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HomeMy WebLinkAboutB17-1202 009-330-009L1 '4, 4 TOM & SUSAN HAURY ELITE STEEL BUILDING SYSTEMS 1k1V-LERECAI*#4 BUILDINCS A f -q L..J I= K= F= COMPANY Provide special inspection reports to the Building Inspector for review and approval prior to final building field inspection CBC SECTION 1704 SPECIAL INSPECTION REQUIRED See attached Special Inspection Note BUTTE COUNI Ty BUILDING DIVISION PW , � \ ED P1 ITTE MHKITY DEVELOOP ,ENIT SERVICES 10011 - r -j (! 01 F -j E ..� DATE By Richard Maddox 5/17/2017 1 am approving these drawings r r � wt �r L1 '4, 4 TOM & SUSAN HAURY ELITE STEEL BUILDING SYSTEMS 1k1V-LERECAI*#4 BUILDINCS A f -q L..J I= K= F= COMPANY Provide special inspection reports to the Building Inspector for review and approval prior to final building field inspection CBC SECTION 1704 SPECIAL INSPECTION REQUIRED See attached Special Inspection Note BUTTE COUNI Ty BUILDING DIVISION PW , � \ ED P1 ITTE MHKITY DEVELOOP ,ENIT SERVICES 10011 - r -j (! 01 F -j E ..� DATE By Richard Maddox 5/17/2017 1 am approving these drawings BUiLtiING ERECTION NOTES 1. THE METAL BUILDING SUPPLIER ASSUMES NO RESPONSIBILITY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION. 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSITE. - 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO RESIST ALL OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS AND LOAD COMBINATIONS MUST BE USED TO DETERMINE THE DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS. 4. REINFORCING BARS, WIRE MESH, ANCHOR ROD SHEAR ANGLES, TIE RODS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN. THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED BY HAIRPINS, TIE RODS, BUTTRESSES, OR 'OTHER DEPENDABLE MEANS. 5. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL, OR WHERE FILL IS USED, THE FILL MUST BE PROPERLY COMPACTED OR THE FOOTING SHALL EXTEND TO THE NATURAL GRADE. IN ALL CASES THE FOOTING SHALL EXTEND AT LEAST 6 INCHES BELOW THE LOCAL FROST LINE. 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB, AS SPECIFIED BY THE FOUNDATION DESIGNER. 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE, LEVEL AND SMOOTH. ANCHOR RODS SHALL BE ACCURATELY SET TO A TOLERANCE +/-1/16 INCH ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A +/-1/8 INCH TOLERANCE. 8. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE STRENGTH OF 2500 P.S.I. AT 28 DAYS. 9. UNLESS EXPLICITLY NOTED OTHERWISE, ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR RODS), OTHER MATERIALS, AND LABOR SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. 10. ANCHOR RODS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE, DIAMETER AND QUANTITY. 11. THE EMBEDMENT OF THE ANCHOR RODS IN THE CONCRETE AND CONFIRMING ADEQUACY OF ANCHOR ROD EDGE DISTANCE IS THE RESPONSIBILITY OF THE FOUNDATION DESIGNER. THE FRAME REACTIONS ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. 12. ALL ANCHOR RODS SHALL BE ASTM F15S4 GRADE 36 OR EQUAL IN ORDER TO CONFORM TO THE METAL BUILDING SUPPLIER'S DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES GIVEN IN THE AISC MANUAL OF STEEL CONSTRUCTION. 