance Declare by checking all of the Certificates of Acceptance that will be submitted. (Retain copies and verify forms are completed and signed.) ❑ NRCA-LTO-02-A - Must be submitted for outdoor lighting controls. ❑ Field Inspector CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance PERMIT # BzLe BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE BY-doD- rit C—ly/� August 2015 STATE OF CALIFORNIA OUTDOOR LIGHTING CEC-NRCC-LTO-01-E (Revised 08115) CALIFORNIA ENERGY COMMISSION'S CERTIFICATE OF COMPLIANCE NRCC-LTO-01-E Outdoor Lighting (Page 3 of 4) Project Name: O u Date Prepared: I. Outdoor Lighting Schedule and Field Inspection Energy Checklist Luminaire Schedule Installed Watts Location Cutoff Field Inspector A 6 C D E F G H I Name or Item Tag Complete Luminaire Description a, Q .� 0 c �i J How wattage was determined N o v a`, .� -0 CLU E Z' v a, Y � iv Y x H V Primary Function area in which these luminaires are installed ro Cr l7 m _ w co v Z E U .° o t 1 o `p o Q� '75 3 ❑ 23- (v 2�2 l3....�..✓ O 0 ❑ ❑ 0 O 0 ❑ ❑ 0 O 0 ❑ ❑ 0 0 0 ❑ ❑ 0 0 0 ❑ ❑ 0 0 0 ❑ ❑ 0 0 0 ❑ ❑ 0 O 0 }� ❑ ❑ 0 0 0 ❑ ❑ 0 0 O ❑ ❑ 0 O O ❑ ❑ 0 O O ❑ ❑ 0 O 0 ❑ ❑ 0 O O ❑ ❑ 0 0 0 ❑ ❑ 0 0 0 ❑ ❑ 0 O 0 ❑ ❑ 0 0 0 ❑ ❑ 0 0 0 INSTALLED WATTS PAGE TOTAL: - ZOO- Enter sum total of all pages or if only one page is used, enter PAGE total here (Sum Total INSTALLED Outdoor lighting wattage) CJuilding Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA OUTDOOR LIGHTING 'EC-NRCC-LTO-01-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTO-01-E Outdoor Lighting Al(Page 4 of 4) Project Name: �05 -e \ 4 a QCs t/ � — /� /, q Ae L.,> Date Prepared: DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: / V �Y/le Documentation Author Signature: Company: Signature Date: 9 Address: CEA Certification Identification (if applicable): City/State/Zip: Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. 1 will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: Responsible Designer Signature: D Company: Date Signed: l0 Address: License: City/State/Zip: Phone: a CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance IN August 2015 OUTDOOR LIGHTING POWER ALLOWANCES CEC-NRCC-LTO-03-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTO-03-E Outdoor Lighting Power Allowances (Page 1 of 4) Project Name: • Date Prepay d: A. OUTDOOR LIGHTING POWER ALLOWANCE SUMMARY 1. General Hardscape Lighting Power Allowance (Site Total from Section B of NRCC-LTO-03-E) 1. 0 2. Additional Specific "use it or lose it" Lighting Power Allowances listed in each of these cells shall be identical to total allowed watts determined in Section C-1 to C-4 of NRCC-LTO-03-E. PER APPLICATION PER UNIT LENGTH PER HARDSCAPE AREA PER SPECIFIC AREA from Section C-1 (SALES FRONTAGE) (ORNAMENTAL LIGHTING) from Section C-4. from Section C-2 from Section C-3 0 + 0 + 0 �.'l-- = 2. �ZZ 3. Sum Total ALLOWED Outdoor Lighting Wattage (add rows 1 and 2) 3.�y B. GENERAL HARDSCAPE LIGHTING POWER ALLOWANCE FROM TABLE 140.7-A Area Wattage Allowance (AWA) Linear Wattage Allowance (LWA) Initial Wattage Allowance(IWA) Total General Hardscape Lighting Allowance A B C D E F G H I Illuminated AWA Per Name of area Hardscape Area Square Foot Perimeter Length of LPA per LWA AWA (B x C) General Hardscape Linear Foot (E x F) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PERNOT # 0 0 BU 0 00 0 0 0Y 0 0 0 IWA (Watts) D + G + H 0 0 0 0 0 0 0 0 0 E 0 0 0 0 0 TOTAL 0 CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA OUTDOOR LIGHTING POWER ALLOWANCES 5_1 CEC-NRCC-LTO-03-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTO-03-E Outdoor Lighting Power Allowances (Page 3 of 4) Project Name: ®�'vt � � � Date Prepare�� )l� C-3. WATTAGE ALLOWANCE PER SQUARE FOOT OF HARDSCAPE AREA (Ornamental Lighting) — Table 140.7-113 - Allowance for the total site illuminated hardscape area. Luminaires qualifying for this allowance shall be rated for 100 watts or less as determined in accordance with Section 130.0(c), and shall be post -top luminaires, lanterns, pendant luminaires, or chandeliers. - If more than one luminaire type is used per location, use multiple rows for that location A B I C D E F G H I J E ALLOTTED WATTS DESIGN WATTS H Name of area for which ornamental allowance is claimed Wattage Allotted Square feet of Allowance per Watts Hardscape square foot (B x C) Luminaire Code or Luminaire Watts per Design Watts Symbol Luminaire Description Quantity luminaire (G x H) Allowed Watts (smaller of D or 1) DESIGN WATTS 0 0 Wattage Allotted Illuminated Area Allowance per Watts of Application square foot (B x C) Luminaire Code or Luminaire Watts per Design Watts Symbol Luminaire Description Quantity luminaire (G x H) 0 0 9 49.435-- 1680 IVV14537 Z�sZ 0 0 0 0 0 0 0 Sum total allowance for ornamental lighting on the site:. 0 C-4. WATTAGE ALLOWANCE PER SQUARE FOOT OF SPECIFIC AREA - Table 140.7-13 - Allowances for Building Facades; Outdoor Sales Lots; Vehicle Service Station Hardscape; Vehicle Service Station Canopies; Sales Canopies; Non -sales Canopies; Guard Stations; Student Pick-up/Drop-off zone: Outdoor Dining; Special Security Lighting for Retail Parking and Pedestrian Hardscape. If more than one luminaire type is used per location, use multiple rows for that location A B C D E F G H I J ALLOTTED WATTS DESIGN WATTS Name of Location for which allowance is claimed Wattage Allotted Illuminated Area Allowance per Watts of Application square foot (B x C) Luminaire Code or Luminaire Watts per Design Watts Symbol Luminaire Description Quantity luminaire (G x H) Allowed Watts (smaller of D or 1) 9 49.435-- 1680 IVV14537 Z�sZ 222 0 0 0 0 0 0 Sum total allowance for specific area on the site: y CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 *+ . STATE OF CALIFORNIA OUTDOOR LIGHTING POWER ALLOWANCES RN .� CEC-NRCC-LTO-03-E Revised 08/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTO-03-E Outdoor Lighting Power Allowances (Page 4 of 4) Project Name_ke Date Prepared: DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: D Company: Signature Date: Y Address: CEA Certification Id ntification (if applicable): City/State/Zip: Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance ` (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. 1 will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: Responsible Designer Signature: Company: Date Signed: Address: License: City/State/Zip: Phone: CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 - r f •"sem • `Residential Mandatory California Green Building Code Measures Based on the 2013 California Green Building Standards Code Checklist • - 'Effective July 1, 2015 F, 05::�- 4> VERIFICATIONS LEVELS ENFORCING AGENCY TO SPECIFY APPLICANT TO SELECT ELECTIVE MEASURES VERIFICATION METHOD Prerequisites and electives' Enforcin Installer or Third FEATURE OR MEASURE g Agency Designer party ❑ ❑ ❑ . Mandatory Tier 1 Tier 2 All All All PLANNING AND DESIGN. � si&De'veloprnent 4.106.2 A plan is developed and.implemented to manage storm water drainage during construction. 4.106.3 Construction plans shall indicate how site grading or a drainage system will manage all surface ❑x v water flows to keep water from enteringbuildings. 4.106.4 Provide capability for electric vehicle charging in one- and two-family dwellings and in townhouses N/� ® ❑ ❑ with attached private garages; and 3 percent of total parking spaces, as specified, for multifamil dwellings. ENERGY'EFFICIENCY A General 4.201.1 Building meets or exceeds the requirements ofthe ❑ y� ❑ California Building Energy EfciencySlandardS3. J"L "WATE.R .EFFICIENCY fAND CONSERVATION Indoor Water Use 4.303.1 Plumbing fixtures (water closets and urinals) and ❑ ❑ ❑ fittings (faucets and showerheads) installed in residential buildings shall comply with the prescriptive requirements N/� of Sections 4.303.1.1 through 4.303:1.4.4. 4.303.2 Plumbing fixtures and fittings required in Section ❑ ❑ ❑ 4.303.1 shall be installed in accordance with the California Plumbing Code: and shall meet the '—/Aapplicable referenced standards. !Outdoor Water Ilse 4.304.1 Automatic irrigation systems controllers installed at the time of final inspection shall be weather u/� ❑ ❑ ❑ or soil moisture -based. Enhanced Durability and Red4ced.Rlaintenance'' 4.406.1 Annular spaces around pipes; electric cables, ❑x ❑I ❑ conduits or other openings in plates at exterior walls shall be protected against the passage of rodents by closing such openings with cement mortar, concrete masonry or similar method acceptable to the enforcing agency. Construction Waste Reduction; Disposal ;and Recycling 4.408.1 Recycle and/or salvage for reuse a minimum of Ox ❑ El 50 percent ofthe nonhazardous construction and demolition waste in accordance with one ofthe following: I. Comply with a more stringent local construction and demolition wasle management ordinance; or 2. A construction waste management plan, per ' C� 0 Section 4.408.2; or 3. A waste management company, per Section 4.408.3: or�� j I3ftiMIlTi# (Ips. �L�RNfENjT E-iVQF1fS 4.Tllc waste stream reduction alternative, per Section 1rC ° h�..�j� ED Fr' XR 4A08.4. * _ / P - NQ = Building Maintenance and Operation' ape - F, 05::�- 4> ❑ 0 ❑ ❑ ❑ ❑ ❑ ❑ ❑ 4.504.3 Carpet and carpet systems shall be compliant 4.410.1 An operation and maintenance manual shall 4.507.1 Reserved. be provided to the building occupant or owner. ❑ ❑ ENVIRONMENTAL QUALITY .:.Fireplaces ❑X ' 4.503.1 Any installed gas fireplace shall be adirect-vent N/a x sealed -combustion type. Any installed woodstove or MIA pellet stove shall comply with US LPA Phase I I emission M flooring shall comply with specified VOC criteria. limits where applicable. Woodstoves, pellet stoves and ANSUACCA 2 Manual J-2004 or equivalent. fireplaces shall also comply with applicable local Pohlutani Control 2. Sire duct systems according to ANSUACCA 1 4.504.1 Duct openings and other related airdistribution �� X component openings shall be covered during and hardwood plywood used in interiorfinish systems 4.504.2.1 Adhesives, sealants and caulks shall be ❑ compliant with VOC and other toxic compound X shall comply with low formaldehyde emission standards. 4.504.2.2 Paints, stains and other coatings shall 3. Select heating and cooling equipment according to be compliant with VOC limits. x 4.504.2.3 Aerosol paints and coatings shall be compliant 4.505.2 Vapor retarder and capillary break is installed at with product weighted MIR limits for ROC and other 0 toxic compounds. ❑ ❑ 4.504.2.4 Documentation shall be provided to verify Qualifications that comnlianl VOC limit finish materials have heen ❑ 0 ❑ ❑ ❑ ❑ ❑ ❑ ❑ 4.504.3 Carpet and carpet systems shall be compliant ® 4.507.1 Reserved. ❑ ❑ ❑ with VOC limits. 4.507.2. is selected using the following methods: ❑X ❑ 4.504.4 80 percent of floor area receiving resilient x 1. Establish heat loss and heat gain values according to MIA flooring shall comply with specified VOC criteria. ANSUACCA 2 Manual J-2004 or equivalent. 4.504.5 Particleboard, medium density fiberboard (MDF) 2. Sire duct systems according to ANSUACCA 1 and hardwood plywood used in interiorfinish systems Manual D-2009 or equivalent. ❑ ❑ shall comply with low formaldehyde emission standards. 3. Select heating and cooling equipment according to Interior Moisture Control 4.505.2 Vapor retarder and capillary break is installed at N ❑ ❑ ❑ slab -on -grade foundations. Qualifications 702.1 HVAC system installers are trained and certified in 4.505.3 Moisture content of building materials used in ® ❑ the proper installation of I-IVAC systems. ❑ ❑ ❑ wall and floor framing is checked before enclosure. 702.2 Special inspectors employed by the enforcing ' Indoor Air.Quality and Exhaust 'Environmental Comfort 4.507.1 Reserved. 4.507.2. is selected using the following methods: ❑X ❑ ❑ ❑ 1. Establish heat loss and heat gain values according to MIA ANSUACCA 2 Manual J-2004 or equivalent. 2. Sire duct systems according to ANSUACCA 1 Manual D-2009 or equivalent. 3. Select heating and cooling equipment according to ANSUACCA 3 Manual 5-2004 orequivalent. ;,Installer and Special Inspector Qualifications Qualifications 702.1 HVAC system installers are trained and certified in ❑ ❑ ❑ the proper installation of I-IVAC systems. /Se 702.2 Special inspectors employed by the enforcing agency must be qualified and able to demonstrate ❑x ❑ ❑ ❑ competence in the discipline they are inspecting. 4 Verifications 703.1 Verification of compliance with this code may include construction documents, plans, specifications builder or installer certification, inspection reports, or ❑ ❑ other methods acceptable to the enforcing agency which show substantial conformance. � Y DETAILED OUTPUT FROM QUICK ANCHOR v3.3.0 DATE: 07/13/2016 Project: Jaregui Post Base Prepared by: Aloysius Gunnewegh Company: Integrated Design Engineering Phone: 559-433-9785 1 Email: lgunaway@comcast.net PROJECT INFORMATION Anchor arrangement ------------------------------------------------ Type of arrangement = Grid Number of anchors = 4 Number of rows = 2 with spacing = 4 in. Number of columns = 2 with spacing = 4 in. Cright = 25 in., cleft = 25 in., stop = 24.75 in., cbottom = 25.25 in. Concrete depth, ha = 21 in. O?iOFESS Base plate properties 10, , ------------------------------------------------ Length of plate in X -direction = 6 in. s s O� W Q NO,� G� z Length of plate in Y -direction = 9.5 in. s D(I;`��= m Plates's right edge distance = 24 in. rm Plates's left edge distance = 24 in. qTF CIVIL Plates's top edge distance = 22.25 in. OPCAL11:0 Plates's bottom edge distance = 22.25 in. s: Loading point (Profile) eccentricities from the center of the anchors ------------------------------------------------ . Eccentricity in X -direction = 0.0 in. Eccentricity in Y -direction= 0.0 in. Anchor properties ------------------------------------------------ Anchor used: J or L Hook of ASTM A 307 Grade A steel [Anchor material is ductile] f„ta = 60000 psi Anchor diameter, da = 0.75 in. Anchor effective c/s area, Ase = 0.334 in .2 Bearing length of anchor hook, eh = 1 in . / 31da Anchor embedment depth, hef = 17 in. 3ON`dlidIN00 3000 S301A83S 1N3Wd9iA90�Now g$ . lmlod S. K. Ghosh Associates Inc. 1334 East Colfax Street, Palatine,IL'60067 Pagel of 11 DETAILED OUTPUT FROM QUICK ANCHOR v3.3.0 DATE: 07/13/2016 Project: Jaregui Post Base Prepared by: Aloysius Gunnewegh Company: Integrated Design Engineering Phone: 559-433-9785 Email: lgunaway@comcast.net Concrete properties fc:' = 2500 psi Eye = 0.002 in./in. Ecu = 0.003 in./in. Concrete weight: Normal Wt ....... [X. = 11 Concrete is cracked under service load. Supplementary reinforcement for tension: Not provided Supplementary reinforcement for shear: No reinforcement or smaller than, No.4 bar is provided. Strength reduction factor,. for steel failure in tension = 0.75, for steel failure in shear = 0.65 for concrete breakout or side -face blowout in tension = 0.7 � for anchor pullout in tension = 0.7 for concrete breakout in shear = 0.7 � for anchor pryout in shear= 0.7 Applied loads ------------------------------------------------ Tension: Nu = 9.8 kips; seismic percentage = 0% Moment about x-axis: Mux = 0 kips -in.; seismic percentage = 0% Moment about,y-axis: Muy = 0 kips -in.; seismic percentage = 0% Shear in x -direction: Vux = 6 kips; seismic percentage 0% Shear in y -direction: Vuy = 0.2,kips; seismic percentage = 0% Moment about z-axis (pure torsion): Muz = 0 kips -in.; seismic percentage = 0% Miscellaneous information ------------------------------------------------ Seismic Design Category is C or higher S. K. Ghosh Associates Inc. 334 EastColfax Street, Palatine,"I1 60067 Page 2 of 11 DETAILED OUTPUT FROM QUICK ANCHOR v3.3.0 DATE: 07/13/2016 Code used: ACI 318-11 Load combination to compute required strength: ACI 318 Section 9.2 Maximum load from attachment: tension = 0 kips; x -shear = 0 kips; y -shear = 0 kips. Structural overstrength factor = 2.5 Anchor Forces (kips) Anchor Tension Shear x Shear y 1 3.07 1.59 -0.04 2 3.07 1.59 0.14 3 1.84 1.41 -0.04 4 1.84 .1.41 0.14 Resulting.tension force 9.82 kips acting at (0.00,-0.50) in. from the centroid of the tension anchors. Seismic ratio of resulting tension = 0.00 Seismic.ratio of resulting shear x 0.00 Seismic ratio of resulting shear y = 0.00_ 1. STEEL STRENGTH OF ANCHOR IN TENSION,�Nsa Design strength of a single anchor: �Nsa = Ase feta = 0.75x0.334x60000 lbs = 15.03 Kips Based on the most heavily loaded anchor: 1. Anchor No. 1 carries 3.07 kips which is equal to 31.25o.of the total tension load. Design strength of the whole group = 15.03/0.31 = 48.09 kips I S. K. Ghosh Associates Inc. 1 334 East Colfax Street_ Palatine_ "60067 I PaaP A of 11 DETAILED OUTPUT FROM QUICK ANCHOR v3.3.0 DATE: 07/13/2016 2. CONCRETE BREAKOUT STRENGTH IN TENSION,�Ncbg Considering active anchors in tension: Cright = '25 in.; cleft = 25 in.; ctop = 24.75 in.; cbottom = 25.25 in. ; hef = 17 in. Three (or all) edge distances are less than 1.5hef . Therefore, hef is reduced to 16.83 in. ......[D.5.2.3] ANco = 9hef 2 = 2550.25 in. 2 and ANc = 2916.00 in.2...... [Fig RD.5.2.1] Nb = kc X. (fc ')0'S (hef )i.s lbs...... [D.5.2.21 = 24xlx25000.5 x16.8315 lbs = 82.88 Kips Eccentricity factor, Tec,N••••••[D.5.2.4] For eccentricity in x -direction, =eo,Nx = 1 /(1 + 2e'N,x / 3hef) = 1.00 For eccentricity in y -direction, `I'ec,Ny = 1 /(l + 2e'N,y / 3hef) = 0.98 i� Tec, N = Tec, Nx Tec, Ny = 0 . 9 8 Edge effect factor, Ted,N......[D.5.2.5] c.,min = 24.75 in. led,N = 0.7 + 0.3 (ca,min / 1 . 5hef ) = 0.99 Factor for uncracked concrete,` Fc,N...... [D.5.2.6] Because concrete is cracked under service load, Tc,N = 1.00 Design strength of the anchor group: �) Ncbg = 0 (ANc / ANco ) Tec, N Ted, N T., N i��I cp, N Nb 0.7x(2916.00/2550.25)x0.98x0.99xl.00xl.00x82.88 64.66 Kips ACI 318-11 Section D.5.2.9 allows substituting the concrete breakout strength as calculated above by the design strength of anchor reinforcement where the anchor reinforcement is developed in accordance with Chapter 12 on both sides of the breakout surface. S. K. Ghosh Associates Inc. 1 334 East Colfax Street, Palatine,'IL- 60067 Page 4 of 11 DETAILED OUTPUT FROM QUICK ANCHOR v3.3.0 DATE: 07/13/2016 A strength reduction factor of 0.75 shall be used in the design of the anchor reinforcement. 3. STRENGTH IN CONCRETE SIDE FACE BLOWOUT FOR HEADED ANCHOR IN TENSION, Osbg Concrete side -face blowout does not apply for anchors without heads 4. PULLOUT STRENGTH OF ANCHOR IN TENSION, �Npn eh < 3da. Pullout strength not calculated. 5. CONCRETE BREAKOUT STRENGTH IN SHEAR,�V�bg Shear in X -Direction ------------------------------------------------ Ucbj — a1 (AVc Avco ) Tec, V Ted, V Tc, V Th, V Ub Governing failure mode corresponds to the positive X -direction. Breakout takes place from the lst line of anchors from the governing edge with 2 active anchors carrying 100.00.0 of the total shear. (Since anchor spacing is less than primary edge distance, the entire• shear load is applied to the front anchors as.shown in ACI 318-11's Fig. RD. 6.2 . 1 (b) -Case 3) Anchors carrying shear in positive X -direction: Anchor Shear x 1 1.59 2 1.59 3 1.41 3' 4' 4 1.41 S. K. Ghosh Associates Inc. 334 Ea ' , IL 60067 Page 5 of 11 DETAILED OUTPUT FROM QUICK ANCHOR v3.3.0 - DATE: 07/13/2016 Shear perpendicular'to the edge: Governing edge distance in the direction of shear, Cal = 25 in. ctop = 24.75 in.; cbottom = 25.25 in.; ha = 21 in. Both orthogonal edge distances and concrete thickness are less than 1.5Ca1 => cal is reduced to 16.83 in. ......[D.6.2.4] Projected breakout area: width = 54 in.; height = 21 in. Avco = 4.5 (cal ) 2 = 1275.13 in. 2 and Avc = 1134.00 in. 2 ...... (Fig RD.6.2. 1 (a) and (b) ] le = Min. of hef and 8da = 6 in. Vb is the smaller of = [7 (le /da )0.2 da 0.5 ] %a f 0.5 Cal 1.5 = 31.73 kips, and 9 X. f'c 0.5 Cal 1.5 = 31.08 kips Governing Vb = 31.08 kips Eccentricity factor, Tec,v...... [D.6.2.5] Tec,v = 1 /(l + 2e'v / 3ca1) = 1.00 Edge effect factor, `Fed,v ...... [D.6.2.6] Yed,v = 1.0 'for Caz >= 1.5Ca1 TYed,v = 0.7 + 0. 3 [Ca2 /1 . 5ca1 ] for Caz < 1 . 5Ca1 Caz = 24.75 in. ..... %d,v = 0.99 Factor for untracked concrete, Tllc,v...... [D.6.2.7] For cracked concrete at service load, with no or less than No.4 bar supplementary reinforcement,`I'c,v = 1.0 Factor for small concrete depth, Th,v ...... [D.6.2.81 Th,v = 1, for ha >= 1.5Ca1 Th,v = (1.5Ca1 /ha )0'5 , for ha < 1.5Ca1 ha = 21in. ...... Th,v = 1.10 o Veb9 = (1/1.00)xO.7x(1134/1275.1)xl.00xO.99xl.Oxl.lOx31.08 = 20.99 kips S. K. Ghosh Associates Inc. 1 334 East Colfax Street, Palatine, 'IL 60067 Page 6 of 11 DETAILED OUTPUT FROM QUICK ANCHOR v3.3.0 DATE: 07/13/2016 Project: Jaregui Post Base Prepared by: Aloysius Gunnewegh Company: Integrated Design Engineering Phone: 559-433-9785 1 Email: lgunaway@comcast.net Shear parallel to the edge: Governing edge distance parallel to the shear, Cal = 24.75 in. Cright = 25 in.; Cleft = 29 in.; ha = 21 in. Projected breakout area: width = 54 in.; height = 21 -in. Avco = 4.5 (Cal ) 2 = 1682.00 inz and Avc = 1134.00 in. 2 ...... [Fig RD.6.2.1 (a) and (b) ] le = Min. of hef and 8da = 6 in. Vb is the smaller of = [7 (le /da ) 0.2 da 0.5 ] �a f'c 0.5 cal 1.5 = 39.06 kips, and 9 Iva f'c 0.5 Cal 1.5 = 38.25 kips Governing Vb = 38.25 kips Edge effect factor, Ted,V = 1.0 for shear parallel to the edge [D.6.2.1] Factor for uncracked concrete, `F'c,v = 1.0 Factor for small concrete depth, T,,v _ (1.5ca1 /ha )0.5 = 1.18 ¢2Vcbg =(1/1.00)x0.7x2x(1134/1682.0)xl.Oxl.18x38.25 = 42.43 kips Governing shear strength in X -direction, � Vcbg = 20.99 kips Shear in Y -Direction ------------------------------------------------ 0 Vcbg = 0 (AVc / Avco ) `lfec, V Ted, v Tc, V Th, v Vb Governing failure mode corresponds to the positive Y -direction. Breakout takes place from the lst line of anchors from the governing edge with 2 active anchors carrying 100.00 a of the total shear. (Since anchor spacing is less than primary edge distance, the entire shear load is applied to the front anchors as shown in ACI 318-11's Fig. RD. 6.2.1 (b) -Case 3) S. K. Ghosh Associates Inc. 1 334 East Colfax Street, Palatine, IL 60067 Page 7 of 11 DETAILED OUTPUT FROM QUICK ANCHOR v3.3.0 Project: Jaregui Post Base Prepared by: Aloysius'Gunnewegh - Company: Integrated Design Engineering Phone: 559-433-9785 Email: lgunaway@comcast.net Anchors carrying shear in positive Y -direction: Anchor Shear y 1 0.05 2 0.05 3 0.05 4 0.05 '3 '4 it i2 DATE: 07/13/2016 ,Shear perpendicular to the edge: Governing edge distance in the direction of shear, Cal = 24.75 in. Cright = 25 in.; Cleft =25 in.; h,,=21 in. Both orthogonal edge distances and concrete thickness are less than 1.5ca1 => Cal 'is reduced to 16.67 in. ......[D.6.2.4] Projected.breakout area: width = 54 in.; height = 21 in. Av.. = 4'.5 (cal ) 2 = 1250.00 in. 2 and Av, = 1134.00 in. z ...... [Fig RD.6.2.1(a) and (b)] le = Min. of hef and 8da ' = 6 in. Vb is the smaller of = [7 (le /da ) 0.2 da 0.5 ] Xa f �� 0.5 cal 1.5 ='31.26 kips, ' and 9. Xa f vc 0.5 Cal 1.5 = 30.62 kips Governing Vb = 30.62 kips Eccentricity factor, Tec,v...... [D.6.2.5] Tec,v = 1 / (1 + 2e'v / 3Ca1) = 1 .00 Edge effect factor, `I'ed,v ... [D.6.2.6] •ed,v = 1.0 for Ca2 >= 1.5Cal Ted,v = 0.7 + 0.3 [Ca2 /1 .5Ca1 ] for Ca2 < 1 .5ca1 S. K. Ghosh Associates Inc. 1334 East Colfax Street. Palatine.'IL 60067 Pave 8 of 11 DETAILED OUTPUT FROM QUICK ANCHOR v3.3.0 DATE: 07/13/2016 Project: Jaregui Post Base Prepared by: Aloysius Gunnewegh Company: Integrated Design Engineering ' Phone: 559-433-9785 Email: lgunaway@comcast.net Caz = 25 in". Td,v = 1.00 Factor for uncracked concrete, T,:,v......[D.6.2.7] For cracked concrete at service load, with no or less than No.4 bar supplementary reinforcement, Tr,v = 1.0 Factor for small concrete depth,' I'h,v...... [D.6.2.8] Th,v = 1, for ha >= 1.5ca1 ' Th,v = (1.5cal A. )o.s for ha < .1.5ca1 ha = 21 in. `Yh,v = 1.09 + Vcbg = (1/1.00)xO.7x(1134/12.50.0)xl.00xl.00xl.Oxl.09x30.62 = 21.22 kips Shear parallel to the edge: Governing edge distance parallel to the -shear, Cal = 25 in. ct.p = 24.75 in.; Cbottom = 29.25 in.; ha = 21 in. Projected breakout area: width = 54 in.; height = 21 in.. Avco = 4.5 (cal ) z = 1711.13 in. 2 and Avc = 1134.00 in. 2 ...... [Fig RD.6.2.1 W and (b)] le = Min. of hef and .8da = 6 in. Vb is the smaller of = [7 (le /da )o.z da o.s ] ka f,c o.s cal i.s = 39.56 kips; and 9 Xa f'c o.s Cal i.s = 38.75 kips Governing Vb =. 38.75 kips Edge effect factor,TPed,v = 1.0 for shear parallel to the edge [D. 6.2.1] Factor for untracked concrete, Tc,v = 1.0 Factor for small concrete depth, Th,v = (1 . 5cal /ha ) °.S = 1.18 S. K. Ghosh Associates Inc. 1 334 East Colfax Street, Palatine, IL 60067 Page 9 of 11 DETAILED OUTPUT FROM QUICK ANCHOR v3.3.0 . DATE: 07/13/2016 �2V,bg =(1/1.00)x0.7x2x(1134/1711.1)xl.Oxl.18x38.75 ='42.43 kips Governing shear strength in Y -direction, � Vcbg = 21.22 kips 6. STEEL STRENGTH OF ANCHOR IN SHEAR, �Vea Design strength of a single anchor: OVsa = 0 0.6 Ase f„ta = 0.65x0. 6x0.334x60000 lbs = 7.82 Kips In X -direction, governing concrete breakout involves 4 anchors. Based on the most heavily loaded anchor: Anchor No. 2 carries 26.56% of the total shear in positive X -direction. Design strength of the whole group in X -direction = 7.82/0.27 = 29.42 kips In Y -direction, governing concrete breakout involves 4 anchors. Based on the most heavily loaded anchor: Anchor No. 4 carries 25.00% of the total shear in positive Y -direction. Design strength of the whole group in Y -direction = 7.82/0.25 31.26 kips 7. CONCRETE PRYOUT STRENGTH OF ANCHOR IN SHEAR,(V-pg V.pg = � k.p N.pg hef >= 2 . 5 in . ...... k,p = 2 . 0 Ncpg = Ncbg where Ncbg is determined for anchors carrying shear in the direction of the applied shear force (see Anchor Forces table) assuming e'N = e'V S. K. Ghosh Associates Inc. 1334 East Colfax Street, Palatine, IL 60067 Page 10 of 11 6 DETAILED OUTPUT FROM QUICK ANCHOR v3.3.0 DATE: 07/13/2016 Project: Jaregui Post Base Prepared by: Aloysius Gunnewegh Company: Integrated Design Engineering Phone: 559-433-9785 1 Email: lgunaway@comcast.net Shear in X -Direction ------------------------------------------------ Ncbg = (AN. / ANCO ) Tec, N Ted, N Tc, N Tcp, N Nb (2917.60/2550.25)x1.00x0.99xl.00xi.00x82.88 93.79 Kips Ncpg = Ncbg = 93.79 Kips �Vcpg = 0.7x2x93.79 = 131.30 Kips Shear in Y -Direction --------------------------------L----------------- Ncbg — (ANc / ANco ) Tec,N Ted,N Tc,N 7cp,N Nb (2712.20/2550.25)x1.00x1.00x1.00xl.00x82.88 87.88 Kips Ncpg = Ncbg = 87.88 Kips Vcpg = 0 .7x2x87 . 88 = 123.03 Kips SUMMARY OF STRENGTH CALCULATIONS OF THE ANCHOR GROUP Tension: Could not be determined. Not all failure modes could be evaluated THE OVERALL OCCURRING LOADS ARE WITHIN THE ALLOWABLE CAPACITIES OF THE BOLTS S. K. Ghosh Associates Inc. 1334 East Colfax Street, Palatine, IL 60067 Page 11 of 11 CALCULATIONS PACKAGE BUILDER: JOHN HELTBRAKE CUSTOMER: Joe Jauregui JOB NUMBER: 15-B-14196 TABLE OF CONTENTS Original Design Completed thru Change Order # 0 Revision History BUTTE COUNTY APR 2.2 2016 DEVELOPMENT SERVICES 9)6' 0&314 Update Date Rev # Reactions Reason for Revision Pages Revised Revised Eng. Project Engineer: Gowri Shankar (Fairview) Checking Engineer: N S Shanker Sastry - Signing Engineer: Bejun Anklesaria, P.E. PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE ' ®ATE-:�� Page Design Criteria 1-2 Building Sketch 3 Design summary 4-1.1 Design loads and reactions 12-21 Seismic design 21-23 Original Design Completed thru Change Order # 0 Revision History BUTTE COUNTY APR 2.2 2016 DEVELOPMENT SERVICES 9)6' 0&314 Update Date Rev # Reactions Reason for Revision Pages Revised Revised Eng. Project Engineer: Gowri Shankar (Fairview) Checking Engineer: N S Shanker Sastry - Signing Engineer: Bejun Anklesaria, P.E. PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE ' ®ATE-:�� BUILDING COMPANY ACCREDITED An NCI Company AC472 October 23, 2015 JOHN HELTBRAKE 5008 STATE HIGHWAY 140 PO #119 MARIPOSA, CALIFORNIA 95338 15-B-14196 Joe Jauregui 4577 Bell Road, Chico, CA 50'-0" x 100'-0" x 16'-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 Metallic Building Systems. The attached design criteria information is to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Metallic Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Metallic Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Metallic Building Systems Materials for Metal Buildings An NCI Company Bejun Anklesaria, P.E. Engineer IV 15-B-14196 Page 1 of 2 1 10/23/15 q 1 V t area. w VM BUILDING COMPANY ACCREDITED An NCI Company AC472 Building Code CBC 13' Risk Category ........................ II - Normal Roof Dead Load Superimposed ..................... 2.000 psf Collateral......... .............. 0.500 psf Roof Live Load .........:.............. 12/20.00 psf Snow Ground Snow Load (Pg)........... 0.00 psf Snow Load Importance Factor (Isj 1.00 Flat Roof Snow Load (Pf)...:.... 0.00 psf Snow Exposure Factor,(Ce)....... 1.00 -Thermal Factor (Ct)............. 1.00 Wind Ultimate Wind Speed ................ 110 mph Nominal Wind Speed (Vasd)........... 85.21 mph (IBC Section 1609.3.Y1) Wind Exposure Category ..........0 Internal Pressure Coef (GCpi) 0.18/-0:18 r Loads for components not provided by building manufacturer Corner Areas •24.455 psf pressure -32.545 psf/suction Other Areas 24.455 psf pressure 726.493 psf suction These values are the maximum values required based on a 10 sq ft Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category......... D Soil Site Class ................. D Stiff Soil Ss .............................. 0.6182 g Sds ..... 0.5379 g S1 .............................. 0.2772 g Shc ..... 