13. ANCHOR ROD DIAMETERS FOR THE PRIMARY FRAMING AND ENDWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE ANCHOR BOLT PLAN. ANCHOR RODS FOR FRAMED OPENINGS SHALL BE 1/2 INCH DIAMETER UNLESS OTHERWISE NOTED. BASIC MATERIAL SPECIFICATIONS PRIMARY FRAMING STEEL STEEL FOR MILL -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A 36, ASTM A 572 GRADE 50 OR 55, OR ASTM A 992. STEEL FOR ALL BUILT-UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING: A. ASTM A 1011 SS, GRADE 55 B. ASTM A 1011 HSLAS, GRADE 55, CLASS 1 C. ASTM A 572 GRADE 55 D. ASTM A 529 GRADE 55 STEEL FOR ENDWALL "C" SECTIONS SHALL CONFORM TO ASTM A 1011 SS, GRADE 55, OR HSLAS, GRADE 55, CLASS 1. STEEL FOR ROUND PIPE SECTIONS SHALL CONFORM TO ASTM A 500 GRADE B, 42 KSI. SECONDARY FRAMING STEEL STEEL USED TO FORM PURLINS, GIRTS, EAVE STRUTS AND "C" SECTIONS SHALL CONFORM TO ASTM A1011 SS, GRADE 55, OR HSLAS GRADE S5, CLASS 1, OR IF GALVANIZED SHALL CONFORM TO ASTM A653 SS, GRADE 55, G90 OR HSLAS, GRADE 55, CLASS 1, G90. ROOF AND WALL PANEL MATERIAL EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING: PANEL MATERIAL SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 80. MATERIAL MAY BE EITHER 26 OR 24 GAGE. PANEL MATERIAL SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 50, CLASS 1. MATERIAL MAY BE EITHER 24 OR 22 GAGE. PANEL MATERIAL SHALL BE ZINC -COATED (GALVANIZED) STEEL, COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 SS, GRADE 80, CLASS 1 OR CLASS 2, OR HSLAS, GRADE 80. MATERIAL MAY BE EITHER 26 OR 24 GAGE. PANEL MATERIAL SHALL BE ZINC -COATED (GALVANIZED) STEELY COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 SS, GRADE 50, CLASS 1 OR CLASS 3, MATERIAL MAY BE EITHER 24 OR 22 GAGE. BRACE MATERIALS: BRACE CABLES: ASTM A 475,7 -STRAND EHS WIRE CABLE BC4 = 1/4" DIA.(7mm) BC5 = 5/16" DIA.(8mm) BC6 = 3/8" DIA.(10mm) BC8 =1/2" DIA.(13mm) BRACE RODS: ASTM A 572,50 KSI (UPSET THREADS) BR5 = 5/8" DIA.(16mm) BR6 = 3/4" DIA.(20mm) BR7 = 7/8" DIA.(23mm) BR8 =1" DIA.(26mm) OR ASTM A 529, 50 KSI (CUT THREADS) BR9 =11/8" DIA.(29mm) BRIO = 11/4" DIA.(32mm) BR11=13/8" DIA.(35mm) BR12 =11/2" DIA.(39mm) STRUCTURAL PRIMER NOTE: "SHOP COAT PRIMER IS INTENDED TO PROTECTTHE STEEL FRAMING DURING TRANSPORTATION TO THE JOBSITE AND FOR NOT MORE THAN 45 DAYS FROM THE APPLICATION. STORAGE IN EXTREME COLD TEMPERATURES OR WINTER SNOW CONDITIONS, INCLUDING TRANSPORTATION ON SALTED OR CHEMICALLY TREATED ROADS WILL ADVERSELY AFFECT THE DURABILITY AND LONGEVITY OF THE PRIMER. THE COAT OF SHOP PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. MINOR ABRASIONS TO THE SHOP COAT PRIMER CAUSED BY HANDLING, LOADING, SHIPPING, UNLOADING AND ERECTION ARE UNAVOIDABLE AND ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING SUPPLIER. ABC IS NOT RESPONSIBLE FOR THE DETERIORATION OF THE PRIMER OR CORROSION THAT MAY RESULT FROM NEITHER ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING." "ASA MINIMUM AND SECONDARY TO MORE STRENUOUS JOB SPECIFIC REQUIREMENTS, PROJECTS LOCATED