0.3409 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) 3.0000 2.0000 2.0000 Seismic Response Coefficient (Cs) 0.166 0.166 0.166 Design Base Shear in kips (V) Transverse 4.52 Longitudinal 4.54 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 15-B-14196 Page 2 of 2 2 10/23/15 O O O O O O ® O 15-B-14196 Framing Layout 10/23/15 3 10/23/15 Y. Y l, 15-B-14196 .FRAMING SUMMARY: Roof 10/23/15 4:12am 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 5 ----- ----- 1.33 4.75 --- 5 3 ZB 0.00 0.00 N N 5 1.33 4.75 5 PURLIN LOCATION: ---------------- Surface Purlin Surf . Id Id Offset Space ------ ------ ------ ----- 2 1 4.75 4.75 2 9.50 4.75 3 14.25' 4.75 4 19.00 4.75 5 23.75 4.75 25.09 1.33 3 1 1.33 1.33 2 6.08' 4.75 3 10.83 4.75 4 15.59 4.75 5 20.34 4.75 25.09 4.75 PURLIN & EAVE STRUT SIZE: ------------------------- Surface Bay-Purlin Lap- IS_Flg Eave Id Id Part Left Right Strap Strut ------- ----------- ------ ------ 2 1' 8X25Z16 ------ 1.33 0 -------- 8ESIL14 2 8X25Z16 1.33 '1.33 0 8ES1L14 3 8X25216 .1.33 1.33 0 8ES1L14 4 8X25Z16 1.33 1.33 0 8ES11,14 5 8X25216 .1.33 0 8ES11,14 3 1 8X25Z16 1.33 0 8ES11,14 2 8X25Z16 1.33 1.33 0 8ES1L14 3 8X25Z16 1.33 1.33 0 8ES1L14 4 8X25Z16 1.33 .1.33 0 8ES1L14 5 8X25216 1.33 0 8ES11,14 ' ROOF BRACING: ------------- Bay Attach Locate Id Start End Type Part Dia --- ------ ------ ------------- 4 0.00 14.20 Cable WC4 ----- 0.250 14.20 25.00 Cable WC4 0.250 25.00 35.80 Cable WC4 0.250 35.80 50.00 Cable WC4 r 0.250 - BOLT AT EAVE STRUT: Wall Frame Line Lap -------Bolt-Size ------ 4 10/23/15 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 RF N 2 A325 0.500 0 2 5 RF N 2 ,A325 0.500 0 2 6 EW - 2 A325 0.500 0 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 RF N 2 A325 0.500 0 4 5 RF N 2 A325 0.500 0 4 6 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 @001 1 5 2 RF Clip w/gusset @004 1 5 2 R_EW Clip w/gusset @001 1 5 3 L_EW Clip w/gusset @001 1 1 3 RF Clip w/gusset @004 1 1 3 R EW Clip w/gusset @001 1 1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-14196 FRAMING SUMMARY: Left Endwall 10/23/15 4:12am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- RAFTER: Rafter Surf Id Id Part Length 1 2 W8X10 25.09 2 3 W8X10 25.0r9 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 6.00 0.500 A325 0.625 3.50 2 4.00 2 4.00 COLUMN: Column Grid ------------Bolt---------- Base Base _C1ip Bolts ---Top_Bolts--- Id Offset Line Part Length No. Type Dia No. Type Dia ------ 1 ------ 0.67 ---- E -------- 1OF25C13 ------ 14.70 --- ----- ----- 0 --- 4 ----- A325 ----- 0.500 2 25.00 C 1OF25C12 16.72 0 4 A325 0.500 3 49.33 A l0F25C14 14.70 0 4 A325 0.500 BASE PLATE: Column -------Plate------ ------------Bolt---------- Base Id Type Width Length Thick Type Dia Gage Row Elev ------ 1 ---- EB ----- 7.00 ------ 10.00 ----- 0.250 ----- GR36 ----- 0.625 ----- 3.00 ---- 1 ----- 0.00 2 EB 7.00 10.00 0.250 'GR36 0.625 3.00 1 0.00 3 EB 7.00 10.00 0.250 .GR36 0.625 3.00 1 0.00 5 10/23/15 I II GIRT LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot --- 1 ------ 7.50 ---- ZF -------- 8X25Z12 ----- 0.00 ----- 25.00 ---- Col ----- Col ----- 0.00 ----- 0.00 --- D 12.75 ZF 8X25Z13 0.00 25.00 Col Col 0.00 0.00 D --- 2 ------ 7.50 ---- ZF -------- 8X25Z12 ----- 0.00 ----- 25.00 ---- Col ----- Col ----- 0.00 ----- 0.00 --- D 12.75 ZF 8X25Z13 0.00 25.00 Col Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 1 0.00 16.72 Cable WC4 0.250 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-14196 FRAMING SUMMARY: Right"Endwall 10/23/15 4:12am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- RAFTER: Rafter Surf Id Id Part Length 1 2 8F35C13 25.09 2 3 8F35C13 25.09 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: Column Grid Base_Clip_Bolts---Top_Bolts--- Id Offset Line Part Length No. Type Dia No. Type Dia ------ ------ ------------ ------ --- ----- ----- --- ----- ----- 1 0.67 A 8F25C16 14.70 0. 4 A325 0.500 2 15.00 B 8F25C13 15.89 0 4 A325 0.500 3 35.00 D 8F25C13 15.89 0 4 A325 0.500 4 49.33 E 8F25C12 14.70 .0 4 A325 0.500 BASE PLATE: Column-------Plate-----------------Bolt---------- Base Id Type Width Length Thick Type. Dia Gage Row Elev" ------ ---- ----- ------ ----- ----- ----- ----- ---- ----- 1 EB 7.00. 8.00 0.250 GR36 0.625 3.00 1 0.00 2 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0.00 3 EB 7.00 8.00 0.250 GR36 •0.625 3.00 1 0.00 4 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0.00 6 10/23/15 OPENING LAYOUT: --------------- Open -----Bay----- ------- Opening_Size------ Id Id Offset Width Height Sill Note ---- ---- ------- ------- ------- ------- ------------- 1 1 4.50 5.83 7.04 4.00 Field located 2 2 4.00 12.00 14.00 0.00 OPENING JAMB/HEADER/SILL: Open Bay Id Id Member Offset Locate Part Length ---- --- ------ ------ ------ -------- ------- 1 1 Jamb -L 4.50 0.00 8F25C16 7.50 Jamb -R 10.33 0.00 8F25C16 7.50 Header 11.04 4.50. 8F25C16 5.83 Sill 4.00 4.50 8F25C16 5.83 2 2 Jamb -L 4.00 0.00 8F25C16 17.58 Jamb -R 16.00 0.00 8F25C16 17.58 Header 14.00 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 15.00 Col Col 0.00 0.00 D 12.75 ZF 8X25Z16 0.00 15.00 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 12.75 ZF 8X25Z16 0.00 4.00 Col Jamb 0.00 0.00 D 12.75 ZF 8X25Z16 16.00 20.00 Jamb Col 0.00 0.00 D --- ------ ------------ ----- ----- ---- ---- ----- ----- --- 3 7.50 ZF 8X25Z16 0.00 15.00 Col Col 0.00 0.00 D 12.75 ZF 8X25Z16 0.00 15.00 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 ----- ------ ---------------------- ----- 3 0.00 15.89 Cable WC4 0.250 ------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-14196 FRAMING SUMMARY: Front Sidewall 10/23/15 4:12am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- OPENING LAYOUT: Open -----Bay----- ------- Opening_Size------ Id Id Offset Width Height 'Sill ---- 1 ---- 2 ------- 4.00 ------- 12.00 ------- 14.00 ------- 0.00 2 3 4.00 12.00 14.00 0.00 3 4 10.00 5.83 7.04 4.00 4 5 4.00 5.83 7.04 4.00 Note ------------- Field located Field located 7 10/23/15 OPENING JAMB/HEADER/SILL: ------------------------- Open Bay Id Id Member Offset Locate Part Length 1 2 Jamb -L 4.00 0.00 8F25C16 16.00 Jamb -R 16.00 0.00 8F25C16 16.00 Header 14.00 4.00 8F25C16 12.00 2 3 Jamb -L 4.00 0.00 8F25C16 16.00 Jamb -R 16.00 0.00 8F25C16 16.00 Header 14.00 4.00 8F25C16 12.00 3 4 Jamb -L 10.00 0.00 8F25C16' 7.50 Jamb -R 15.83 0.00 8F25C16 7.50 Header 11.04 10.00 8F25C16 5.83 Sill 4.00 10.00 8F25C16 5.83 4 5 Jamb -L 4.00 0.00 8F25C16 7.50 Jamb -R 9.83 0.00 8F25C16 7.50 Header 11.04 9.00 8F25C16 5.83 Sill 4.00 4.00 8F25C16 5.83 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 11.42 ZB 8X25Z16 0.00 20.00 Col Col 0.00 1.33 D --- ----- ------------ ----- ----- ---- ----- ----- ----- --- 2 7.50 ZB 8X25Z16 0.00 9.00 Col Jamb 1.33 0.00 D 7.50 ZB 8X25Z16 16.00 20.00 Jamb Col 0.00 1.33 D 11.42 ZB 8X25Z16 0.00 4.00 Col Jamb 1.33 0.00 D 11.192 ZB 8X25Z16 16.00 20.00 Jamb Col 0.00 1.33 D 3 7.50 ZB 8X25Z16 0.00 4.00 Col Jamb 1.33 0.00 D 7.50 ZB 8X25Z16 16.00 20.00 Jamb Col 0.00 1.33 D 11.42 ZB 8X25Z16 0.00 4.00 Col Jamb 1.33 0.00 D 11.42 ZB 8X25Z16 16.00 20.00 Jamb Col 0.00 1.33 D 4 7.50 ZB 8X25Z16 0.00 20.00 Col Col 1.33 1.33 D 11.42 ZB 8X25Z16 0.00 20.00 Col Col 1.33 1.33 D 5 7.50 ZB 8X25Z16 0.00 20.00 Col Col 1.33 0.00 D 11.42 ZB 8X25Z16 0.0020.00 Col Col 1.33 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 3 4 5 0 0 0 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia 1 0.00 16.00 Cable WC5 0.313 15-B-19196 FRAMING SUMMARY: Back Sidewall 10/23/15 4:12am OPENING LAYOUT: 8 10/23/15 --------------- Open -----Bay----- ------- Opening_Size------ Id Id Offset Width Height Sill Note ---- ------------------------- ------ ------------- 1 4 4.00 12.00 19.00 0.00 OPENING JAMB/HEADER/SILL: Open Bay Id id Member Offset Locate Part Length 1 4 Jamb -L 4.00 0.00 8F25C16 16.00 Jamb -R 16.00 0.00 8F25C16 16.00 Header 14.00 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 ZB 8X25Z16 0.00 20.00 Col Col 0.00 1.33 D 11.42 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 11.42 ZB 8X25Z16 0.00.20.00 Col Col 1.33 1.33 D --- ----7- ------------ ----- ----- ---- ----- ----- ----- --- 3 7.50 ZB 8X25216 0.00 20.00 Col Col 1.33 1.33 D 11.42 ZB 8X25Z16 0.00 20.00 Col Col 1.33 1.33 D --- ------ ----------- ----- ----- ---- ----- ----- ----- --- 4 7.50 ZB 8X25Z16 0.00 4.00 Col Jamb 1.33 0.00 D 7.50 ZB 8X25Z16 16.00 20.00 Jamb Col 0.00 1.33 D 11.42 ZB 8X25Z16 0.00 4.00 Col Jamb 1.33 0.00 D 11.42 ZB 8X25Z16 16.00 20.00 Jamb Col 0.00 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 5 7.50 ZB 8X25Z16 0.00 20.00 Col Col 1.33 0.00 D 11.42 ZB 8X25Z16 0.00 20.00 Col Col 1.33 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 3 4 5 0 0 0 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 2 0.00 16.00 Cable WC5 10.313 m ------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-19196 FRAMING SUMMARY: Rigid Frame 1 10/23/15 4:12am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LAYOUT: Type RF No. Line 4 Frame Line Id 2 3 4 5 Grid Line Id 2 3 4 5 MEMBER: 9 10/23/15 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 15.35 5.00 9.00 13.00 0.134 0.250 0.250 2 2 2 8.37 5.00 12.00 9.00 0.134 0.250 0.250 2 3 3 15.00 5.00 9.00 9.00 0.134 0.250 0.250 3 4 4 15.00 5.00 9.00 9.00 0.134 0.250 0.250 3 5 5 8.37 5.00 9.00 12.00 0.134 0.250 0.250 4 6 6 15.35 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 0.500 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 -EE 6.00 0.500 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.500 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 0.06 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 5 1 ' LMX14G 3 1 1 L2X2X14G 3 3 1 L2X2X14G 3 5 1 L2X2X14G 4 1 1' L2X2X14G BEARING STIFFENER: ------------------ Locate Width Thick Lt Column 2.50 0.250 Rt Column 2.50. 0.250 C 10 10/23/15 1�-0• L r -e• s-�r r -r M - - - - F"Q 1�-0• L 15-B-19196 Design Loads For Building Components: 10/23/15 4:12am -------------- FRONT SIDEWALL: --------------- BASIC LOADS: ----- Edge_Strip Ratio ----- Basic Wind_ Load_ Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 22.6 1.00 0.60 5.00 1.06 1.23 1.06 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 19.8 -21.6 Girt/Header 24.5 -26.5 Panel 19.8 -21.6 Jamb 34.0 -22.6 Parapet BACK SIDEWALL: --------------- BASIC LOADS: ----- Edge_Strip_Ratio----- Basic Wind_ Load_ Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 22.6 0.43 0.60 5.00 1.06 1.23 1.06 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 19.8 -21.6 Girt/Header 24.5 -26.5 Panel 19.8 -21.6 Jamb 34.0 -22.6 Parapet LEFT ENDWALL: -------------- BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2.0 0.5 19.0 0.0 0.0 22.6 0.43 0.60. 5.00 1.06 1.23 1.06 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic ` 2.00 0.21 0.74 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 19.8 -21.6 Column 19.8 -21.6 Girt/Header 19.8 -21.6 Jamb 24.5 -26.5 Panel 34.0 -22.6 Parapet 12 10/23/15 34.0 -22.6 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind 1 Wind 2 Wind -2- Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.38 -0.57 0.74 -0.22 0.38 -0.57 -0.65 0.00 2 -1.15 -0.67 -0.80 -0.31 -1.15 -0.67 -1.15 0.00 3 -0.67 -1.15 -0.31 -0.80 -0.67 -1.15 -0.67 0.00 4 -0.57 0.38 -0.22 0.74 -0.57 0.38 -0.65 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live-----Add-Snow- Wind 1 Wind 2 Long_Wind Column Wind No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct 29 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 9 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 10 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 12 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 13 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0-.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 17 0.60 0.00 0.00 0.00 0.0-0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 22 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 26 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 27 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 29 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RAFTER DESIGN LOADS: Load --Add Snow- Wind 1 Wind 2 Long Aux Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 18 1 1.00 1.00 1.00 0.00 0..00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 6 0.60 000 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0__00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.0.0_ 0.00 0.00 0.60 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0..00 0.00 0.00 0.00 0.70 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 17 1.00 1.00 0.01 0.00 0.00 0.00 0.0"0 0.00 0.00 0.00 0.00 0.0*0 0.00 1 1.00 13 10/23/15 18 1.00 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 ' AUXILIARY LOADS: No, Aux Aux No. Add Load' Aux Id Name Load Id Coeff 2 1 E1PAT_LL_l 1 1 1.00 2 E1PAT_LL_2 1, 2 1.00 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co D11 D12 Dist 2 1 2 U_LIVE D -0.19 -0.19 0.08 0.00 25.09 2 3 U LIVE D -0.19 -0.19 -0.08 0.00 25.09 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 25.00 1.00 25.09 0.58 WINDRI - 3 2 0.09 0.58 25.09 1.00 WINDL2 R 2 2 25.00 1.00 25.09 0.39 WINDR2 R 3 2 0.09 0.39• 25.09 1.00 WINDL2 C 2 2 25.00 1.00 25.09 0.58 WINDR2 C 3 2 0.09 0.58 25.09 1.00 RIGHT ENDWALL: -------------- BASIC ------------ BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2.0 0.5 20.0 0.0 0.0 22.6 0.43 0.60 5.00 1.06 1.23 1.06 BASIC LOADS AT SAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 2.00 0.21 0.74 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 19.8 -21.6 Column 19.8 -21.6 Girt/Header 19.8 -21.6 Jamb 24.5 -26.5 Panel 34.0 -22.6 Parapet 34.0 -22.6 Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind -1 Wind 2 Wind -2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.38 -0.57 0.74 -0.22. 0.38 -0.57 -0.65 0.00 2 -1.15 -0.67 -0.80 -0.31 -1.15 -0.67 -1.15 0.00 3 -0.67 -1.15 -0.-31 -0.80 -0.67 -1.15 -0.67 0.00 4 -0.57 0.38 -0.22 0.74 -0.57 0.38 -0.65 0.00 COLUMN & BRACING DESIGN LOADS: Load I ---Live-----Add Snow- Wind 1 Wind -2 Long_Wind Column Wind Long Trar. No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis SeiE 29 1 1.00 1.00 1.0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 2 1.00 1.00 0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 4 1.00 1.00 0.00 0.00.1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 14 10/23/15 5 1.00 1.00 0.00 0.00 1.00 0.00 1.0-0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0..00 0.45 0.00 O.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 9 1.00 1:00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 10 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 12 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 13 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.0C 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 O.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:60 0.60 0.00 0.00 O.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 O.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 O.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 O.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 O.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 O.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 O.00 22 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7C 23 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7C 24 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.5� 25 1.05 1.05 0.75 0.00 0.00 0.00( 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.5 26 1.05-1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.51: 27 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.51: 28 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7C 29 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7C RAFTER DESIGN LOADS: Load --Add Snow- Wind 1 Wind 2 Long Aux'Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 16 1 1.00 1.00 1.00 0.00 0.00 0._00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 25.00 1.00 25.09 0.58 WINDRI - 3 2 0.09 0.58 25.09 1.00 WINDL2 R 2 2 25.00 1.00 25.09 0.39 WINDR2 R 3 2 0.09 0.39 25.09 1.00 WINDL2 C 2 2 25.00 1.00 25.09 0.58 WINDR2 C 3 2 0.09 0.58 25.09 1.00 ROOFDES: BASIC LOADS: Dead Coll Live Snow Rain Basic* Wind_ Load_ Ratio Surface Seis % Load Load Load Load Load Wind Deflect Factor Friction Factor Snow 2.0 0.5 20.0 0.0 0.0 22.6 0.43 0.60 0.00 1.000 0.00 15 10/23/15 WIND PRESSURE/SUCTION:' Wind Wind Wind Press Suct Suct Roof 16.0 -24.5 Purlins 0.0 -37.8 Gable Extensions 16.0 -26.7 Panels 13.1 -2.5 -15.6 Long Bracing, Building 17.9 -5.7 Long Bracing, Wall Edge Zone 34.0 -22.6 18.1 Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin-- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 5.00 1.00 1.18 1.00 1.68 4 5.00 0.00 1.00, 1.18 1.00 1.68 5 0.00 5.00 1.00 1.18 -1.00 1.68 7 5.00 5.00 1.00 1.18 1.00 2.53 8 5.00' 5.00 1.00 1.18 1.00 2.53 3 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 5.00 1.00 1.18 1.00 1.68 5 0.00 5.00 1.00 1.18 1.00 1.68 6 5.00 0.00 1.00 1.18 1.00 1.68 9 5.00 5.00 1.00 1.18 1.00 2.53 10 5.00 5.00 1.00 1.18 1.00 2.53 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 3 1 1 0.00 0.00 1.00 1.00 1.00 1.00 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id. Zone Id Width Length Suct 1 2 1 1 0.00_ 0.00 1.00 3 1 1 0.00 0.00 1.00 2 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf --Load- Add Snow- Wind Wind Aux Load Id No. Id Dead Coll Live Snow Drift Slide Frain Press Suct Id Coef 2 9 1 1.00 1.00 X1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.60 0 0.00 3 9 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00, 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 BRACING DESIGN LOADS: --Load---Add-Snow- Wind Wind Seis Aux -Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 14 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.60 0.00 0 0.00 16 10/23/15 4 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.60 0.00. 0 0.00 6 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 11 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 12 1.05 .1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 13 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 14 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 RIGID FRAME # 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 2.0 0.5 12.0 0.0 0.0 22.6 0.43 0 BASIC LOADS AT EAVE: Seismic Weak _Axis L Weak -Axis R --Torsion----EW-Brace- Load Wind• Seis Wind Seis Wind Seis Wind Seis 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf--Wind_1-----Wind-2--- Long -Wind Surface Id Left Right Left Right 1 2 Friction 1 0.25 -0.54 0.67 -0.13 -0.63 -0-.63 0.00 2 -0.87 -0,.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 4 -0.54 0.25 -0.13 0.67 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live-----Add Snow- --wind l - --Wind 2- Long Wind --Seismic- No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran 68 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22 1.00 0..00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 25 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 26 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 27 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 28 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 29 1..-00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17 10/23/15 y 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00-0.00 0.00 0.00 0.00 0.00 0 0. 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0- 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 34 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 35 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0 0. 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 38 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 40 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 41 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45.0.00 0.00 0.00 .0.00 '0.00 0.00 0 0. 42 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0. 43 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 •0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0. 44 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0. 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 46 0.60 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 47 0.60 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0. 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0. 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0. 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0. 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0. 53 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00,,0.00 0.70 0.00 0 0. 54 1.08 1.08 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0- 55 1.08 1.08 0.00 0.00 0.00 ,0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0. 56 1.08 1.08 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0. 57 1.05 1.05 0.75 0.00 0.00 0.00 0-00i 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53. 0.00 0 0. 58 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.0.0. 0 0. 59 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0. 60 1.05.1.05 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0_-00 0.00 0.00 0.00 0.00 0.00 -0.5.3 '0.00 0 0. 61 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0. 62 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0. 63 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0. 64 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Or00 0.53 0.00 0.00 0 0. 65 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0..00 0.70 0.00 0 0. 66 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0. 67 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0. 68 0.52 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0. STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 " WINDLI 2 , 2 25.00 1.00 25.09 0.63 WINDRI 3 2 0.09 0.63 25.09 1.00 WINDL2 2 2 25.00 1.00 25.09 0.37 WINDR2 3 2 0.09 0.37 25.09 1.00 18 10/23/15 15-B-14196 Reactions, Anchor Bolts, & Base Plates:10/23/15 4:12am ------------------------------------------------------------=------------------- -------------------------------------------------------------------------------- ----- ----------Foundation_Loads(k )-------------- ----------------- Frame Col Max_Pos_Val Max _Neg_Val' Anc._Bolt Base_Plate Line . Line Id Horz Vert Id Horz Vert No. Diam Width Len Thick ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 1 E 6 0.0 -2.0 6 0.0 -2.0 2 0.625 7.00 10.00 0.250 1 0.0 2.3 1 C 7 2.6 -3.9 8 -2.4 -3.3 2 0.625 7.00 10.00 0.250 1 0.0 7.0 7 2.6 -3.9 1 A 9 0.0 -1.4 9 •0.0 -1.4 2 0.625 7.00 10.00 0.250 1 0.0 2.3 ` 6 A 10 0.0 -0.8 10 0.0 -0.8 2 0.625 7.00 8.00 0.250 1 0.0 1.4 6 B 6 1.8 -2.6 8 -1.6 -2.6 2 0.625 7.00 8.00 0.250 1 0.0 4.6 6 1.8 -2.6 6 D 9 1.8 -2.8 11 -1.6 -2.8 2 0.625 7.00 8.00 0.250 1 0.0 4.6 9 1.8 -2.8 6 E 7 0.0 -1.8 7 0.0 -1.8. 2 0.625 7.00 8.00 0.250 12 0.0 1.6 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 2* E 1 3.6 7.8 2 -3.2 -5.0 4 0.750 6.00 9.50 0.375 3 -0.5 -6.1 2* A 4 3.2 -5.0 1 -3.6 7.8 4 0.750 6.00 9.50 0.375 1 -3.6 7.8 5 0.5 -6.1 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- --------------------------------------------------------- ------------------- 2* Frame Lines:2 3 4 5 LOAD COMBINATIONS: ------------------ Id Combination ---- ------------------------------ 1 Dead+Collateral+Live 2 0.6Dead+0.6Wind_Leftl 3 0.6Dead+0.6Wind_Longl 4 0.6Dead+0.6Wind_Rightl 5 0.6Dead+0.6Wind Long2 6 0.6Dead+0.6Wind Left2+0.6Wind Suction 7 0.6Dead+0.6Wind Right2+0.6Wind Suction 8 0.6Dead+0.6Wind_Pressure+0.6Wind_Longl 9 0.6Dead+0.6Wind_Suction+0.6Wind_Long2 10 0.6Dead+0.6Wind_Suction+0.6Wind_Longl 11 0.6Dead+0.6Wind_Pressure+0.6Wind_Long2 12 1.05Dead+1.05Collateral+0.75Live+0.53Seismic Left ------------ 15-B-14196 Bracing Reactions Report: 10/23/15 9 12am -------------------------------------------------------------------------------- BUILDING BRACING REACTIONS: --------------------------- ------Reactions(k )------- 19 ' 10/23/15 ---Wall-- Col Report: ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc ---- Line ---- Line ------- Horz Vert Horz Vert Wind Seismic Notes L_EW.1 Vert E C ----- 1.52 ----- 1.04 ----- 0.57 ----- ------------- ----- 0.39 F SW A 1 2 3.98 2.82 2.27 1.61 R EW 6 D E 1.52 1.69 0.57 0.63 B SW E 5 4 3.98 2.82 2.27 1.61 Reaction values shown are unfactored. Maximum load combination factors are: Wind 0.60 Seismic: 0.70 15-B-14196 Additional Reactions Report: Collat 10/23/15 Wind_Leftl 4:12am Wind_Rightl Rigid Frame -------------------------------- Column Reactions(k ) Line Line Vert Vert Frame Col ----Dead--- Collateral ----Live--- Wind_Leftl Vert Wind Rightl Line ----- Line ------ Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2* E ----- 0.6 ----- 1.5 ----- ----- 0.1 0.3 ----- ----- .2.8 6.0 ----- -,6.0 ----- -9.8 ----- -0.6 ----- -6.2 2* A -0.6 1.5 -0.1 0.3 -2.8 6.0 0.6 -6.2 6.0 -9.8 Frame Col Wind_Left2 Wind_Right2 Wind_Longl Wind_Long2 -Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- 2* ------ E ----- -5.6 ----- -5.8 ----- ----- -0.1 -2.1 ----- ----- -1.4 -11.7 ----- -1.7 ----- -10.0 ----- -0.6 ----- -0.3 2* A 0.1 -2.1 5.6 -5.8 1.7 -10.0 1.4 -11.7 -0:5 0.3 Frame Col -Seis_Right -Seis_Long- Line Line Horz Vert Horz Vert 2* E 0.6 0.3 0.0 -2.1 2* A 0.5 -0.3 0.0 -2.1 2* Frame Lines:2 3 4 5 Endwall Column Reactions(k ) ----------------------------- Frame Col Dead Collat Live Wind_Leftl Wind_Rightl Wind_Left2 Line Line Vert Vert Vert Horz Vert Horz Vert Horz Vert ----- 1 ---- E ----- 0.4 , ----- 0.05 ----- 1.9 ----- 1.5 ----- -3.8 ----- 0.0 ----- -0.3 ----- 1.5 ----- -3.8 1 C 1.0 0.2 5.9 0.0 -5.2 1.5 -7.5 0.0 -5.2 1 A 0.4 0.05 1.9 0.0 -1.4 0.0 -2.7 0.0 -1.4 Wind Wind Frame Col Wind_Right2 Press Suct Wind_Longl, Wind_Long2 Line Line Horz Vert Horz Horz Horz Vert Horz Vert 20 10/23/15 ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 E 0.0 -0.3 0."0 0.0 0.0 -2.6 0.2 -1.5 1 C 1.5 -7.5 -4.0 4.4 0.2 -6.5 0.0 -6.2 1 A 0.0 -2.7 0.0 0.0 0.0 -1.3 0.0 -2.8 Frame Col Seismic -Left Seismic -Right -E1PAT_LL_l--E1PAT_LL_2- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 E 0.7 -0.5 0.0 0.6 0.0 2.2 0.0 -0.3 1 C 0.0 0.5 0.7 -0.6 0.0 2.9 0.0 2.9 1 A 0.0 0.0 0.0 0.0 0.0 -0.3 0.0 2.2 ------------------------------------------------------------------------------ Frame Col Dead Collat Live wind_Leftl• Wind Rightl Wind Left2 Line Line Vert Vert Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ---------- ----- ----- ----- ----- ----- 6 A 0.2 0.03 1.1. 0.0 -1.5 0.0 -0.9 0.0 -1.5 6 B 0.5 0.1 3.9 0.0 -5.0 0.0 -3.1 0.0 -5.0 6 D 0.5 0.1 3.9- 1.5 -4.9 0.0 -3.2 1.5 -4.9 6 E 0.2 0.03 1.1 0.0 0.9 1.5 -3.2 0.0 0.9 - Wind Wind Frame Col Wind-Right2 Press Suct Wind_Longl Wind_Long2 Line Line Horz Vert Horz Horz Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 6 A 0.0 -0.9 0.0 0.0 0.0 -1.6 0.0 -0.8 6 B 0.0 -3.1 -2.7 2.9 0.0 -4.9 0.0 -3.2 6 D 0.0 -3.2 -2.7 2.9 0.0 -2.9 0.2 --5.2 6 E 1.5 -3.2 0.0 0.0 0.2 -1.1 0.0 -1.3 Frame Col Seismic Left Seismic Right Line Line Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- 6 A 0.0 0.0 0.0 0.0 6 B 0.0 0.0 0.0 0.0 6 D 0.7 -0.9 0.0 0.8 6 E 0.0 0.9 0.7 -0.8 ---------------------------=-------------------------------------------------- -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-14196 Seismic Design Report: 10/23/15 4:12am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Building Data ------------- Code Length Width Left Eave Height Right Eave Height Seismic Formula --------------- Base Shear, V Vmin Vmax T(Moment_Frame) T(Braced Frame) =IBC 12 = 100.00 50.00 = 16.00 = 16.00 = 0.667*Ie*Fa*Ss*W/R = 0.044*Sds*Ie*W = Shc*Ie*W/(T*R) 0.257 0.160 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions-) 2.1 10/23/15 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 0.807 Zone/Design Category= D Ie = 1.000 S1 = 0.277 Shc = 0.341 Sds = 0.538 Seismic Dead Load, W -------------------- Roof Dead+Collateral= 2.50 (psf ) Frame Dead _ •2.00 (psf ) Roof Total 4.50 (psf ) Weight 22.50 (k ) L_EW Dead = 2.00 (psf ) Weight= 0.85 (k ) F_SW Dead = 2.00 (psf ) Weight= 1.60 (k ) R_EW Dead 2.00 (psf ) Weight= 0.85 (k ) B_SW Dead = 2.00 (psf ) Weight= 1.60 (k ) Total = 27.40 (k ) Seismic Forces Roof Bracing R = 3.25, Rho= 1.30 Cs = 0.1656 W = 24.20 (k ) Force, V = 4.01 (k ) Force, E = 5.21 (k ) Sidewall Bracing Front R = 3.,25, Rho= 1.30, Omega= 2.00 Cs = 0.1656 W = 13.70 (k ) Force, V = 2.27 (k ) Force, Em = 4.54 (k ) Force, E = 2.95 (k ) Back R- = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1656 W = 13.70 (k ) Force, V = 2.27 (k ) Force, Em = 4.54 (k ) Force, E = 2.95 (k ) Endwall Bracing' Left R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1656 W = 3.44 (k ) Force, V = 0.57 (k ) Force, Em = 1.14 (k ) Force, E = 0.74 (k ) Right R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1656 W = 3.44 (k ) Force, V = 0.57 (k ) Force, -Em = 1.14 (k ) Force, E = 0.74 (k ) i 22 10/23/15 Rigid Frames A R = 3.25, Rho= 1.30 Cs = 0.1656 Frame 1 W = 5.11 (k ) Force, V . = 0.85 ( k ) Force, E = 1.10 (k ) End Plates Frame R = 3.25, Omega=` 3.00 Total Base Shear Longitudinal Force, V = 4.54 (k ) Transverse Force, V = 4.52 (k ) 0 n 23 10/23/15 i A n 23 10/23/15 i Structural Analysis - • - • - • • - - • _.._... 