IN CANADA MUST BE ERECTED WITHIN TOLERANCES AS DEFINED IN SECTION 29.7 OF SPECIFICATION 516.01 AND PROJECTS IN OTHER LOCATIONS MUST BE ERECTED WITHIN TOLERANCES AS DEFINED IN THE LATEST EDITION OF THE METAL BUILDING SYSTEMS MANUAL, PUBLISHED BY THE MBMA." CONSTRUCTION BRACING NOTE: TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSEWORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION IS TO BE DETERMINED, FURNISHED AND INSTALLED BY THE ERECTOR. THESE SUPPORTS MUST SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED RESULTING FROM WIND AND OR SEISMIC ACTIVITY AND AGAINSTTHE LOADS RESULTING FROM THE ERECTION OPERATION. ERECTOR NOTE FIELD WORK (TRIMMING, DRILLING, WELDING, ETC.) MAY BE REQ'D FOR CERTAIN CONDITIONS. ABC WILL NOT BE LIABLE FOR ADDITIONAL ERECTION COSTS DUE TO THIS WORK. CONDITIONS EFFECTED MAY INCLUDE (BUT ARE NOT LIMITED TO): ALL SHEETING PANELS LESS THAN 1'0 IN LENGTH WILL HAVE TO BE FIELD CUT FROM PANELS PROVIDED AS NOTED ON ERECTION DWGS, SOME PORTAL FRAME KNEE BRACES REQUIRE FIELD WELDING OR DRILLING FOR CONNECTION AT RAFTER, FLUSH GIRT/PURLIN CONDITIONS MAY NEED TO BE SLOTTED TO ACCOMMODATE X -BRACING, "KICKER" BRACES AT OPEN ENDWALLS MAY REQUIRE FIELD DRILLED HOLES AT CONNECTION TO PURLINS, ANGLE X -BRACING MAY REQUIRE FIELD WELDING ATTHE COLUMN BASE, ALL JOBS WITH JOISTS WILL LIKELY REQUIRE SOME FIELD WELDING (REGARDLESS OF BOLTED CONNECTIONS) ABC -ATLANTIC DIVISION 6115 COCA COLA BLVD. COLUMBUS, GA 31909 PHONE: (706) 562-8020 FAX: (706)562-8017 ABC - MIDWEST DIVISION 901 WEST MAIN STREET EL �309) PHONE: 527-1500 FAX: (309) 527.1522 ABC - SOUTH DIVISION 1150 STATE DOCKS RD. EUFAULA, AL 36027 PHONE: (334) 687-2032 FAX: (334) 688-2200 ABC - WEST DIVISION 2260 TENAYA DRIVE MODESTOI CA 95354 PHONE: (209) 236-0580 FAX: (209) 236-0588 TAKING CARE OF OUR CUSTOMERS FOR FIELD ISSUES CALL GREG SANTUCCI or JOHN SILVEIRA (775) 887 - 2931 WestQSR@AmericanBuildings.com THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS FURNISHED BY AMERICAN BUILDINGS COMPANY FOR THE REFERENCED BUILDING HAVE BEEN DESIGNED IN OUR MODESTO, CA OFFICE FOR FABRICATION IN OUR CARSON CITY, NV PLANT. IN ADDITION TO THE DEAD LOAD (D) OF THE BUILDING COMPONENTS, THE MEMBERS ARE DESIGNED ON THE FOLLOWING DESIGN BASIS: COLLATERAL LOAD (C) 4 psf on Roof Members 4 psf On Supporting Frames ROOF LIVE LOAD (Lr) 20 psf on Roof Members With Reduction On Supporting Frames As Permitted By Code SNOW LOAD (S) 0 psf Roof Snow Load Roof Exposure Condition = Fully Exposed Thermal Condition = Unheated and open air structures 0 psf Ground Snow Load Thermal Factor= 1.2 Snow Exposure Factor = 0.9 Snow Importance Factor = 1.0 WIND LOAD (W) Exposure (Surface Roughness) Category = C 110 mph Ultimate Design Wind Speed (3 -second gust) 85.21 mph Nominal Design Wind Speed (3 -second gust) 72 mph Serviceability Design Wind Speed (3 -second gust) Enclosure Classification = Enclosed Buildings Internal Pressure Coefficients = +0.18 and -0.18 Design Pressure for Wall Components and Cladding = +24.47 psf and -32.63 psf SEISMIC LOAD (E) Equivalent Lateral Force Procedure 60 %g 0.2s Short Period Spectral Response Acceleration S(s) 27.4 %g 1.Os Spectral Response Acceleration S(1) Site Classification = D Seismic Importance Factor = 1.0 Seismic Design Category = D Seismic Design Short Period Acceleration, Sds = 0.528g Seismic Design 1 Sec Period Acceleration, Sd1 = 0.338g R(X-Bracing) = 3.25 R(Rigid Frame) = 3.25 State = California County = Butte Risk Category of Building = II. All buildings and other structures except those listed in Risk Categories I, III, and IV NOTES: 1. ROOF DESIGN IS BASED ON THE LARGER OF LIVE LOAD OR ROOF SNOW LOAD. 2. ALL WELDING MUST BE PERFORMED BY AWS QUALIFIED WELDERS FOR THE WELDING PROCESSES AND POSITIONS TO BE USED. ALL WELDING AND WELD PREP MUST BE COMPLETED AND VISUALLY INSPECTED TO AWS ACCEPTANCE CRITERIA (TABLE 6.1) IN ACCORDANCE WITH THE APPLICABLE AWS STANDARD. WELD ELECTRODES USED FOR ALL FIELD WELD PROCESSES MUST BE SELECTED FROM TABLE 3.1 IN AWS D1.1 FOR GROUP II MATERIAL GREATER THAN OR EQUAL 0.125" THICK OR TABLE 1.2 IN AWS D1.3 FOR MATERIAL LESS THAN 0.125" THICK AND ALL FILLER MATERIAL MUST HAVE A Fu OF 70 KSI. AMERICAN BUILDINGS COMPANY SERVICEABILITY STANDARDS (2006 MBMA MANUAL CRITERIA) WILL BE USED FOR DESIGN AND FABRICATION OF YOUR ORDER. THE ABOVE DESIGN LOADS ARE APPLIED IN ACCORDANCE WITH THE 2015 INTERNATIONAL BUILDING CODE. THE DESIGN IS IN GENERAL ACCORDANCE WITH 2010 AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND 2012 AISI NASPEC NORTH AMERICAN COLD -FORMED STEEL SPECIFICATION. THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY AMERICAN BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS, WINDOWS, LOUVERS, TRANSLUCENT PANELS AND VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED, ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY AMERICAN BUILDINGS COMPANY SUCH AS FOUNDATIONS, MASONRY WALLS, MECHANICAL EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH AMERICAN BUILDINGS COMPANY'S "GENERAL ERECTION GUIDE" AND THE JOB ERECTION DRAWINGS. THE DRAWINGS LISTED ON THIS SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION. 1. UNIFORM BUILDING CODE (ICBO) - #FA -285 -CARSON CITY, NEVADA PLANT. TOM & SUSAN HAURY 1664 GRACE ROAD GRIDLEY, CA 95948 ELITE STEEL BUILDING SYSTEMS NO RELEASE /REVISION� DWN: / CKD_� ENGRI DATE 01 RELEASE /REVISION I DWN: / CKD: I ENGRI DATE 0 PLANS FOR PERMITS JT / VDF105/16/2017r SHEET NUMBER STATUS DATE REV. NO. C-1 FOR PERMITS ONLY 05/16/17 0 C-2 FOR PERMITS ONLY 05/16/17 0 AB -1 -- AB -2 FOR CONSTRUCTION 05/16/17 0 E-01 •- E-10 FOR PERMITS ONLY 05/16/17 0 THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. NOTES: 1. The frames at the left and right endwalls (FL 1 & 4) are not designed for future expansion. 2. New structure by ABC is designed as an Enclosed Building. 3. It is the responsibility of others, i.e. the engineer of record, to ensure that all structural systems and components not by ABC interact compatibly with ABC structural systems and components. See calculation package for deflection requirements of ABC frames and materials. 