9041 N. BACKER AVE FRESNO CA 93720 ' email Igunawav cOcomcast.net TEL 559.433.9785 I FAX 559.570.0111 �, MEMBER " --"'— — INTERNATIONAL --_._..CODE COUNCIL �a „ � ,ro ect, r,= �r;Bufldin De 9 P .x:.... a,w. jauregw es goer t•T a° Release Storage building Butte County Development ServiFe—s Luke Gunnewegh Dates ' 4577 Bell Road 7 County Center Drive Integrated Design Engineering Chico, CA 95926 Oroville, CA 95965 9041 North Backer Avenue in Phone (530) 538-7601 Fax (530) 538-77 Fresno, CA 93720 www.buttecounty.net/ddsF 559.433.9785 23 -Nov -15 �k -. ':�" so- "Y 9P; ,. .:INDEX, �. .ga.,nx ,� 01 Footing A------------------------ ---------------------------------------------------------- --------------------------------------------------------------------------------- 07 Footins B----------------------------------------------------------------------- ----------- --------------------------------------------------------------------------------- 13FootinsAand H--------------------------------------------------------------- ----------- --------------------------------------------------------------------------------- 18FootinsC--- ------------------------------------------------------------------- ----------- --------------------------------------------------------------------------------- 24 Footins D -------------------------------------------------------------------------------------- --------------------------------------------------------------------------------- 30 Footins E ----- ----- -- ------------------------------------------------ ----------- - --------------------------------------------------------------------------------- 36 Footing Design Parameters and Summary BUTTE COUNTY APR 2 2 2016 DEVELOPMENT SERVICES Bib- oq&4 PERMIT # �tl q6UTTE EVIEVIIE® NT®I;<RVICEB COC)E dAMPLIA � F;t,(5__C0 fly Integrated Design Engineering 11-23-2015 Page 1 a 'Compan'y INTEGRATED DESIGN ENGINEERING November 23;.2015 Designer ACG f Job Number FTNG A- FTNG A Checked By: : Sketch 1 ft Xi 77-p Ti s- 12 in t to, -. z F a 00 ` 1 M D C., Footing,Elevation f _ #4@15 in ic- ' aft _ "' } ' '' - • j' x Dir. Steel:.79 inZ (min)(4 #4) z Dir. Steel: .59 int (min)(3 #4) -Bottom Rebar Plan {° ; RISAFoot Version 4.01 [C:\ ... \...\...\...\... \Jauregui Structure.fnd] Page 1 00. 00 ` 1 M D C., Footing,Elevation f _ #4@15 in ic- ' aft _ "' } ' '' - • j' x Dir. Steel:.79 inZ (min)(4 #4) z Dir. Steel: .59 int (min)(3 #4) -Bottom Rebar Plan {° ; RISAFoot Version 4.01 [C:\ ... \...\...\...\... \Jauregui Structure.fnd] Page 1 A Integrated Design Engineering 11-23-2015 Page 2 1 Company INTEGRATED DESIGN ENGINEERING Designer ACG Job Number : FTNG A - FTNG A 0 aft )15 in ►15 in November 23, 2015 Checked By: x Dir. Steel: .59 int (min)(3 #4) 1 1.9 .5 .7 z Dir. Steel: .59 int (min)(3 #4) -3.8 1.5 -2.6 Top Rebar Plan . Geometry, Materials and Criteria Length :3 ft eX :0 in Gross Allow. Bearing :3 ksf (gross) Steel fy :60 ksi Width :3 ft eZ :0 in Concrete Weight :.145 k/ft^3 Minimum Steel :.0018 Thickness :18 in pX :12 in Concrete f'c :2.5 ksi Maximum Steel :.0075 Height :0 in pZ :12 in • Design Code :ACI 318-11 Rot. Angle :0 deg Footing Top Bar Cover :3 in Overturning / Sliding SF :1 Phi for Flexure :0.9 Footing Bottom Bar Cover :3 in Coefficient of Friction :0.35 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 Loads P (k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Overburden (ksf) DL RLL ELX WLX WLZ .4 1 1.9 .5 .7 -3.8 1.5 -2.6 +P +Vx ,_ +Vz f""+Mx +Mz +Over A D D C D C A D r. RISAFoot Version 4.01 [C:\ ... \... \... \... \... \Jauregui Structure.fnd] Page 2 0 QN Integrated Design Engineering 11-23-2015 Page 3 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number: , FTNG A - FTNG A Checked By: Soil Bearing Description Categories and Factors Gross Allow.(ksf) Max Bearing (ksf) Max/Allowable Ratio Service 1 DL+1 LL+1 HL 3 .362 A 121 IBC 16-8 IDL 3 .362 A .121 IBC 16-10 a 1 DL+1 HL+1 RLL 3 .573 A .191 IBC 16-12 (a).. 1 DL+1 HL-.6WLX 3 .915 C .305 IBC 16-12 (a).. 1 DL+1 HL-.6WLZ 3 .535 A .178 IBC 16-12 (b).. 1 DL+1 HL+.7ELX 3 .564 (A) .188 IBC 16-12 (b).. 1 DL+1 HL+.7ELZ 3 .362 A .121 IBC 16-12 (b).. 1 DL+1 HL-.7ELX 3 .486 (C) .162 IBC 16-12 (b).. IDL+IHL-.7ELZ 3 .362 A .121 IBC 16-13 a .. 1DL+1 HL-.45WLX+.75LL+.. 3 .935 C .312 IBC 16-13 a .. 1DL+1 HL-.45WLZ+.75LL+.. 3 .65 A .217 IBC 16-14 (a).. IDL+I HL+.525ELX+.75LL.. 3 .672 A .224 IBC 16-14 (a).. 1DL+1 HL+.525ELZ+.75LL.., 3 .52 (A) .173 IBC 16-14 a .. 1DL+1 HL-.525ELX+.75LL.. 3 .614 C .205 IBC 16-14 (a).. IDL+1 HL-.525ELZ+.75LL.. 3 .52 A .173 IBC 16-15 (a).. .6DL+1 HL-.6WLX 3 .771 C .257 IBC 16-15 (a).. .6DL+1 HL-.6WLZ 3 .39I A .13 IBC 16-15 (c).. .6DL+1 HL+.7ELX 3 .419 (A) .14 IBC 16-15 (c).. .6DL+1 HL+.7ELZ 3 .217 A .072 IBC 16-15 c .. .6DL+1HL-.7ELX 3 .342 C .114 IBC 16-15 c .. .6DL+1HL-.7ELZ 3 .217 A .072 RISAFoot Version 4.01 [C:\ ... \... \... \... \... \Jauregui Structure.fnd] Page 3 Company INTEGRATED DESIGN ENGINEERING Designer ACG Integrated Design Engineering 11-23-2015 Page 4 November 23, 2015 Job Number : FTNG A - FTNG A Checked By: A� B D� C 1DL+1LL+1HL QA: .362 ksf OB: .362 ksf QC: .362 ksf QD: .362 ksf NAZ:-1 in NAX:-1 in A B D C IDL QA: .362 ksf OB: .362 ksf OC: .362 ksf QD: .362 ksf NAZ:-1 in NAX:-1 in A B D C 1DL+lHL+1RLL QA: .573 ksf OB: .573 ksf OC: .573 ksf OD: .573 ksf NAZ:-I in NAX:-1 in A. B D C IDL+1 H L -.6W LX QA: .315 ksf QB: .315 ksf OC: .915 ksf QD: .915 ksf NAZ:-1 in NAX:54.917 in A B D C 1 DL+1 HL-.6WLZ QA: .535 ksf QB: .535 ksf OC: .535 ksf QD: .535 ksf NAZ:-1 in NAX:-1 in AB A B A; B A B AW B el F N� 4;{3iF� ? D C D C D C D C DC 1 DL+1 HL+.7ELX QA: .564 ksf QB: .564 ksf QC: .238 ksf QD: .238 ksf NAZ:-1 in NAX:62.173 in A B D C IDL+1 HL-.45WL.. QA: .65 ksf OB: .65 ksf QC: .65 ksf OD: .65 ksf NAZ:-1 in NAX:-1 in 1 DL+1 HL+.7ELZ QA: .362 ksf QB: .362 ksf QC: .362 ksf QD: .362 ksf NAZ:-1 in NAX:-1 in 1 DL+1 HL+.525E.. QA: .672 ksf OB: .672 ksf OC: .427 ksf OD: .427 ksf NAZ:-1 in NAX:98.735 in 1 DL+1 HL-.7ELX QA: .16 ksf OB: .16 ksf OC: .486 ksf OD: .486 ksf NAZ:-1 in NAX:53.602 in A� B D� C 1 DL+1 HL+.525E.. QA: .52 ksf OB: .52 ksf QC: .52 ksf OD: .52 ksf NAZ:-1 in NAX:-1 in 1 DL+1 HL-.7ELZ QA: .362 ksf QB: .362 ksf OC: .362 ksf QD: .362 ksf NAZ:-1 in NAX:-1 in AW;. B DC IDL+1 HL -.525E.. QA: .369 ksf QB: .369 ksf QC: .614 ksf QD: .614 ksf NAZ:-1 in NAX:90.163 in 1 DL+1 HL-.45WL.. QA: .485 ksf QB: .485 ksf QC: .935 ksf OD: .935 ksf NAZ:-1 in NAX:74.822 in A� B L7 G 1 DL+1 HL -.525E.. QA: .52 ksf QB: .52 ksf QC: .52 ksf QD: .52 ksf NAZ:-1 in NAX:-1 in AB A B A B A B AWC B D C D C DMC C D C D .6DL+1 HL -.6W.. .6DL+1 HL -.6W.. .6DL+1 HL+.7E.. .6DL+1 HL+.7E.. .6DL+1 HL -.7E.. QA: .17 ksf QA: .391 ksf QA: .419 ksf QA: .217 ksf QA: .015 ksf OB: .17 ksf OB: .391 ksf OB: .419 ksf OB: .217 ksf OB: .015 ksf OC: .771 ksf OC: .391 ksf OC: .093 ksf QC: .217 ksf OC: .342 ksf QD: .771 ksf QD: .391 ksf OD: .093 ksf QD: .217 ksf OD: .342 ksf NAZ:-1 in NAZ:-1 in NAZ:-1 in NAZ:-1 in NAZ:-1 in NAX:46.23 in NAX:-1 in NAX:46.218 in NAX:-1 in NAX:37.647 in RISAFoot Version 4.01 [C:\ ... \...\...\...\... \Jauregui Structure.fnd] Page 4 M r Integrated Design Engineering 11-23-2015 Page 5 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG A - FTNG A Checked By: A B D C " .6DL+1 HL -.7E.. >. QA: .217 ksf QB: .217 ksf QC: .217 ksf QD: .217 ksf NAZ:-1 in NAX:-1 in Footing Flexure Design (Bottom Bars) As -min x-dir (Top Flexure): 1.74 inA2 As -min x-dir (T & S): 1.166 W2 As -min z-dir (Top Flexure): 1.74 in^2 As -min z-dir (T & S): 1.166 in^2 As -min x-dir (Bot Flexure): 1.74 in^2 As -min z-dir (Bot Flexure): 1.74 in^2 z -Dir As . z -Dir As x -Dir As x -Dir As Mu-xx Mu-xx Required Provided Mu-zz MU -Z2 Required Provided Descrintion Catennries and Fartnrs HC Max Ik-M lin^21 lin^21 1, U' Max (k-ftl fin^2) lin^21 Strength .2DL+1.6RLL+1.6H.. .01551 .59 .009 .589 .0117 .59 .009 .785 1.4DL .00247 .09 .001 .589 .00186 .09 .001 .785 a.. .2DL+1.6RLL+1.6H.. .01551 .59 .009 .589 .0117 .59 .009 .785 b.. .2DL+1.6RLL+1.6H.. .00714 .27 .004 .589 .0112 .56 .009 .785 b.. .2DL+1.6RLL+1.6H.. .00978 .37 .006 .589 .00738 .37 .006 .785 IBC 16-3 b.. .2DL+1.6RLL+1.6H.. .02388 .9 .014 .589 1 .02382 1.2 .018 1 .785 IBC 16-3 b.. .2DL+1.6RLL+1.6H.. .02124 .8 .012 .589 .01602 .8 .012 .785 IBC 16-4 a.. 1.2DL+1 WLX+.SLL+. 0 0 0 .589 .02291 1.15 .018 .785 IBC 16-4 a.. 1.2DL+1 WLZ+.SLL+.. 0 0 0 .589 0 0 0 .785 IBC 16-4 (a.. 1.2DL-1 WLX+.SLL+.. .02305 .87 .013 .589 .02901 1.46 .022 .785 IBC 16-4 a.. 1.2DL-1 WLZ+.SLL+.. .01776 .67 .01 .589 .01339 .67 .01 .785 IBC 16-6 (b.. .9DL+1 WLX+.9HL 0 0 0 .589 .04486 2.25 .035 .785 IBC 16-6 b.. .9DL+1 WLZ+.9HL 0 0 0 .589 0 0 0 .785 IBC 16-6 b.. .9DL-IWLX+.9HL .01833 .69 .011 .589 .02545 1.28 .02 .785 IBC 16-6 (b.. .9DL-1WLZ+.9HL .01304 .49 .008 .589 .00984 .49 .008 .785 IBC 16-7 b.. .9DL+1 ELX+.9HL .00379 .14 .002 .589 .00828 .42 .006 .785 IBC 16-7 b.. .9DL+1 ELZ+.9HL .00159 .06 0 .589 .0012 .06 0 .785 IBC 16-7 b.. .9DL-1 ELX+.9HL 0 0 0 .589 .00496 .25 .004 .785 IBC 16-7 b.. .9DL-1 ELZ+.9HL .00159 .06 0 .589 .0012 .06 0 .785 IBC 16-12 (.. 1 DL+1 HL+.6WLX 0 0 0 .589 .00768 .39 .006 .785 IBC 16-12 .. 1 DL+1 HL+.6WLZ 0 0 0 .589 0 0 0 .785 IBC 16-13 .. 1 DL+1 HL+.45WLX+.. .00051 .02 0 .589 .00562 .28 .004 .785 IBC 16-13 (.. 1 DL+1 HL+.45WLZ+.. .00289 .11 .002 .589 1 .00218 .11 .002 .785 IBC 16-15 .. .6DL+1 HL+.6WLX 0- 0 1 0 1 .589 .02691 1.35 .021 1 .785 IBC 16-15 (.. .6DL+1 HL+.6WLZ 0 1 0 1 0 1 .589 0 0 0 1 .785 Footina Flexure Desian (TOD Bars Description Categories and Factors Mu-xx (k -ft) z Dir As in 2) Mu-zz (k -ft) x Dir As int) SW+OB 1SW+1OB-(IBC 16-4..,IBC 16-4..) .476 1 .007 1 .476 1 .007 Moment Capacity of Plain Concrete Section Along xx and zz= Ok-ft.Ok-ft Per Chapter 22 of ACI 318. RISAFoot Version 4.01 [C:\ ... \..A ... \...\... \Jauregui Structure.fnd] Page 5 Integrated Design Engineering 11-23-2015 Page 6 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG A - FTNG A Checked By: Overturning Check (Service) nescrintinn Catennries and Factors Mo-xx (k -ft) Ms-xx (k -ft) Mo-zz (k -ft) Ms-zz (k -ft) OSF-xx OSF-zz Service 1 DL+1 LL+1 HL 0 4.886 0 4.886 NA NA IBC 16-8 1 DL 0 4.886 0 4.886 NA NA IBC 16-10 a 1 DL+1 HL+1 RLL 0 7.736 0 7.736 NA NA IBC 16-12 (a).. 1 DL+1 HL-.6WLX 0 8.306 1.35 8.306 NA 6.153 IBC 16-12 (a).. 1 DL+1 HL-.6WLZ 0 7.226 0 7.226 NA NA IBC 16-12 (b).. 1 DL+1 HL+.7ELX 0 5.411 1 .735 5.411 NA 7.362 IBC 16-12 (b).. 1 DL+1 HL+.7ELZ 0 4.886 0 4.886 NA NA IBC 16-12 (b).. 1 DL+1 HL-.7ELX .525 4.886 1.26 4.886 9.307 3.878 IBC 16-12 (b).. 1 DL+1 HL-.7ELZ 0 4.886 0 4.886 NA NA IBC 16-13 a .. 1 DL+1 HL-.45WLX+.. 0 9.589 1.013 9.589 NA 9.47 IBC 16-13 a .. 1 DL+1 HL-.45WLZ+.. 0 8.779 0 8.779 NA NA IBC 16-14 (a).. 1 DL+1 HL+.525ELX+.. 0 7.418 .551 7.418 NA 13.456 IBC 16-14 (a).. 1 DL+1 HL+.525ELZ+.. 0 7.024 0 7.024 NA NA IBC 16-14 (a).. 1 DL+1 HL-.525ELX+.. .394 7.024 .945 7.024 17.838 7.433 IBC 16-14 a .. 1 DL+1 HL-.525ELZ+.. 0 7.024 0, 7.024 NA NA IBC 16-15 a .. .6DL+1HL-.6WLX 0 6.352 1.35 6.352 NA 4.705 IBC 16-15 a .. _ .6DL+1HL-.6WLZ 0 5.272 0 5.272 NA NA IBC 16-15 (c).. .6DL+1 HL+.7ELX 0 3.457 .735 3.457 NA 4.703 IBC 16-15 (c).. .6DL+1HL+.7ELZ 0 2.932 0 2.932 NA NA IBC 16-15 (c).. .6DL+1HL-.7ELX .525 2.932 1.26 2.932 5.584 2.327 IBC 16-15 (c).. .6DL+1HL-.7ELZ 0 2.932 0 2.932 NA NA Mo-xx: Governing Overturning Moment about AD or BC Ms-xx: Governing Stablizing Moment about AD or BC OSF-xx: Ratio of Ms-xx to Mo-xx RISAFoot Version 4.01 [C:\ ... \... \... \... \... \Jauregui Structure.fnd] . Page 6 Integrated Design Engineering 11-23-2015 Page 8 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG B - FTNG B Checked By: A B 101 3 f x Dir. Steel:.79 int (min)(4 #4) z Dir. Steel: .79 int (min)(4 #4) Top Rebar Plan )10 in 130 in Geometrv. Materials and Criteria Length :3 ft eX :0 in Gross Allow. Bearing :3 ksf (gross) Steel fy :60 ksi Width :3 ft eZ :0 in Concrete Weight :.145 k/ft^3 Minimum Steel :.0018 Thickness :20 in pX :12 in Concrete f'c :2.5 ksi Maximum Steel :.0075 Height :0 in pZ :12 in Design Code :ACI 318-11 Rot. Angle :0 deg Footing Top Bar Cover :3 in Overturning / Sliding SF :1 Phi for Flexure :0.9 Footing Bottom Bar Cover :3 in Coefficient of Friction :0.35 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 Loads DL RLL ELX WLX WLZ +P 4—+Vx .—+.Vz iy+Mx +Mz ji_OOverl A D D C D C A D RISAFoot Version 4.01 [C:\ ... \... \... \... \... \Jauregui Structure.fnd] Page 2 Integrated Design Engineering 11-23-2015 Page 9 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG B - FTNG B Checked By: Soil Bearing Description Categories and Factors Gross Allow.(ksf) Max Bearing (ksf) Max/Allowable Ratio Service 1 DL+1 LL+1 HL 3 .453 A .151 IBC 16-8 1 DL 3 .453 A .151 IBC 16-10 a 1 DL+1 HL+1 RLL 3 1.108 A .369 IBC 16-12 (a).. 1DL+1 HL-.6WLX 3 .799 A .266 IBC 16-12 (a).. 1DL+1 HL-.6WLZ 3 .886 A .295 IBC 16-12 (b).. 1 DL+1 HL+.7ELX 3 .681 (A) .227 IBC 16-12 (b).. 1 DL+1 HL+.7ELZ 3 .453 A .151 IBC 16-12 (b).. IDL+IHL-.7ELX 3 .588 (C) .196 IBC 16-12 (b).. IDL+IHL-.7ELZ 3 .453 A .151 IBC 16-13 (a).. 1DL+1 HL-.45WLX+.75LL+.. 3 1.204 A .401 IBC 16-13 (a).. 1DL+1 HL-.45WLZ+.75LL+.. 3 1.269 A .423 IBC 16-14 (a).. IDL+I HL+.525ELX+.75LL.. 3 1.116 A .372 IBC 16-14 (a .. 1DL+1 HL+.525ELZ+.75LL.. 3 .944 (A) .315 IBC 16-14 a .. 1DL+1 HL-.525ELX+.75LL.. 3 1.046 C .349 IBC 16-14 (a).. 1DL+1 HL-.525ELZ+.75LL.. 3 .944 A .315 IBC 16-15 (a).. .6DL+1 HL-.6WLX 3 .618 A .206 IBC 16-15 (a).. .6DL+1 HL-.6WLZ 3 .705 A .235 IBC 16-15 (c).. .6DL+1 HL+.7ELX 3 .5 (A) .167 IBC 16-15 (c).. .6DL+1 HL+.7ELZ 3 .272 A .091 IBC 16-15 (c).. .6DL+1 HL-.7ELX 3 .406 C .135 IBC 16-15 c .. .6DL+1HL-.7ELZ 3 .272 A .091 RISAFoot Version 4.01 [C:\ ... \... \... \... \... \Jauregui Structure.fnd] Page 3 Integrated Design Engineering 11-23-2015 Page 10 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG B - FTNG B Checked By: A B A B A B A B A B D C D C D C D C D C 1 DL+1 LL+1 HL 1 DL 1 DL+1 HL+1 RLL 1 DL+1 HL-.6WLX 1 DL+1 HL-.6WLZ QA: .453 ksf QA: .453 ksf QA: 1.108 ksf QA: .799 ksf QA: .886 ksf QB: .453 ksf QB: .453 ksf OB: 1.108 ksf OB: .799 ksf OB: .886 ksf QC: .453 ksf QC: .453 ksf QC: 1.108 ksf QC: .799 ksf OC: .886 ksf OD: .453 ksf OD: .453 ksf OD: 1.108 ksf OD: .799 ksf OD: .886 ksf NAZ:-1 in NAZ:-1 in NAZ:-1 in NAZ:-1 in NAZ:-1 in NAX:-1 in NAX:-1 in NAX:-1 in NAX:-1 in NAX:-1 in AB A B A B A B A B D C D C D-- C D C D C 1 DL+1 HL+.7ELX QA: .681 ksf QB: .681 ksf QC: .318 ksf QD: .318 ksf NAZ:-1 in NAX:67.537 in 1 DL+1 HL+.7ELZ QA: .453 ksf QB: .453 ksf QC: .453 ksf OD: .453 ksf NAZ:-1 in NAX:-1 in 1 DL+1 HL-.7ELX QA: .225 ksf QB: .225 ksf OC: .588 ksf OD: .588 ksf NAZ:-1 in NAX:5828 in 1 DL+1 HL-.7ELZ QA: .453 ksf QB: .453 ksf OC: .453 ksf OD: .453 ksf NAZ:-1 in NAX:-1 in 1 DL+1 HL-.45WL.. QA: 1.204 ksf QB: 1.204 ksf QC: 1.204 ksf QD: 1.204 ksf NAZ:-1 in NAX:-1 in A B A B A B A B A B D C D - C D C D C D C 1 DL+1 HL-.45WL. QA: 1.269 ksf OB: 1.269 ksf OC: 1.269 ksf QD: 1.269 ksf NAZ:-1 in NAX:-1 in A� B D� C .6DL+1 HL -.6W.. OA: .618 ksf OB: .618 ksf OC: .618 ksf QD: .618 ksf NAZ:-1 in NAX:-1 in 1 DL+1 HL+.525E.. QA: 1.116 ksf QB: 1.116 ksf QC: .843 ksf QD: .843 ksf NAZ:-1 in NAX:147.527 in A� B D� C .6DL+1 HL -.6W OA: .705 ksf OB: .705 ksf OC: .705 ksf QD: .705 ksf NAZ:-1 in NAX:-1 in 1 DL+1 HL+.525E. OA: .944 ksf OB: .944 ksf QC: .944 ksf OD: .944 ksf NAZ:-1 in NAX:-1 in AB DRCC .6DL+1 HL+.7E. QA: .5 ksf QB: .5 ksf OC: .137 ksf QD: .137 ksf NAZ:-1 in NAX:49.573 in 1 DL+1 HL -.525E.. QA: .773 ksf OB: .773 ksf QC: 1.046 ksf QD: 1.046 ksf NAZ:-1 in NAX:138269 in A B D C .6DL+1 HL+.7E.. QA: .272 ksf QB: .272 ksf QC: .272 ksf QD: .272 ksf NAZ:-1 in NAX:-1 in 1 DL+1 HL -.525E.. OA: .944 ksf OB: .944 ksf QC: .944 ksf OD: .944 ksf NAZ:-1 in NAX:-1 in /_117 D� C .6DL+1 HL -.7E.. OA: .044 ksf OB: .044 ksf OC: .406 ksf QD: .406 ksf NAZ:-1 in NAX:40.316 in RISAFoot Version 4.01 [C:\ ... \... \... \... \... \Jauregui Structure.fnd] Page 4 Integrated Design Engineering 11-23-2015 Page.11 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG B - FTNG B Checked By: A B D C .6DL+1 HL -.7E.. OA: .272 ksf OB: .272 ksf QC: .272 ksf CID: .272 ksf NAZ:-1 in NAX:-1 in Footina Flexure Desian (Bottom Bars As -min x-dir (Top Flexure): 1.98 in^2 As -min x-dir (T & S): 1.296 in^2 As -min z-dir (Top Flexure): 1.98 in^2 As -min z-dir (T & S): 1.296 in^2 As -min x-dir (Bot Flexure): 1.98 in^2 As -min z-dir (Bot Flexure): 1.98 W2 z -Dir As z -Dir As x -Dir As x -Dir As Mu-xx Mu-xx Required Provided Mu-zz Mu-zz Required Provided Description Categories and Factors UC Max (k-ftl (in^2) (in^21 UC Max (k -ft) lin^21 fin^21 Strength .2DL+1.6RLL+1.6H.. .03023 1.73 .023 .785 .03023 1.73 .023 .785 IBC 16-1 1.4DL .00319 .18 .002 .785 .00319 .18 .002 .785 IBC 16-3 a.. .2DL+1.6RLL+1.6H.. .03023 1.73 .023 .785 .03023 1.73 .023 .785 IBC 16-3 b.. .2DL+1.6RLL+1.6H.. .02266 1.3 .017 .785 .02266 1.3 .017 .785 IBC 16-3 (b.. .2DL+1.6RLL+1.6H.. .02076 1.19 .016 .785 .02076 1.19 .016 .785 IBC 16-3 b.. .2DL+1.6RLL+1.6H.. .0378 2.16 1 .029 .785 .0378 2.16 .029 .785 IBC 16-3 (b.. .2DL+1.6RLL+1.6H.. .03969 2.27 .031 .785 .03969 2.27 .031 .785 IBC 16-4 a.. 1.2DL+1 WLX+.SLL+. 0 0 0 .785 0 0 0 .785 IBC 16-4 a.. 1.2DL+1 WLZ+.SLL+.. 0 0 0 .785 0 0 0 .785 IBC 16-4 (a.. 1.2DL-1WLX+.5LL+.. .02647 1.51 .02 .785 .02647 1.51 .02 .785 IBC 16-4 a.. 1.2DL-1WLZ+.5LL+.. .03026 1.73 .023 .785 .03026 1.73 .023 .785 IBC 16-6 (b.. .9DL+1 WLX+.9HL 0 0 0 .785 0 0 0 .785 IBC 16-6 b.. .9DL+1 WLZ+.9HL 0 0 0 .785 0 0 0 .785 IBC 16-6 b.. .9DL-1 WLX+.9HL .0172 .98 .013 .785 .0172 .98 .013 .785 IBC 16-6 (b.. .9DL-1 WLZ+.9HL .02098 1.2 .016 .785 .02098 1.2 .016 .785 IBC 16-7 b.. .9DL+1 ELX+.9HL .0038 .22 .003 .785 .00908 .52 .007 .785 IBC 16-7 (b.. .9DL+1 ELZ+.9HL .00205 .12 .002 .785 .00205 .12 .002 .785 IBC 16-7 b.. .9DL-1 ELX+.9HL .0003 .02 0 .785 .00559 .32 .004 .785 IBC 16-7 b.. ADL -11 ELZ+.9HL .00205 .12 .002 .785 .00205 .12 .002 .785 IBC 16-12 (.. 1 DL+1 HL+.6WLX 0 0 0 .785 0 0 0 .785 IBC 16-12 .. 1 DL+1 HL+.6WLZ 0 0 0 .785 0 0 0 .785 IBC 16-13 .. 1 DL+1 HL+.45WLX+.. .00835 .48 .006 .785 .00835 .48 .006 .785 IBC 16-13 (.. 1 DL+1 HL+.45WLZ+.. .00665 .38 .005 .785 .00665 .38 .005 .785 IBC 16-15 .. .6DL+1 HL+.6WLX 0 0 0 .785 , 0 0 0 .785 IBC 16-15 (.. .6DL+1 HL+.6WLZ 1 0 0 0 .785 0 1 0 0 .785 Footin_q Flexure Design (Top Bars) Description Categories and Factors Mu-xx (k -ft) z Dir As (in') Mu-zz (k -ft) x Dir As (in 2) SW+OB 1 SW+1 OB -(IBC 16-6..,IBC 16-6..) .512 .007 .512 .007 Moment Capacity of Plain Concrete Section Along xx and zz= Ok-ft,Ok-ft Per Chapter 22 of ACI 318. RISAFoot Version 4.01 [C:\ ... \... \... \... \... \Jauregui Structure.fnd] Page 5 Integrated Design Engineering 11-23-2015 Page 12 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG B - FTNG B Checked By: Overturning Check (Service) np.grrintinn Catennries and Fartnrs Mn -YY (k -ft) M --YY (k -ft) Mn -77 (k -ft) Ms-zz (k -ft) OSF-xx OSF-zz Service 1 DL+1 LL+1 HL 0 6.113 0 6.113 NA NA IBC 16-8 1 DL 0 6.113 0 6.113 NA NA IBC 16-10 a 1 DL+1 HL+1 RLL 0 14.963 0 14.963 NA NA IBC 16-12 (a).. 1DL+1HL-.6WLX 0 10.793 0 10.793 NA NA IBC 16-12 (a).. 1 DL+1 HL-.6WLZ 0 11.963 0 11.963 NA NA IBC 16-12 (b).. 1 DL+1 HL+.7ELX 0 6.743 .817 1 6.743 NA 8.256 IBC 16-12 (b).. 1 DL+1 HL+.7ELZ 0 6.113 0 6.113 NA NA IBC 16-12 (b).. 1 DL+1 HL-.7ELX .63 6.113 1.447 6.113 9.702 4.225 IBC 16-12 (b).. 1 DL+1 HL-.7ELZ 0 6.113 0 6.113 NA NA IBC 16-13 (a).. 1 DL+1 HL-.45WLX+.. 0 16.26 0 16.26 NA NA IBC 16-13 a .. 1 DL+1 HL-.45WLZ+.. 0 17.138 0 17.138 NA NA IBC 16-14 a .. 1 DL+1 HL+.525ELX+.. 0 13.223 .612 13.223 NA 21.588 IBC 16-14 (a).. 1 DL+1 HL+.525ELZ+.. 0 12.75 0 12.75 NA NA IBC 16-14 a .. 1 DL+1 HL-.525ELX+.. .472 12.75 1.085 12.75 26.984 11.751 IBC 16-14 a .. 1 DL+1 HL-.525ELZ+.. 0 12.75 0 12.75 NA NA IBC 16-15 a .. .6DL+1HL-.6WLX 0 8.348 0 8.348 NA NA IBC 16-15 (a).. .6DL+1HL-.6WLZ 0 9.518 0 9.518 NA NA IBC 16-15 (c).. .6DL+1HL+.7ELX 0 4.298 .817 4.298 NA 5.262 IBC 16-15 (c).. .6DL+1HL+.7ELZ 0 3.668 0 3.668 NA NA IBC 16-15 (c).. .6DL+1HL-.7ELX .63 3.668 1.447 3.668 5.821 2.535 IBC 16-15 (c).. .6DL+1 HL-.7ELZ 0 3.668 0 3.668 NA NA Mo-xx: Governing Overturning Moment about AD or BC Ms-xx: Governing Stablizing Moment about AD or BC OSF-xx: Ratio of Ms-xx to Mo-xx RISAFoot Version 4.01 [C:\ ... \... \... \... \... \Jauregui Structure.fnd] Page 6 •� ' y , . ° �r f y 'Integrated Design Engineering, 11-23-2015 Page 13 W Company :-INTEGRATED'DESIGN ENGINEERING r ~ " April 2, 2015 { -, Designer ACG Job Number : FTNG C - FTNG C Checked By: ^ • � _ ,-, - . -;. . - . SketchLn CT C I � n ri ��•� . ,• - 'aft `• -�� - ; D � ' ,. " Details r #4@9 in %' CLn - Footing Elevation i 11 ILL 5 ft x Dir. Steel: 1.37 in (min)(7 #4) i Dir. Steel: 1.37 in (min) (7 #4) Bottom Rebar Plan r f: + RISAFoot Version 4.01. [C:\..:\ ... \...\...\... Warroquin Structure.fnd] Page 1 01 Integrated Design Engineering 11-23-2015 Page 14 Company INTEGRATED DESIGN ENGINEERING April 2, 2015 Designer ACG Job Number : FTNG C - FTNG C Checked By: 12 in C 5 f x Dir. Steel: 1.18 int (min)(6 #4) z Dir. Steel: 1.18 int (min) (6 44) Top Rebar Plan - )10 in )10 in Geometrv. Materials and Criteria .r- C4 N rl .r- Ln Ln Pedestal Rebar Plan 0#6 Length :5 ft eX :0 in Gross Allow. Bearing :1.5 ksf (gross) Steel fy :60 ksi Width :5 ft eZ :0 in Concrete Weight :.145 k/ft^3 Minimum Steel :.0018 Thickness :21 in pX :12 in Concrete f'c :2.5 ksi Maximum Steel :.0075 Height :0 in pZ :12 in Design Code : ACI 318-11 Rot. Angle :0 deg Footing Top Bar Cover :3 in Overturning / Sliding SF :VARIES Phi for Flexure :0.9 Footing Bottom Bar Cover :3 in Coefficient of Friction :0.3 Phi for Shear .:0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 Loads P (k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Overburden (ksf) 1.5 -.7 6 -3.3 .3 .6 -1.6 -9.5 6.3 -10.9 -2.3 DL RLL ELX E LZ WLX W LZ 4+P +—+Vx +Vz fes"+Mx +Mz +Over LP L [ A D D C D C A D Soil Bearing Description Categories and Factors Gross Allow.(ksf) Max Bearing (ksf) Max/Allowable Ratio Service 1 DL+1 LL+1 HL 1.5 .473 (B) .315 IBC 16-3 (a) 1.2DL+1.6RLL+1.6HL+.5L.. 1 1.5 1.395 (B) 93 RISAFoot Version 4.01 [C:\:..\ ... \...\...\... \Marroquin Structure.fnd] Page 2 r Integrated Design Engineering 11-23-2015 Page 15 Company INTEGRATED DESIGN ENGINEERING April 2, 2015 Designer ACG Job Number : FTNG C - FTNG C Checked By: IDL+ILL+I HL 1.2DL+1.6RLL+1.6HL+.5L.. QA: .355 ksf QA: .366 ksf QB: .473 ksf QB: 1.395 ksf QC: .473 ksf QC: 1.395 ksf QD: .355 ksf OD: .366 ksf NAZ:241.097 in NAZ:81.383 in NAX:-1 in NAX:-1 in Footina Flexure Desian (Bottom Bars As -min x-dir (Top Flexure): 3.5 in^2 As -min x-dir (T & S) : 2.268 in^2 As -min z-dir (Top Flexure): 3.5 in^2 As -min z-dir (T & S) : 2.268 in^2 As -min x-dir (Bot Flexure) : 3.5 in^2 As -min z-dir (Bot Flexure) : 3.5 in^2 z -Dir As z -Dir As x -Dir As x -Dir As Mu-xx Mu-xx Required Provided Mu-zz Mu-zz Required Provided Description Cateaories and Factors UC Max (k -ft) (in ^2) (in ^2) UC Max (k -ft) (in ^2) (in ^2) Strength 1.2DL+1.6LL+1.6HL .01165 1.24 .016 1.374 .00678 .72 .009 1.374 IBC 16-1 1.4DL .01359 1.44 .018 1.374 .00791 .84 .011 1.374 IBC 16-2 (a) 1.2DL+1.6LL+1.6LL.. .03251 3.45 .044 1.374 .01807 1.92 .024 1.374 BC 16-3 (b) (a 1.2DL+1.6RLL+1.6H.. .06055 6.43 .082 1.374 .04332 4.6 .058 1.374 C 16-3 (b) (d 1.2DL+1.6RLL+1.6H.. .06456 6.86 .087 1.374 .0224 2.38 .03 1.374 C 16-3 b 1.2DL+1.6RLL+1.6H.. .09629 10.23 .13 1.374 .07907 8.4 .107 1.374 BC 16-3 b ('.1.2DL+1.6RLL+1.6H.. .09226 9.8 .125 1.374 .06344 6.74 .086 1.374 BC 16-4 (a) (d 1.2DL+1 WLZ+.5LL+.. .01771 1.88 .024 1.374 0 0 0 1.374 BC 16-4 (a) ( .1.2DL-1 WLX+.5LL+.. .06828 7.25 .092 1.374 .09037 9.6 .122 1.374 BC 16-4 a '. 1.2DL-IWLZ+.5LL+.. .06021 6.4 .081 1.374 .05911 6.28 .08 1.374 BC 16-6 a) (a.. .9DL+1 WLX+1.6HL .01038 1.1 .014 1 1.374 .10378 11.02 .14 1 1.374 BC 16-6 (a) (d,. .9DL+lWLZ+I.6HL .04826 5.13 .065 1.374 0 0 0 1.374 BC 16-6 a ..9DL-1 WLX+I.6HL .0445 4.73 .06 1.374 .07738 8.22 .105 1.374 BC 16-6 (a) '. .9DL-1 WLZ+I.6HL .05581 5.93 .075 1.374 .04612 4.9 .062 1.374 BC 16-7 (b) (a.. .9DL+1 ELX+.9HL .00987 1.05 .013 1.374 .00969 1.03 .013 1.374 C 16-7 (b) (b+ .9DL+1 ELZ+.9HL 1 .00271 1 .29 .004 1 1.374 1 0 0 0 1.374 BC 16-7 b c . .9DL-1 ELX+.9HL .00761 .81 .01 1.374 .00743 1 .79 1 .01 1 1.374 C16-7 b (d. .9DL-1ELZ+.9HL .01476 1.57 .02 1.374 .01111 1.18 .015 1.374 Footin_q Flexure Design (Top Bars) Description Categories and Factors Mu-xx (k -ft) z Dir As (int) Mu-zz (k -ft) x Dir As (int) SW+OB 1SW+1OB-(IBC 16-4 (a..,IBC 16-6 a..) 3.537 .045 3.537 .045 Moment Capacity of Plain Concrete Section Along xx and zz= Ok-ft,Ok-ft Per Chapter 22 of ACI 318. RISAFoot Version 4.01 (C:\ ... \... \... \... \...\Marroquin Structure.fnd) Page 3 Integrated Design Engineering 11-23-2015 Page 16 Company INTEGRATED DESIGN ENGINEERING April 2, 2015 Designer Job Number : FTNG C - FTNG C Checked By: Footin_g Shear Check Two Way (Punching) Vc: 413 k One Way (x Dir. Cut) Vc 105 k One Way (z Dir. Cut) Vc: 105 k Punching x Dir. Cut z Dir. Cut Description Categories and Factors Vu(k) Vu/osVc Vu Vu/csvc Vu (k) VU/ "c Strength 1.2DL+1.6LL+1.6HL 1.365 .004 .365 .005 .195 .002 IBC 16-1 1.4DL 1.592 .005 .426 .005 .228 .003 IBC 16-2 (a) 1.2DL+1.6LL+1.6LLS+1.6H.. 3.64 .012 1.025 .013 .52 .007 IBC 16-3 b a.. 1.2DL+1.6RLL+1.6HL+.5W.. 5.044 .016 1.963 .025 1.36 .017 IBC 16-3 (b) (d.. 1.2DL+1.6RLL+1.6HL+.5W.. 4.512 .015 2.119 .027 .645 .008 IBC 16-3 (b) (g.. 1.2DL+1.6RLL+1.6HL-.5W.. 12.246 .04 2.991 .038 1 2.389 .03 IBC 16-3 (b) '.. 1.2DL+1.6RLL+1.6HL-.5W.. 12.777 .041 2.834 .036 1.825 .023 IBC 16-4 a d.. 1.2DL+1 WLZ+.5LL+1 LLS+1.. NA NA 1.15 .015 .661 .008 IBC 16-4 a 1.2DL-1 WLX+.5LL+1 LLS+1.. 10.843 .035 2.054 .026 2.827 .036 IBC 16-4 (a) '. 1.2DL-1 WLZ+.5LL+1 LLS+1.. 11.905 .038 1.739 .022 1.701 .022 IBC 16-6 (a) (a.. .9DL+1 WLX+I.6HL NA NA .862 .011 .862 .011 IBC 16-6 a d.. 9DL+1 WLZ+1.6HL NA NA .862 .011 .862 .011 IBC 16-6 a . .9DL-1 WLX+I.6HL 8.227 .027 1.303 .017 2.453 .031 IBC 16-6 (a) '.. .9DL-1 WLZ+I.6HL 9.289 .03 1.666 .021 1.327 .017 IBC 16-7 (b) (a.. .9DL+1 ELX+.9HL 1.251 .004 .307 .004 .3 .004 IBC 16-7 (b) (b.. .9DL+1 ELZ+.9HL NA NA .155 .002 .027 0 IBC 16-7 b c.. 9DL-1ELX+.9HL .796 .003 .242 .003 .235 .003 IBC 16-7 b d.. .9DL-1 ELZ+.9HL 2.237 .007 .447 .006 .32 .004 Concrete Bearin_q Check (Vertical Loads Only) Bearing Bc : 612 k Description Cateaories and Factors Bearina Bu M Bearina Bu/e0c Strength 1.2DL+1.6LL+1.6HL 1.8 .005 IBC 16-1 1.4DL 2.1 .005 IBC 16-2 a 1.2DL+1.6LL+1.6LLS+1.6H.. 4.8 .012 IBC 16-3 (b) (a.. 1.2DL+1.6RLL+1.6HL+.5W.. 6.65 .017 IBC 16-3 (b) (d.. 1.2DL+1.6RLL+1.6HL+.5W.. 5.95 .015 IBC 16-3 (b) (g.. 1.2DL+1.6RLL+1.6HL-.5W.. 16.15 .041 IBC 16-3 (b) Q.. 1.2DL+1.6RLL+1.6HL-.5W.. 16.85 .042 IBC 16-4 (a) (d.. 1.2DL+1 WLZ+.5LL+1 LLS+1.. 0 0 IBC 16-4 a . 1.2DL-1 WLX+.5LL+1 LLS+1.. 14.3 .036 IBC 16-4 a 1.2DL-1 WLZ+.5LL+1 LLS+1.. 15.7 .039 IBC 16-6 (a) (a.. .9DL+1 WLX+I.6HL 0 0 IBC 16-6 (a) (d.. .9DL+1 WLZ+I.6HL 0 0 IBC 16-6 (a) (g.. 9DL-1 WLX+1.6HL 10.85 .027 IBC 16-6 a '. .9DL-1WLZ+1.6HL 12.25 .031 IBC 16-7 (b) (a.. .9DL+1 ELX+.9HL 1.65 .004 IBC 16-7 (b) (b.. 9DL+1 ELZ+.9HL 0 0 IBC 16-7 (b) (c.. .9DL-1 ELX+.9HL 1.05 .003 IBC 16-7 b d.. I .9DL-1 ELZ+.9HL 2.95 .007 RISAFoot Version 4.01 [C:\ ... \... \... \... \... \Marroquin Structure.fnd] Page 4 RISAFoot Version 4.01 [C:\ ... \...\...\...\... \Marroquin Structure.fnd] Page 5 Integrated Design Engineering 11-23-2015 Page 17 Company INTEGRATED DESIGN ENGINEERING April 2, 2015 Designer ACG Job Number : FTNG C - FTNG C Checked By: Overturnin_g Check (Service) Description Categories and. Factors Mo-xx (k -ft) Ms-xx (k -ft) Mo-zz (k -ft) Ms-zz (k -ft) OSF-xx OSF-zz , Service 1 DL+1 LL+1 HL 1.225 25.859 0 25.859 121.11 NA IBC 16-3 (a) 1.2DL+1.6RLL+1.6H.. 10.71 55.031 0 55.031 15.138 1 NA Mo-xx: Governing Overturning Moment about AD or BC Ms-xx: Governing Stablizing Moment about AD or BC OSF-xx: Ratio of Ms-xx to Mo-xx Sliding Check (Service) Description Categories and Factors Va-xx (k) Vr-xx k) Va-zz k) Vr-zz (k) SR-xx SR-zz Service 1 DL+1 LL+1 HL 0 3.073 .7 3.073 NA 4.39 IBC 16-3 (a) 1.2DL+1.6RLL+1.6H.. 0 6.568 6.12 6.568 NA 1.073 Va-xx: Applied Lateral Force to Cause.Sliding Along xx Axis Vr-xx: Resisting Lateral Force Against Sliding Along xx Axis SR-xx: Ratio of Vr-xx to Va-xx RISAFoot Version 4.01 [C:\ ... \...\...\...\... \Marroquin Structure.fnd] Page 5 DL RLL ELX WLX W LZ .2 Integrated Design Engineering 11-23-2015 Page 19. Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG D C 4 Job Number : FTNG C - FNTG C Checked By: ---- - #4@14 in #4@14 in I. D C 4 f x Dir. Steel: .79 int (min)(4 #4) z Dir. Steel: .79 int (min)(4 #4) Top Rebar Plan Geometry, Materials and Criteria Length :4 ft eX :0 in Gross Allow. Bearing :3 ksf (gross) Steel fy :60 ksi Width :4 ft eZ :0 in Concrete Weight :.145 k/ft^3 Minimum Steel :.0018 Thickness :18 in pX :12 in Concrete f'c :2.5 ksi Maximum Steel :.0075 Height :0 in pZ :12 in Design Code : ACI 318-11 Rot. Angle :0 deg Footing Top Bar Cover :3 in Overturning / Sliding SF :1 Phi for Flexure :0.9 Footing Bottom Bar Cover :3 in Coefficient of Friction :0.35 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 Loads P k) Vx k Vz k Mx(k-ft) Mz(k-ft) Overburden (ksf) DL RLL ELX WLX W LZ .2 .1 1.1 ®z 1�+Over [--J 1 3 D C 4 A D +P +Vx 4 — +Vz Ie -+Mx ®z 1�+Over [--J A D D C D, C A D RISAFoot Version 4.01 [C:\ ... \...\...\...\... \Jauregui Structure.fnd] Page 2 Integrated Design Engineering 11-23-2015 Page 20 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG C - FNTG C Checked By: Soil Bearing Description Categories and Factors Gross Allow.(ksf) Max Bearing (ksf) Max/Allowable Ratio Service 1 DL+1 LL+1 HL 3 .33 A .11 IBC 16-8 1 DL 3 .33 A .11 IBC 16-10 a 1 DL+1 HL+1 RLL 3 .399 A .133 IBC 16-12 a .. 1 DL+1 HL-.6WLX 3 .724 C .241 IBC 16-12 a .. 1 DL+1 HL-.6WLZ 3 .39 A .13 IBC 16-12 (b).. IDL+IHL+.7ELX 3 .669 (A) .223 IBC 16-12 (b).. IDL+IHL+.7ELZ 3 .33 A .11 IBC 16-12 (b).. iDL+1HL-.7ELX 3 .582 (C) .194 IBC 16-12 (b).. IDL+IHL-.7ELZ 3 .33 A .11 IBC 16-13 a .. 1DL+1 HL-.45WLX+.75LL+.. 3 .677 C .226 IBC 16-13 a .. 1DL+1 HL-.45WLZ+.75LL+.. 3 .427 A .142 IBC 16-14 (a).. 1 DL+1 HL+.525ELX+.75LL.. 3 .636 A .212 IBC 16-14 (a).. 1 DL+1 HL+.525ELZ+.75LL.. 3 .382 (A) .127 IBC 16-14 a .. 1DL+1 HL-.525ELX+.75LL.. 3 .57 C .19 IBC 16-14 a .. 1 DL+1 HL-.525ELZ+.75LL.. 3 .382 A .127 IBC 16-15 a .. .6DL+1 HL-.6WLX 3 .608 C .203 IBC 16-15 a .. .6DL+1 HL-.6WLZ 3 .258 A .086 IBC 16-15 (c).. .6DL+1 HL+.7ELX 3 .544 (B) .181 IBC 16-15 (c).. .6DL+1 HL+.7ELZ 3 .198 A .066 IBC 16-15 (c).. .6DL+1 HL-.7ELX 3 .568 C .189 IBC 16-15 (c).. .6DL+1 HL-.7ELZ 3 .198 A .066 RISAFoot Version 4.01 [C:\ ... \... \... \... \...