4. ABC has provided new structure(s) according to the ABC purchase order and company standards. ABC is not responsible for verifying that ABC's design and detailing is compatible with materials by others. 5. 4.0 psf collateral load was used in ABC's design as requested. No other special provisions have been made for concentrated point loads on frame. DRAWING STATUS: FOR PERMITS ONLY SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 JOB NUMBER: SHEET: W17GO144A C-1 THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. AMERICAN .BUILDINGS �, �rvu�tysa rxs�:xrr r,,.... >O F ES S/O C6 470 5 Zr * 05/17/2017 CN 0F CAS-jf-' 1 ' STRUCTURAL STEEL COLORS PRIMARY: RED ROOF PANELS -TYPE: L3P GAGE: 26 COLOR: GM WEATHERTIGHTNESS WARRANTY: NO UL 90 CERTIFICATION: NO FACTORY MUTUAL CERTIFICATION: NO ROOF INSULATION TYPE: SINGLE THK. OVER PURLIN: 1" (3", 4", OR 6" ONLY) BEARING PLATE: NO FACING TYPE: STARTER ROLL WIDTH: SPACER STRIP: (LOC -SEAM OR STANDING SEAM W/O INSULATION) ROOF LINE TRIM FSW EAVE: SIMPLE RIDGE FLASHING: DIE FORM FLASHING DOWNSPOUT CONDITION: NA BSW EAVE: SIMPLE LEW RAKE: FIXED REW RAKE: FIXED ROOF FRAMED OPENINGS SECONDARY: GALV BY ABC: NO THERMAL BLOCK: NO FACING COLOR: TYPICAL ROLL WIDTH: COLOR: BR COLOR: COLOR: BR COLOR: BR COLOR: BR WIDTH LENGTH QUANTITY WEIGHT ROOF CURB N/A N/A PW 1 4070 BY ABC?: ICE AND SNOW: NO ICE AND SNOW: NO SIZES OF ROOF CURBS ARE INSIDE TO INSIDE DIMENSION AS UNDERSTOOD BY AMERICAN BUILDINGS COMPANY. DO NOT CUT PURLINS UNLESS SPECIFIED BY CERTIFIED ENGINEER. MAX LOAD FOR STANDARD ROOF CURB FRAMING IS 3000;. THE MAGNITUDE AND LOCATION OF ALL LOADS SUPPORTED BY ROOF CURB MUST BE CLEARLY SPECIFIED IN THE ORDER DOCUMENTS. ROOF TRANSLUCENT PANELS f INTEGRATED PRISMATIC SKYLIGHTS PLANE INSULATED QUANTITY CENTERED BAY NO. N/A N/A PW 1 4070 KD, PREM RHO WHITE NONE LEVER LOCK NONE FOX GRAY TBS = TO BE SELECTED HIS = ROOF CURB MOUNTED SKYLIGHTS PLANE SIZE COLOR QUANTITY CENTERED BAY NO N/A PW 1 4070 KD, PREM RHO WHITE NONE LEVER LOCK NONE FOX GRAY TBS = TO BE SELECTED HIS = HUNTER GREEN PVDF ROOF VENTS TYPE QUANTITY RUN TYPE COLOR 9 X 10 1 SINGLE PW 1 4070 KD, PREM RHO WHITE NONE LEVER LOCK NONE PIPE JACKS SIZE QUANTITY N/A WALL PANELS TYPE: L3P GAGE: 26 COLOR: FG WALL CORNER TRIM COLOR: BR BASE TRIM CONDITION TYPE: BA -20 COLOR: BS WALL INSULATION TYPE: NONE THK. OVER GIRT: FACING TYPE: STARTER ROLL WIDTH: (3", 4", OR 6" ONLY) BY ABC: FACING COLOR: TYPICAL ROLL WIDTH: WALL FRAMED OPENINGS WALL ID WIDTH I HEIGHT I QUANTITY I SILL HT COVER TRIM I F.0 TRIM COLOR WALL LINER PANEL INFORMATION WALL IDI LOCATION I HEIGHT I LINEAL Fj CAP TRIM PANEL INFORMATION CEILING LINER PANEL INFORMATION CEILING PANEL COVERAGE PANEL INFORMATION N/A LENGTH PARTITION WALL f DRAFT CURTAIN WALL ID DIRECTION LOCATION LENGTH PANEL INFORMATION N/A LOCKSET CLOSER 1 4070 KD, PREM RHO WHITE NONE LEVER LOCK NONE FOX GRAY TBS = TO BE SELECTED HIS = LOCATION ON A LONGITUDINAL WALL IS FROM FSW. LOCATION ON A TRANSVERSE WALL IS FROM THE LEW. WALK DOORS CORNER AND FRAMING LINER TRIM PROVIDED BY ABC; CAP TRIM NOT INCLUDED UNLESS