\Jauregui Structure.fnd] Page 3 Integrated Design Engineering 11-23-2015 Page 21 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG C - FNTG C Checked By: A B D C IDL+ILL+IHL QA: .33 ksf QB: .33 ksf OC: .33 ksf QD: .33 ksf NAZ:-1 in NAX:-1 in A� B D� C 1DL QA: .33 ksf OB: .33 ksf OC: .33 ksf OD: .33 ksf NAZ:-1 in NAX:-1 in A B D C 1 DL+1 HL+1 RLL QA: .399 ksf OB: .399 ksf OC: .399 ksf OD: .399 ksf NAZ:-1 in NAX:-1 in 1 DL+1 H L -.6W LX QA: .049 ksf QB: .049 ksf QC: .724 ksf QD: .724 ksf NAZ:-1 in NAX:51.467 in AB D C 1 DL+1 HL-.6WLZ QA: .39 ksf QB: .39 ksf QC: .39 ksf QD: .39 ksf NAZ:-1 in NAX:-1 in 1 DL+1 HL+.7ELX QA: .669 ksf QB: .669 ksf QC: .078 ksf QD: .078 ksf NAZ:-1 in NAX:54.375 in A B D C 1 DL+1 HL-.45WL.. QA: .427 ksf OB: .427 ksf QC: .427 ksf QD: .427 ksf NAZ:-1 in NAX:-1 in D®� D� C .6DL+1 HL -.6W.. QA: 0 ksf OB: 0 ksf OC: .608 ksf OD: .608 ksf NAZ:-1 in NAX:40.142 in 1 DL+1 HL+.7ELZ QA: .33 ksf QB: .33 ksf QC: .33 ksf OD: .33 ksf NAZ:-1 in NAX:-1 in A� B 1 DL+1 HL+.525E.. QA: .636 ksf OB: .636 ksf OC: .193 ksf OD: .193 ksf NAZ:-1 in NAX:68.902 in A B D C .6DL+1 HL -.6W.. OA: .258 ksf OB: .258 ksf OC: .258 ksf OD: .258 ksf NAZ:-1 in NAX:-1 in 1 DL+1 HL-.7ELX QA: 0 ksf QB: 0 ksf OC: .582 ksf OD: .582 ksf NAZ:-1 in NAX:47.24 in A� B D� C 1 DL+1 HL+.525E.. QA: .382 ksf OB: .382 ksf OC: .382 ksf OD: .382 ksf NAZ:-1 in NAX:-1 in .6DL+1 HL+.7E.. OA: .544 ksf QB: .544 ksf QC: 0 ksf OD: 0 ksf NAZ:-1 in NAX:42.683 in 1 DL+1 HL-.7ELZ QA: .33 ksf QB: .33 ksf QC: .33 ksf QD: .33 ksf NAZ:-1 in NAX:-1 in 1 DL+1 HL -.525E. QA: .127 ksf QB: .127 ksf QC: .57 ksf QD: .57 ksf NAZ:-1 in NAX:61.79 in A B D C .6DL+1 HL+.7E.. QA: .198 ksf QB: .198 ksf OC: .198 ksf QD: .198 ksf NAZ:-1 in NAX:-1 in 1 DL+1 HL-.45WL.. QA: .171 ksf QB: .171 ksf QC: .677 ksf QD: .677 ksf NAZ:-1 in NAX:64.178 in /_1 I? D� C 1 DL+1 HL -.525E.. QA: .382 ksf QB: .382 ksf QC: .382 ksf OD: .382 ksf NAZ:-1 in NAX:-1 in A j B D C .6DL+1 HL -.7E.. QA: 0 ksf QB: 0 ksf QC: .568 ksf QD: .568 ksf NAZ:-1 in NAX:26.052 in RISAFoot Version 4.01 [C:\ ... \... \... \... \... \Jauregui Structure.fnd] Page 4 Integrated Design Engineering 11-23-2015 Page 22 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG C - FNTG C Checked By: A� B D� C .6DL+1 HL -.7E.. QA: .198 ksf OB: .198 ksf QC: .198 ksf OD: .198 ksf NAZ:-1 in NAX:-1 in Footina Flexure Desian (Bottom Bars As -min x-dir (Top Flexure): 2.32 in^2 As -min x-dir (T & S): 1.555 W2 As -min z-dir (Top Flexure): 2.32 in^2 As -min z-dir (T & S) : 1.555 in^2 As -min x-dir (Bot Flexure): 2.32 in^2 As -min z-dir (Bot Flexure): 2.32 in^2 z -Dir As z -Dir As x -Dir As x -Dir As Mu-xx Mu-xx Required Provided Mu-zz Mu-zz Required Provided Descrintion Categories and Factors UC Max (k -ft) (in^2) lin^2) UC Max (k -ft) (in^2) (in^2) Strength .2DL+1.6RLL+1.6H.. .01115 .56 .009 .785 .00896 .56 .009 .982 IBC 16-1 1.4DL .00156 .08 .001 .785 .00125 .08 .001 .982 IBC 16-3 a.. .2DL+1.6RLL+1.6H.. .01115 .56 .009 .785 .00896 .56 .009 .982 IBC 16-3 b.. .2DL+1.6RLL+1.6H.. .00697 .35 .005 .785 .02072 1.3 .02 .982 IBC 16-3 (b.. .2DL+1.6RLL+1.6H.. .00669 .34 .005 .785 .00538 .34 .005 .982 IBC 16-3 b.. .2DL+1.6RLL+1.6H.. .01534 .77 .012 .785 .02744 1.72 .026 .982 IBC 16-3 (b.. .2DL+1.6RLL+1.6H.. .01562 .79 1 .012 .785 .01254 .79 1 .012 .982 IBC 16-4 a.. 1.2DL+1 WLX+.SLL+. 0 0 0 .785 .03165 1.99 .03 .982 IBC 16-4 a.. 1.2DL+1 WLZ+.SLL+.. 0 0 0 .785 0 0 0 .982 IBC 16-4 (a.. 1.2DL-1 WLX+.SLL+.. .01277 .64 .01 .785 .04056 2.55 .039 .982 IBC 16-4 a.. 1.2DL-1 WLZ+.SLL+.. .01333 .67 .01 .785 .01071 .67 .01 .982 IBC 16-6 (b.. .9DL+1 WLX+.9HL 0 0 0 .785 .04919 3.09 .047 .982 IBC 16-6 b.. .9DL+1 WLZ+.9HL 0 0 0 .785 0 0 0 .982 IBC 16-6 b.. .9DL-1 WLX+.9HL .00937 .47 .007 .785 .03981 2.5 .038 .982 IBC 16-6 (b.. .9DL-1WLZ+.9HL .00993 .5 .008 .785 .00797 .5 .008 .982 IBC 16-7 b.. .9DL+IELX+.9HL .00658 .33 .005 .785 .02822 1.77 .027 .982 IBC 16-7 (b.. .9DL+1 ELZ+.9HL .001 .05 0 .785 .00081 .05 0 .982 IBC 16-7 b.. .9DL-IELX+.9HL 0 0 0 .785 .02385 1.5 .023 .982 IBC 16-7 b.. .9DL-1 ELZ+.9HL .001 .OS 1 0 .785 .00081 .OS 1 0 .982 IBC 16-12 (.. 1 DL+1 HL+.6WLX 0 0 0 .785 .01537 .97 .015 .982 IBC 16-12 .. 1 DL+1 HL+.6WLZ 0 0 0 .785 0 0 0 .982 IBC 16-13 .. 1 DL+1 HL+.45WLX+.. .00195 .1 .002 .785 .01517 .95 .015 .982 IBC 16-13 (.. 1 DL+1 HL+.45WLZ+.. 0017 .09 .001 .785 .00137 .09 .001 .982 IBC 16-15 .. .6DL+1 HL+.6WLX 0 0 0 .785 .02562 1.61 .025 .982 IBC 16-15 (.. .6DL+1 HL+.6WLZ 1 0 1 0 0 1 .785 0 1 0 0 .982 Footin_q Flexure Desi_an (Top Bars) Description Categories and Factors Mu-xx (k -ft) z Dir As (in 2) Mu-zz (k -ft) x Dir As (in Z) SW+OB 1SW+1OB-(IBC 16-1..,IBC 16-6..) .808 .012 1.429 T .022 Moment Capacity of Plain Concrete Section Along xx and zz= Ok-ft,Ok-ft Per Chapter 22 of ACI 318. RISAFoot Version 4.01 [C:\ ... \... \... \... \... \Jauregui Structure.fnd] Page 5 Integrated Design Engineering 11-23-2015 Page 23 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG C - FNTG C Checked By: Overturning Check (Service) Descrintion Cateonries and Fartors Mn-xx (k-ftl M -,-YY Ik-ftl. Mn -77 (k -ft) Mc-» (k -ft) (-)SF-xx n.qF-» Service 1 DL+1 LL+1 HL 0 10.56 0 10.56 NA NA IBC 16-8 1 DL 0 10.56 0 10.56 NA NA IBC 16-10 a 1 DL+1 HL+1 RLL 0 12.76 0 12.76 NA NA IBC 16-12 (a).. 1 DL+1 HL-.6WLX 0 12.36 3.6 12.36 NA 3.433 IBC 16-12 (a).. ' 1 DL+1 HL-.6WLZ 0 12.48 0 12.48 NA NA IBC 16-12 (b).. 1 DL+1 HL+.7ELX 0 11.96 3.15 11.96 NA 3.797 IBC 16-12 (b).. 1 DL+1 HL+.7ELZ 0 10.56 '0 10.56 NA NA IBC 16-12 (b).. 1 DL+1 HL-.7ELX 1.4 10.56 4.55 10.56 7.543 2.321 IBC 16-12 (b)se 1 DL+1 HL-.7ELZ 0 10.56 0 10.56 NA NA IBC 16-13 (a).. 1 DL+1 HL-.45WLX+.. 0 13.56 2.7 13.56 NA 5.022 IBC 16-13 (a).. 1 DL+1 HL-.45WLZ+.. 0 13.65 0 13.65 NA NA IBC 16-14 (a).. 1 DL+1 HL+.525ELX+.. 0 13.26 1 2.363 13.26 NA 5.613 IBC 16-14 (a).. 1 DL+1 HL+.525ELZ+.. 0 . 12.21 0 12.21 NA NA IBC 16-14 (a).. 1 DL+1 HL-.525ELX+.. 1.05 12.21 3.413 12.21 11.629 3.578 IBC 16-14 (a).. 1DL+1 HL-.525ELZ+.. 0 12.21. 0 12.21 NA NA IBC 16-15 a .. .6DL+1 HL-.6WLX 0 8.136 3.6 8.136 NA 2.26 IBC 16-15 a .. .6DL+1HL-.6WLZ 0 8.256 0 8.256 NA NA IBC 16-15 (c).. .6DL+1 HL+.7ELX 0 7.736 3.15 7.736 NA 2.456 IBC 16-15 (c).. .6DL+1 HL+.7ELZ 0 6.336 0 6.336 NA NA IBC 16-15 (c).. .6DL+1HL-.7ELX 1.4 6.336 4.55 6.336 4.526 1.393 IBC 16-15 (c).. .6DL+1HL-.7ELZ 0 6.336 0 6.336 NA NA Mo-xx: Governing Overturning Moment about AD or BC Ms-xx: Governing Stablizing Moment about AD or BC OSF-xx: Ratio of Ms-xx to Mo-xx RISAFoot Version 4.01 [C:\ ... \...\...\...\... \Jauregui Structure.fnd] Page 6 Integrated Design Engineering 11-23-2015 Page 25 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG D - FTNG D Checked By: A B W )12 in 112 in 3.5 ft x Dir. Steel: .79 int (min)(4 #4) z Dir. Steel: .79 int (min)(4 #4) Top Rebar Plan Geometry, Materials and Criteria Length :3.5 ft eX :0 in Gross Allow. Bearing :3 ksf (gross) Steel fy :60 ksi Width :3.5 ft eZ :0 in Concrete Weight :.145 k/ft^3 Minimum Steel :.0018 Thickness :18 in pX :12 in Concrete f'c :2.5 ksi Maximum Steel :.0075 Height :0 in pZ :12 in Design Code :ACI 318-11 Rot. Angle :0 deg Footing Top Bar Cover :3 in Overturning / Sliding SF :1 Phi for Flexure :0.9 Footing Bottom Bar Cover :3 in Coefficient of Friction :0.35 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 Loads P k Vx k Vz (k) Mx(k-ft) Mz (k -ft) Overburden (ksf) DL .5 .1 RLL 3.9 ELX 1 .7 WLX -5 W LZ -5.2 FAWS+Vx +Vz (y I� +Mx +Mz +Overman A D D C D C A D RISAFoot Version 4.01 [C:\ ... \...\...\... \...\Jauregui Structure.fnd] Page 2 Company INTEGRATED DESIGN ENGINEERING Designer ACG Integrated Design Engineering 11-23-2015 Page 26 November 23, 2015 Job Number : FTNG D - FTNG D Checked By: Soil Bearing Description Categories and Factors Gross Allow.(ksf) Max Bearing (ksf) Max/Allowable Ratio Service 1 DL+1 LL+1 HL 3 .358 A .119 IBC 16-8 1 DL 3 .358 A .119 IBC 16-10 a 1 DL+1 HL+1 RLL 3 .677 A .226 IBC 16-12 a .. 1DL+1HL-.6WLX 3 .603 A .201 IBC 16-12 a .. 1DL+1HL-.6WLZ 3 .613 A .204 IBC 16-12 (b).. 1 DL+1 HL+.7ELX 3 .518 (A) .173 . IBC 16-12 (b).. 1 DL+1 HL+.7ELZ 3 .358 A .119 IBC 16-12 (b).. 1 DL+1 HL-.7ELX 3 .404 (C) .135 IBC 16-12 (b).. 1 DL+1 HL-.7ELZ 3 .358 A .119 IBC 16-13 a .. 1DL+1 HL-.45WLX+.75LL+.. 3 .781 A .26 IBC 16-13 a .. 1DL+1 HL-.45WLZ+.75LL+.. 3 .788 A .263 IBC 16-14 (a).. 1DL+1 HL+.525ELX+.75LL.. 3 .717 A .239 IBC 16-14 (a).. 1DL+1 HL+.525ELZ+.75LL.. 3 .597 (A) .199 IBC 16-14 a .. 1DL+1 HL-.525ELX+.75LL.. 3 .631 C .21 IBC 16-14 (a).. 1DL+1 HL-.525ELZ+.75LL.. 3 .597 A .199 IBC 16-15 a .. .6DL+1 HL-.6WLX 3 .46 A .153 IBC 16-15 a .. .6DL+1 HL-.6WLZ 3 .47 A .157 IBC 16-15 (c).. .6DL+1 HL+.7ELX 3 .375 (A) .125 IBC 16-15 (c).. .6DL+1 HL+.7ELZ 3 1 .215 A .072 IBC 16-15 (c).. .6DL+1 HL-.7ELX 3 .261 C .087 IBC 16-15 (c).. .6DL+1HL-.7ELZ 3 .215(A)_.072 RISAFoot Version 4.01 [C:\ ... \...\...\...\... \Jauregui Structure.fnd] Page 3 Integrated Design Engineering 11-23-2015 Page 27 Company ` INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG D - FTNG D Checked By: A B .0 G 1 DL+1 LL+1 HL QA: .358 ksf OB: .358 ksf QC: .358 ksf QD: .358 ksf NAZ:-1 in NAX:-1 in A® B C 1 DL+1 HL+.7ELX QA: .518 ksf QB: .518 ksf QC: .313 ksf QD: .313 ksf NAZ:-1 in NAX:105.823 in AB D C 1 DL+1 HL-.45WL.. QA: .788 ksf QB: .788 ksf QC: .788 ksf QD: .788 ksf NAZ:-1 in NAX:-1 in AB D C .6DL+1 HL -.6W.. OA: .46 ksf QB: .46 ksf QC: .46 ksf QD: .46 ksf NAZ:-1 in NAX:-1 in AB D C 1131 - QA: .358 ksf QB: .358 ksf QC: .358 ksf QD: .358 ksf NAZ:-1 in NAX:-1 in AB D C 1 DL+1 HL+.7ELZ QA: .358 ksf QB: .358 ksf QC: .358 ksf OD: .358 ksf NAZ:-1 in NAX:-1 in AB D C 1 DL+1 HL+.525E.. QA: .717 ksf OB: .717 ksf QC: .563 ksf OD: .563 ksf NAZ:-1 in NAX:195.208 in AB D C .6DL+1 HL -.6W.. OA: .47 ksf QB: .47 ksf OC: .47 ksf QD: .47 ksf NAZ:-1 in NAX:-1 in A B �l M 1 DL+1 HL+1 RLL QA: .677 ksf OB: .677 ksf OC: .677 ksf OD: .677 ksf NAZ:-1 in NAX:-1 in A� B 1 DL+1 HL-.7ELX QA: .198 ksf QB: .198 ksf OC: .404 ksf OD: .404 ksf NAZ:-1 in NAX:82.49 in AB D C 1 DL+1 HL+.525E.. QA: .597 ksf OB: .597 ksf OC: .597 ksf OD: .597 ksf NAZ:-1 in NAX:-1.in A B D C .6DL+1 HL+.7E.. QA: .375 ksf QB: .375 ksf OC: .169 ksf OD: .169 ksf NAZ:-1 in NAX:76.56 in A B 1 DL+1 HL-.6WLX QA: .603 ksf QB: .603 ksf QC: .603 ksf QD: .603 ksf NAZ:-1 in NAX:-1 in A B A C 1 DL+1 HL-.7ELZ QA: .358 ksf QB: .358 ksf OC: .358 ksf OD: .358 ksf NAZ:-1 in NAX:-1 in A B D C 1 DL+1 HL -.525E.. QA: .477 ksf QB: .477 ksf QC: .631 ksf OD: .631 ksf NAZ•-1 in NAX: 171.875 in AB D C .6DL+1 HL+.7E.. QA: .215 ksf QB: .215 ksf OC: .215 ksf QD: .215 ksf .NAZ:-1 in NAX:-1 in A B J U 1 DL+1 HL-.6WLZ QA: .613 ksf QB: .613 ksf QC: .613 ksf QD: .613 ksf NAZ:-1 in NAX:-1 in AIIIIIIIIIIIIIIIIIIIIIM11 B 1 DL+1 HL-.45WL.. QA: .781 ksf QB: .781 ksf QC: .781 ksf OD: .781 ksf NAZ:-1 in NAX:-1 in AB D C 1 DL+1 HL -.525E.. QA: .597 ksf QB: .597 ksf QC: .597 ksf QD: .597 ksf NAZ:-1 in NAX:-1 in A B D C .6DL+1 HL -.7E.. QA: .055 ksf QB: .055 ksf QC: .261 ksf QD: .261 ksf NAZ:-1 in NAX:53.227 in RISAFoot Version 4.01 [C:\...\ ... \... \... \... \Jauregui Structure.fnd] Page 4 I Integrated Design Engineering 11-23-2015 Page 28 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG D - FTNG D Checked By: A� B D- C .6DL+1 HL -.7E.. QA: .215 ksf QB: .215 ksf QC: .215 ksf OD: .215 ksf NAZ:-1 in NAX:-1 in Footina Flexure Desian (Bottom Bars As -min x-dir (Top Flexure): 2.03 in^2 As -min x-dir (T & S): 1.361 in^2 As -min z-dir (Top Flexure): 2.03 in^2 As -min z-dir (T & S): 1.361 in^2 As -min x-dir (Bot Flexure): 2.03 in^2 As -min z-dir (Bot Flexure): 2.03 in^2 z -Dir As z -Dir As x -Dir As x -Dir As Mu-xx Mu-xx Required Provided Mu-zz Mu-zz Required Provided nasrrintinn ratP.nnrias anri Fartnrs W' Max Ik-ft) fin^2) 602) 11C Max Ik-ftl tin^2) fin^2) Strength .2DL+1.6RLL+1.6H.. .03035 1.53 .023 .785 .03035 1.53 .023 .785 IBC 16-1 1.4DL .00311 .16 .002 .785 .00311 .16 .002 .785 IBC 16-3 a.. .2DL+1.6RLL+1.6H..- .03035 1.53 .023 .785 .03035 1.53 .023 .785 IBC 16-3 b.. .2DL+1.6RLL+1.6H.. .01925 .97 .015 .785 .01925 .97 .015 .785 IBC 16-3 (b.. .2DL+1.6RLL+1.6H.. .01881 .95 .0.15 .785 .01881 .95 .015 .785 IBC 16-3 b.. .2DL+1.6RLL+1.6H.. .04144 2.08 .032 .785 .04144 2.08 .032 .785 IBC 16-3 b.. .2DL+1.6RLL+1.6H.. .04188 2.11 .032 .785 .04188 2.11 .032 .785 IBC 16-4 a.. 1.2DL+1 WLX+.5LL+. 0 0 0 .785 0 0 0 .785 IBC 16-4 a.. 1.2DL+1 WLZ+.5LL+.. 0 0 0 .785 0 0 0 .785 IBC 16-4 (a.. 1.2DL-1 WLX+.5LL+.. .03349 1.69 .026 .785 .03349 1.69 .026 .785 IBC 16-4 a.. 1.2DL-1 WLZ+.5LL+.. .03438 1.73 .027 .785 .03438 1.73 .027 .785 IBC 16-6 (b.. .9DL+1 WLX+.9HL 0 0 0 .785 0 0 0 .785 IBC 16-6 b.. .9DL+1 WLZ+.9HL 0 0 0 .785 0 0 0 .785 IBC 16-6 b.. .9DL-1 WLX+.9HL .02418 1.22 .019 .785 .02418 1.22 .019 .785 IBC 16-6 (b.. .9DL-1WLZ+.9HL .02507 1.26 .019 .785 .02507 1.26 .019 .785 IBC 16-7 b.. .9DL+1 ELX+.9HL .00643 .32 .005 .785 .01252 .63 .01 .785 IBC 16-7 (b.. .9DL+1 ELZ+.9HL .002 .1 .002 .785 .002 .1 .002 .785 IBC 16-7 b.. .9DL-1 ELX+.9HL 0 0 0 .785 .00364 .18 .003 .785 IBC 16-7 b.. .9DL-1 ELZ+.9HL .002 .1 .002 .785 .002 .1 .002 .785 IBC 16-12 (.. 1 DL+1 HL+.6WLX 0 0 0 .785 0 0 0 .785 IBC 16-12 .. 1 DL+1 HL+.6WLZ 0 0 0 .785 0 0 0 .785 IBC 16-13 .. 1 DL+1 HL+.45WLX+.. .00521 .26 .004 .785 .00521 .26 .004 .785 IBC 16-13 11 DL+1 HL+.45WLZ+.. .00481 .24 .004 .785 1 .00481 .24 .004 .785 IBC 16-15 .. .6DL+1HL+.6WLX 0 0 0 .785 0 0 0 .785 IBC 16-15 (.. .6DL+1 HL+.6WLZ 0 0 0 .785 0 0 0 .785 Footing Flexure Design (Top Bars) Description Categories and Factors Mu-xx(k-ft) z Dir As int Mu-zz (k -ft) x Dir As in') SW+OB 1SW+10B-(IBC 16-6..,IBC 16-6..) 1 .868 .013 .868 .013 Moment Capacity of Plain Concrete Section Along xx and zz= Ok-ft,Ok-ft Per Chapter 22 of ACI 318. RISAFoot Version 4.01 [C:\ ... \... \... \... \... \Jauregui Structure.fnd] Page 5 4�. Integrated Design Engineering 11-23-2015 Page 29 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG D - FTNG D Checked By: Overturning Check (Service) Descrintion Catenories and Factors Mn -YY fk-ft) Ms -YY tk-ft) Mn -77 !k -ft) Mc-» /k-ftl C).F-YY nqF-» Service 1 DL+1 LL+1 HL 0 7.681 0 7.681 NA NA IBC 16-8 1 DL 0 7.681 0 7.681 NA NA IBC 16-10 a 1 DL+1 HL+1 RLL 0 14.506 0 14.506 NA NA IBC 16-12 (a).. 1DL+1 HL-.6WLX 0 12.931 0 12.931 NA NA IBC 16-12 (a).. 1 DL+1 HL-.6WLZ 0 13.141 0 13.141 NA NA IBC 16-12 (b).. 1 DL+1 HL+.7ELX 0 8.906 .735 8.906 NA 12.118 IBC 16-12 (b).. 1 DL+1 HL+.7ELZ 0 7.681 1 0 . 7.681 NA NA IBC 16-12 (b).. 1 DL+1 HL-.7ELX 1.225 7.681 1.96 7.681 6.271 3.919 IBC 16-12 (b).. 1 DL+1 HL-.7ELZ 0 7.681 0 7.681 NA NA IBC 16-13 (a).. 1 DL+1 HL-.45WLX+.. 0 16.738 0 16.738 NA NA IBC 16-13 a .. 1 DL+1 HL-.45WLZ+.. 0 16.895 0 16.895 NA NA IBC 16-14 a .. 1 DL+1 HL+.525ELX+.. 0 13.719 .551 13.719 NA 24.887 IBC 16-14 (a).. 1 DL+1 HL+.525ELZ+.. 0 12.8 0 12.8 NA NA IBC 16-14 (a).. 1 DL+1 HL-.525ELX+.. .919 12.8 1.47 12.8 13.932 8.708 IBC 16-14 (a).. 1 DL+1 HL-.525ELZ+.. 0 12.8 0 12.8 NA NA IBC 16-15 a .. .6DL+1 HL-.6WLX 0 9.859 0 9.859 NA NA IBC 16-15 a .. .6DL+1HL-.6WLZ 0 10.069 0 10.069 NA IBC 16-15 (c).. .6DL+1 HL+.7ELX 0 5.834 .735 5.834 NA IBC 16-15 (c).. .6DL+1HL+.7ELZ 0 4.609 0 4.609 NA FNA IBC 16-15 (c).. .6DL+1HL-.7ELX 1.225 4.609 1.96 4.609 3.762 IBC 16-15 c .. .6DL+1HL-.7ELZ 0 4.609 0 4.609 NA Mo-xx: Governing Overturning Moment about AD or BC Ms-xx: Governing Stablizing Moment about AD or BC OSF-xx: Ratio of Ms-xx to Mo-xx RISAFoot Version 4.01 [C:\ ... \...\...\...\... \Jauregui Structure.fnd] Page 6 Integrated Design Engineering 11-23-2015 Page 30 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG E - FTNG E Checked By: Sketch 1.75 ft x Ai 12mM; ; < cLn ® s a sz �N -3 N 2 . D C 4.5 ft - Details 14 Tx, B #4@8 in i Ln Z #4@8 in D C 4.5 ft x Dir. Steel: 1.37 int (min)(7 #4) - - z Dir. Steel: 1.37 inZ (min)(7 #4) Bottom Rebar Plan M _ N M D -Footing Elevation C RISAFoot Version 4.01 [C:\ ... \...\...\...\... \Jauregui Structure.fnd] Page 1 A 117 Integrated Design Engineering 11-23-2015 Page 31 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG E - FTNG E Checked By: P9 in )9 in 4.5 ft 1.5 -.6 .1 RLL x Dir. Steel: 1.18 inZ (min)(6 #4) ELX .3 .6 z Dir. Steel: 1.18 int (min)(6 #4) WLX -9.8 6 Top Rebar Plan -11.7 -1.4' Geometry, Materials and Criteria Length :4.5 ft eX :0 in Gross Allow. Bearing :3 ksf (gross) Steel fy :60 ksi Width :4.5 ft eZ :0 in Concrete Weight :.145 k/ft^3 Minimum Steel :.002 Thickness :21 in pX :12 in Concrete f'c :2.5 ksi Maximum Steel :.0075 Height :0 in pZ :12 in Design Code : ACI 318-11 Rot. Angle :0 deg. Footing Top Bar Cover :3 in Overturning / Sliding SF :1 Phi for Flexure :0.9 Footing Bottom Bar Cover :3 in Coefficient of Friction :0.35 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 Loads P (k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Overburden (ksf) DL 1.5 -.6 .1 RLL 6 -2.8 ELX .3 .6 WLX -9.8 6 WLZ -11.7 -1.4' +P t—+Vx 4 — +Vz +Mx I I l A D D C D C +Mz +Over A D RISAFoot Version 4.01 [C:\ ... \... \... \... \... \Jauregui Structure.fnd] Page 2 Integrated Design Engineering 11-23-2015 Page 32 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG E - FTNG E Checked By: Soil Bearing Description Categories and Factors Gross Allow.(ksf) Max Bearing (ksf) Max/Allowable Ratio Service 1 DL+1 LL+1 HL 3 .497 B .166 IBC 16-8 1 DL 3 .497 B .166 IBC 16-10 a 1 DL+1 HL+1 RLL 3 1.116 B .372 IBC 16-12 (a).. 1DL+1 HL-.6WLX 3 1.202 C .401 IBC 16-12 (a).. IDL+1 HL-.6WLZ 3 .802 A .267 IBC 16-12 (b).. IDL+IHL+.7ELX 3 .556 (B) .185 IBC 16-12 (b).. IDL+IHL+.7ELZ 3 .497 B .166 IBC 16-12 (b).. iDL+1HL-.7ELX 3 .535 (C) .178 IBC 16-12 (b).. 1 DL+1 HL-.7ELZ 3 .497 B .166 IBC 16-13 a .. 1DL+1 HL-.45WLX+.75LL+.. 3 1.49 C .497 IBC 16-13 a .. 1 DL+1 HL-.45WLZ+.75LL+.. 3 1.149 B .383- 383-IBC IBC16-14 a .. 1 DL+1 HL+.525ELX+.75LL.. 3 1.005 B .335 IBC 16-14 (a).. 1 DL+1 HL+.525ELZ+.75LL.. 3 .961 (B) .32 IBC 16-14 a .. 1 DL+1 HL-.525ELX+.75LL.. 3 .99 C .33 IBC 16-14 a .. 1DL+1 HL-.525ELZ+.75LL.. 3 .961 B .32 IBC 16-15 a .. .6DL+1 HL-.6WLX 3 1.003 C .334 IBC 16-15 a .. .6DL+1 HL-.6WLZ 3 .659 A .22 IBC 16-15 (c).. .6DL+1 HL+.7ELX 3 .357 (B) .119 IBC 1.6-15 (c).. .6DL+1 HL+.7ELZ 3 .298 B .099 IBC 16-15 (c): .6DL+1 HL-.7ELX 3 .336 C .112 IBC 16-15 (c).. .6DL+1 HL-.7ELZ 3 .298 B .099 RISAFoot Version 4.01 [C:\ ... \...\...\...\... \Jauregui Structure.fnd] Page 3 Integrated Design Engineering 11-23-2015 Page 33 Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG E - FTNG E Checked By: A® B A F 1 DL+1 LL+1 HL QA: .359 ksf OB: .497 ksf QC: .497 ksf QD: .359 ksf NAZ:194.081 in NAX:-1 in A® B D� C 1 DL+1 HL+.7ELX QA: .417 ksf OB: .556 ksf GIC: .459 ksf OD: .321 ksf NAZ:217.031 in NAX:310.044 in A® B 1 DL+1 HL-.45WL.. OA: .672 ksf OB: 1.149 ksf QC: 1.149 ksf OD: .672 ksf NAZ:130.016 in NAX:-1 in A� B A F .6DL+1 HL -.6W.. QA: .091 ksf QB: .174 ksf QC: 1.003 ksf QD: .92 ksf NAZ:653.081 in NAX:65.308 in A B D C IDL QA: .359 ksf OB: .497 ksf OC: .497 ksf OD: .359 ksf NAZ:194.081 in NAX:-1 in A B D C 1 DL+1 HL+.7ELZ QA: .359 ksf QB: .497 ksf QC: .497 ksf QD: .359 ksf NAZ:194.081 in NAX:-1 in A B D C 1 DL+1 HL+.525E.. QA: .383 ksf QB: 1.005 ksf QC: .933 ksf ' OD: .31 ksf NAZ: 87.24 in N AX:747.769 in AB D C .6DL+1 HL -.6W.. QA: .659 ksf QB: .548 ksf QC: .548 ksf . QD: .659 ksf NAZ:321.543 in NAX:-1 in A B D C 1 DL+1 HL+- RLL. QA: .332 ksf OB: 1.116 ksf OC: 1.116 ksf OD: .332 ksf NAZ:76.905 in NAX:-1 in' A B D C 1 DL+1 HL-.:'ELX QA: .3 ksf QB: .438 1of OC: .535 kaf OD: .397 ksf NAZ: 208.9c 1 in NAX:298.4:2 in A® B F 1 DL+1 HL+.s25E.. OA: .339 k.af QB: .961 ksf . OC: .961 kaf OD: .339 k -0f NAZ:83.41E in NAX:-1 in A B D C .6DL+1 HL+JE.. OA: .274 ksf OB:, .357 ksf OC: .26 kst QD: .177 ksf NAZ:232.331 in NAX:199.14 in A B D C 1 DL+1 H L-.6 W LX QA: .234 ksf QB: .373 ksf QC: 1.202 ksf QD: 1.064 ksf NAZ:469.481 in NAX:78.247 in A B D C 1 DL+1 HL-.7ELZ QA: .359 ksf QB: .497 ksf QC: .497 ksf QD: .359 ksf NAZ:194.081 in NAX:-1 in A B D C 1 DL+1 HL -.525E.. QA: .295 ksf QB: .917 ksf OC: .99 ksf QD: .367 ksf NAZ: 85.89 in - NAX:736.198 in A B D C .6DL+1 HL+.7E.. QA: .215 ksf QB: .298 ksf OC: .298 ksf QD: .215 ksf NAZ:194.081 in NAX:-1 in A B D C 1 DL+1 HL-.6WLZ QA: .802 ksf OB: .747 ksf QC: .747 ksf OD: .802 ksf NA2:783.166 in NAY: -1 in A B D C 1 DL+1 HL-.45WL.. QA: .246 ksf QB: .868 ksf QC: 1.49 ksf QD: .868 ksf NAZ:129.315 in NAX:129.315 in A B D C 1 DLr1 HL -.525E.. QA: .339 ksf OB: .961 ksf QC: .961 ksf OD: .339 ksf, NAM 83.415 in NA)t-1 in A B D C .6DL+1 HL -.7E.. QA: .156 ksf QB: .239 ksf QC: ..336 ksf QD: .253 ksf NAZ:218.831 in NAX 187.569 in RISAFoot Version 4.01 [CA ... \... \... \... \... Wauregui Stracture.fnd] Page 4 r' Company INTEGRATED DESIGN ENGINEERING November 23, 2015 - Designer ACG Job Number : FTNG E - FTNG E Checked By: A B D C .6DL+I HL -3E.. QA: .215 ksf QB: .298 ksf QC: .298 ksf QD: .215 ksf NAZ:194.081 in NAX:-1 in Footina Flexure Desian (Bottom Bars As -min x-dir (Top Flexure): 3.15 W2 As -min x-dir (T & S): 2.041 W2 As -min z-dir (Top Flexure): 3.15 inA2 As -min z-dir (T & S): 2.041 inA2 As -min x-dir (Bot Flexure): 3.15 inA2 1.374 As -min z-dir (Bot Flexure): 3.15 inA2 3.88 .049 z -Dir As z -Dir As x -Dir As x -Dir As Mu-xx Mu-xx Required Provided Mu-zz Mu-zz Required Provided Description Cateoories and Factors UC Max (k -ft) (in ^2) (in A2) UC Max (k -ft) (in ^2) (in ^2) Strength .2DL+1.6RLL+1.6H.. .06544 6.94 .088 1.374 .03659 3.88 .049 1.374 IBC 16-1 1.4DL .0114 1.21 .015 1.374 .00674 .71 .009 1.374 IBC 16-3 a.. .2DL+1.6RLL+1.6H.. .06544 6.94 .088 1.374 .03659 3.88 .049 1.374 IBC 16-3 b.. .2DL+1.6RLL+1.6H.. .04983 5.28 .067 1.374 .03761 3.99 .051 1.374 IBC 16-3 (b.. .2DL+1.6RLL+1.6H.. .05054 5.36 .068 1.374 .01781 1.89 .024 1.374 IBC 16-3 b.. .2DL+1.6RLL+1.6H.. .08117 8.6 .109 1.374 .06896 7.31 .093 1.374 IBC 16-3 (b.. .2DL+1.6RLL+1.6H.. .08033 8.52 1 .108 1.374 .05537 5.87 .075 1.374 IBC 16-4 a.. 1.2DL+1 WLX+.SLL+. .00956 1.01 .013 1.374 .05449 5.78 .073 1.374 IBC 16-4 a.. 1.2DL+I WLZ+.SLL+.. .02251 2.39 .03 1.374 0 0 0 1.374 IBC 16-4 (a.. 1.2DL-1 WLX+.5LL+.. .05862 6.21 .079 1.374 .08015 8.5 .108 1.374 IBC 16-4 a.. 1.2DL-1 WLZ+.5LL+.. .05695 6.04 .077 1.374 .05296 5.61 .071 1.374 IBC 16-6 (b.. .9DL+1 WLX+.9HL .00891 .94 .012 1.374 .09904 10.5 .134 1.374 IBC 16-6 b.. .9DL+1 WLZ+.9HL .03202 3.4 .043 1.374 0 0 0 1.374 IBC 16-6 b.. .9DL-1 WLX+.9HL .03878 4.11 .052 1.374 .06907 7.32 .093 1.374 IBC 16-6 (b.. .9DL-IWLZ+.9HL .04666 4.95 .063 1.374 .04189 4.44 .056 1.374 IBC 16-7 b.. .9DL+IELX+.9HL .00829 .88 .011 1.374 .00862 .91 .012 1.374 IBC 16-7 (b.. .9DL+1 ELZ+.9HL .00733 .78 .01 1.374 .00433 .46 .006 1.374 IBC 16-7 b.. .9DL-1 ELX+.9HL .00637 .67 .009 1.374 .0067 .71 .009 1.374 IBC 16-7 b.. .9DL-1ELZ+.9HL .00733 .78 .01 1.374 .00433 .46 .006 1.374 IBC 16-12 (.. 1 DL+1 HL+.6WLX 0 0 0 1.374 .02331 2.47 .031 1.374 IBC 16-12 .. 1 DL+1 HL+.6WLZ 0 0 0 1.374 0 0 0 1.374 IBC 16-13 .. 1 DL+1 HL+.45WLX+.. .0203 2.15 .027 1.374 .0203 2.15 .027 1.374 IBC 16-13 (.. 1 DL+1 HL+.45WLZ+.. .02083 2.21 .028 1.374 .00236 .25 .003 1.374 IBC 16-15 .. .6DL+1 HL+.6WLX .00594 .63 .008 1.374 .05943 6.3 .08 1.374 IBC 16-15 (.. .6DL+1 HL+.6WLZ .01981 2.1 .027 1.374 0 0 0 1.374 Footina Flexure Desian (TOD Bars Description Categories and Factors Mu-xx(k-ft) z Dir As int Mu-zz (k -ft) x Dir As in Z) SW+OB 1 SW+1 OB -(IBC 16-4..,I13C 16-4..) 2.438 1 .031 1 2.438 1 .031 Moment Capacity of Plain Concrete Section Alona xx and zz= Ok-ft.Ok-ft Per Chanter 22 of ACI 318. RISAFoot Version 4.01 [C:\ ... \... \... \... \... \Jauregui Structure.fnd] Page 5 Integrated Design Engineering 11-23-2015 Page 39 - Company INTEGRATED DESIGN ENGINEERING November 23, 2015 Designer ACG Job Number : FTNG E - FTNG E Checked By: Overturninp Check (Service) Descrintion Categories and Fartnrs Mn-YY (k-ftl Mc-xx lk-ftl Mn-77 (k-ftl Mc-» lk-fn (SRF-YY OqF-» Service 1 DL+1 LL+1 HL 1.05 19.493. 0 19.493 18.565 ` NA IBC 16-8 1 DL 1.05 19.493 0 19.493 18.565 NA IBC 16-10 a 1 DL+1 HL+1 RLL- 5.95 32.993 0 32.993 5.545 NA IBC 16-12 (a).. 1 DL+1 HL-.6WLX 1.05 32.723 6.3 32.723 31.165 5.194 IBC 16-12 (a).. 1 DL+1 HL-.6WLZ 1.47 36.338 0 35.288 24.72 NA IBC 16-12 (b).. 1 DL+1 HL+.7ELX 1.05 19.965 .735 19.965 19.015 27.164 IBC 16-12 (b).. 1 DL+1 HL+.7ELZ 1.05 19.493 0 19.493 - 18.565 NA IBC 16-12 (b).. 1 DL+1 HL-.7ELX 1.523 19.493 1.208 19.493 12.803 16.143 IBC 16-12 (b).. 1 DL+1 HL-.7ELZ 1.05 19.493 0 19.493 18.565 NA IBC 16-13 (a).. 1 DL+1 HL-.45WLX+.. 4.725 39.54 4.725 39.54 8.368 8.368 IBC 16-13 a .. 1 DL+1 HL-.45WLZ+.. 4.725 42.566 0 41.464 9.009 NA IBC 16-14 a .. 1 DL+1 HL+.525ELX+.. 4.725 29.972 .551 29.972 6.343 54.371 IBC 16-14 (a).. 1 DL+1 HL+.525ELZ+.. 4.725 29.618 0 29.618 6.268 NA IBC 16-14 (a).. 1 DL+1 HL-.525ELX+.. 5.079 29.618 .906 29.618 5.831 32.704 IBC 16-14 (a).. 1 DL+1 HL-.525ELZ+.. 4.725 29.618 0 29.618 6.268 NA IBC 16-15 (a).. .6DL+1 HL-.6WLX .63 24.926 6.3 24.926 39.565 3.956 IBC 16-15 (a).. .6DL+1 HL-.6WLZ 1.47 28.121 0 27.491 19.13 NA IBC 16-15 (c).. .6DL+1 HL+.7ELX .63 12.168 .735 12.168 19.315 16.555 IBC 16-15 (c).. .6DL+1 HL+.7ELZ .63 11.696 0 11.696 18.565 NA IBC 16-15 (c).. .6DL+1HL-.7ELX 1 1.103 11.696 1.208 11.696 10.608 9.686 IBC 16-15 (c).. .6DL+1HL-.7ELZ 1 .63 11.696 0 11.696 18.565 NA Mo-xx: Governing Overturning Moment about AD or BC Ms-xx: Governing Stablizing Moment about AD or BC OSF-xx: Ratio of Ms-xx to Mo-xx RISAFoot Version 4.01 [C:\ ... \...\...\...\... \Jauregui Structure.fnd] Page 6 Display Sections for Member Calcs 5 Integrated Design Engineering 11-23-2015 Page 36 100 Mesh Size in �N y1r - Company INTEGRATED DESIGN ENGINEERING Designer ACG Job Number Model Name : Jaure ui Storage Building Nov 23, 2015 . 9:47 AM Checked By: 3 Max Iterations • (Global) Model Settings Merge Tolerance in Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 100 Mesh Size in 12 Sub rade Modulus k/ft^3 300 Allowable Bearing ksf) (Gross Allowable 3 Max Iterations • 10 Merge Tolerance in .12 Solver , ? � 0 ` . ' Sparse Accelerated Coefficient of Friction 1.4 No. of Shear Regions 4 . Shear Region Spacing, Increment in 4 Min 1 Bar Dia Spacing for Beams? No Optimize footings for OTM / Sliding? ,Yes Parme Beta Factor .65 Concrete Stress Block _ . _ ._ Rectangular . Concrete Rebar Set _ ASTM A615 Concrete Code ` ,`o ACI 318-11 Load Combinations I nhal Rnlvo Ramiro GRIF CF R Fa Raton Fn Ratan Fa R Fa R Fn R Fn R Fa R Fa R F R F RISAFoundation Version 8.0.0[CA ... \...\...\...\... \Jauregui Structure.fnd] Page 1 �_—mn_-�------5----■E■■, ®OM®M� ® M®®MM.M...®N®■' ®®�®®M®-®M®--MME5■N RISAFoundation Version 8.0.0[CA ... \...\...\...\... \Jauregui Structure.fnd] Page 1 �A FTNG E Y Integrated Design Engineering 11-23-2015 Page 37 2 FTNG E Z .6 `r'° FTNG A + H Company INTEGRATED DESIGN ENGINEERING Nov 23, 2015 4 �3 Designer ACG 9:47 AM 5 x#. �i.r .� Job Number Checked By: 6 FNTG C Model Name :Jauregui Storage Building Load Combinations (Continued) I 'k-1 C! -I.,- C.. r. d.... ASIC cc ®���■gym®m0[E[f�m®�®®®■■■■■■■■ FTNG E Y 1.5 2 FTNG E Z .6 3 FTNG A + H Y .4 4 FTNG A Y .4 5 FTNG B Y 1 6 FNTG C Y = 2 7 FTNG D Y .5 8 FTNG A + H X .7 - 9 FNTG C X .7 10 FTNG D X .7 _ 11 FTNG D Y 1 12 FNTG C Y 1 13 FTNG A+ H X 2.3 14 FNTG C X 2.3 m���■■®mom®�®®■■®■i�■�■■■■i■e■■ Point Loads and Moments (Cat 1 : DL) • 1 �L.nl (lire Minn AA.... r.if...A..fL L Hl 1 FTNG E Y 1.5 2 FTNG E Z .6 3 FTNG A + H Y .4 4 FTNG A Y .4 5 FTNG B Y 1 6 FNTG C Y = 2 7 FTNG D Y .5 Point Loads and Moments (Cat 6: RLL) 1 �k.l flirenfinn hA--- If.,.Anfl, L_Hl 1 FTNG E Z 2.8 2 FTNG E Y 6 3 FTNG A Y 1.9 4 FTNGA+H- Y 1.9 5 FNTG C Y 1.1 6 FTNG D Y 3.9 7 FTNG B Y 5.9 Point Loads and Moments (Cat 26: ELX) ' I �tiel flirnnfin.. KAnnnif...Anf1. I. 41 1 FTNG E X .6- 2 FTNG E Y .3 3 FTNG A Y .5 4 FTNG A X .7 5 FTNG B X .7 6 FTNG B Y g 7 FTNG A + H Y .5 8 FTNG A + H X .7 - 9 FNTG C X .7 10 FTNG D X .7 _ 11 FTNG D Y 1 12 FNTG C Y 1 13 FTNG A+ H X 2.3 14 FNTG C X 2.3 Point Loads and Moments (Cat 27: ELY) Label Direction Ma nitude k k -ft 1 FTNG A Y 77777777 .5 RISAFoundation Version 8.0.0 [C:\...\ ... \...\...\... \Jauregui Structure.fnd] Page 2 R Point Loads and Moments (Cat 31 : WLZ) I �hol flirorfinn �Annnifnrleflr 4_frl 1 Lanel vrection ma numae K K -Ti 1 FTNG E Integrated Design Engineering 11-23-2015 Page 38a ' 2 ,,�. . -FTNG A'' ,, �: X_"` ":" 1.5- r ° Company INTEGRATED DESIGN ENGINEERING Nov 23, 2015 4 1� Designer ACG Job Number 9:47 AM Checked By: 4 Lt 4 Storage Jaure ui Model Name Building 9 9 9 Y -9.8 6 ~ FTNG A, Y Point I nanlc and MnmAnta /rat 94 • Wi Y► FTNG B Y Point Loads and Moments (Cat 31 : WLZ) I �hol flirorfinn �Annnifnrleflr 4_frl 1 Lanel vrection ma numae K K -Ti 1 FTNG E X 6 2 ,,�. . -FTNG A'' ,, �: X_"` ":" 1.5- 3 FTNG A+ H X 4 4' FNTG C ti _ . X 4 5 FTNG E Y -9.8 6 ~ FTNG A, Y -3.8 - 7 FTNG B Y -5.2 - 8 . : FTNG A+ H' -.' Y`' -1.4 9 FNTG C Y-1.5 .-.785 10 :FTNG D` .. AY- - a 5 Point Loads and Moments (Cat 31 : WLZ) I �hol flirorfinn �Annnifnrleflr 4_frl 1 FTNG E Y .982 2 ''`FTNG D„ • : *, Y . ... 5.2 3 FNTG C Y -1.6 4 FTNG Ar Y- . -2.6 ` 5 FTNG A + H Y -2.8 6' - ..FTNG B ` Y _ --6:5 FTNG E 7 FTNG E Z 1.4 Footiny/Pile Cap Rebar Parameters Footing Steel .Ininf Fnntinn Rnt v Rteelfin A91 RM , RteelfinA91 Tnn v Cteelfin Tnn 7 Cfeelfin Pert I non Pert Ch- 1 FNTG C FTNG C' .982 .785 -.785 .785 2 FTNG'B FTNG B� _-.785 .785 . -.785 -, .785- w 3 FTNG A FTNG A .785 .589 -.589 .589 FTNG A FTNG A FTNG E FTNG E -,1.374 _ . ._ 1.374 1.178 .. 1.178-,F - ; 5 FTNG A + H Footing A+H 1.374 1.374 1.374 1.374 6 FTNG D 1 FTNG D t' • :785 ;, :785 .-.785 .785'1 - .. Footing Geometry _ .Ininf Fnnfinn I onnthfftl Wirlfhrftl Thir•Irne—rinl evfinl —finl Pe.feetel 4Jffinl Pert Y.fimfi.,l Pe.f 7.limri..1 .1 FNTG C FTNG C 4 4 180 0 0 12 12 `2 -FTNG B FTNG B 3, } 3": 20 . 7. -0 M - 0 p" 12 _' 12 3 FTNG A FTNG A 3 3 18 0 0 0 12 12 4- •FTNG E' FTNG E - '4.5 :'4.5 `. 21 0. 0 ` 0. 12 -,12 5 FTNG A + H Footing A+H . 5.5- 5.5 21 0 0 0 12 12 6 1 FTNQ D FTNG D. 3.5 3.5 18 - 0' 0 RISAFoundation Version 8.0.0[CA ... \...\.:.\... \...\Jauregui Structure.fnd] Page 3 X44 hpy j�,jy l3[ps Tt q—' t/,Enclosed,ln h�e ta- Assessor's !Parcel.#.-Qj,,f-'A envelope are the following items:. p� c a f Residential Construction Req. C4. Title 24 Energy •=� Engineered Truss details. Strt�ctara.i calculations Soils Investigation Report _____ CDP/Ca! Fire CDC M -Information Flood F-�evatien Certificate/Flood plain Declaration ° ep ''inspection. SheetSperia;�juc.207 , �C For, Slope Setback attachment = mel i - . R h❑° e' - -_a eOlt -