NOTED. LOCATION IS FROM THE LEFT STEEL WALL. QUANTITY SIZE TYPE SWING COLOR GLASS LOCKSET CLOSER 1 4070 KD, PREM RHO WHITE NONE LEVER LOCK NONE FOX GRAY TBS = TO BE SELECTED HIS = HUNTER GREEN PVDF FINISHES (35 yr wty) DB = DARK BRONZE SU = SURRY BEIGE EG = EVERGREEN TC = TERRA COTTA RO = ROYAL BLUE WW = WARM WHITE RW = REGAL WHITE TBK = TO BE SELECTED SG = SLATE GRAY PA,STD= PRE -ASSEMBLED STANDARD PA,PREM= PRE -ASSEMBLED PREMIUM PA,WR= PRE -ASSEMBLED WIND RATED KD,STD= KNOCKDOWN STANDARD KD,PREM= KNOCKDOWN PREMIUM KD,WR= KNOCKDOWN WIND RATED RHO=RIGHT HAND OUT RHI=RIGHT HAND IN LHO=LEFT HAND OUT LHI=LEFT HAND IN NO RELEASE /REVISION DWN: / CKD: ENGRI DATE ol RELEASE /REVISION 0 PLANS FOR PERMITS JT / VDF 05/16/2017 STD= STANDARD (SOLID) VLI=VISION LIGHT (INSULATED) VLT= VISION LIGHT (UN -INSULATED) VLGL=VISION LIGHT (LAMINATED GLASS PA) HCI=HALF GLASS (INSULATED) HGT= HALF GLASS (UN -INSULATED) HGLG=HALF GLASS (LAMINATED GLASS PA) NGI=NARROW GLASS (INSULATED) NGT= NARROW GLASS (UN -INSULATED) NGLG=NARROW GLASS (LAMINATED GLASS PA) DWN: / CKD: I ENGRI DATE WINDOWS SIZE QUANTITY COLOR WINDOW ELEVATION 6040 2 WHITE 4'0 WHT = WHITE BZ = BRONZE BURNISHED SLATE SS = SAND STONE FG = FOX GRAY TBS = TO BE SELECTED HIS = HUNTER GREEN PVDF FINISHES (35 yr wty) DB = WALL LITES WALL IDI PROFILE I LENGTH I BAND I BAND AT EAVq BAND LENGTH QUANTITY I SILL HTI LEW N/A REW N/A FSW L3P 4'5 INO INA NA 16 1 11'6 BSW N/A CANOPY WALL IDI TYPE I PROJECTION I CLEAR HTS LOCATION I SOFFIT PANELI FACE PANELI INSULATION LEW N/A REW N/A FSW N/A BSW N/A LOCATION IS FROM LEFT STEEL LINE (LEFT CORNER) OF WALL CANOPY IS LOCATED ON. FASCIA IWALL IDI TYPE I PROJECTION I CLEAR HTI LINEAL FEETI FACE PANE] BACK PANELI SOFFIT PANEL LEW N/A REW FN/A7 F FSW N/A BSW N/A RAKE/ EAVE EXTENSIONS (OVERHANG IWALL IDI TYPE I PROJECTION I LINEAL FTI SOFFIT PANEL INSULATION i LEW N/A REW N/A FSW N/A BSW N/A PARAPET WALL IWALL IDI TYPE I TOP OF PARAPET I LINEAL FTI SOFFIT PANEL I INSULATION LEW N/A REW N/A FSW N/A BSW N/A TOM & SUSAN HAURY 1664 GRACE ROAD GRIDLEY, CA 95948 ELITE STEEL BUILDING SYSTEMS SPECIAL NOTES N/A MISCELLANEOUS MATERIAL N/A ABC STANDARD COLOR CODES FRAMING COLORS RP = RED GP = GRAY CZ = GALVANIZED BK = NO PAINT M_ISC FINISH (25 yr wt GM = GALVALUME (ALCT) AY = GALVALUME PLUS (AYCT) WALK DOORSZWINDOWS BLK = BLACK WHT = WHITE BZ = BRONZE DRAWING STATUS: FOR PERMITS ONLY SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 JOB NUMBER: SHEET: W17GO1440 C-2 THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR RFPRESENTTHE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. AME. CAN BUILDINGS MMR SILICON POLYESTER (SP) FINISH (25 yr AB = AZTEC BLUE PW = POLAR WHITE BR = BRICK RED SB = SAGEBRUSH TAN BS = BURNISHED SLATE SS = SAND STONE FG = FOX GRAY TBS = TO BE SELECTED HIS = HUNTER GREEN PVDF FINISHES (35 yr wty) DB = DARK BRONZE SU = SURRY BEIGE EG = EVERGREEN TC = TERRA COTTA RO = ROYAL BLUE WW = WARM WHITE RW = REGAL WHITE TBK = TO BE SELECTED SG = SLATE GRAY E O O , 03 0 0 0 m Gn rr � D C o m O m z < 0 z z �0 A 0 m 0 40'-0 0 rnD C) m 20'-0 20'-0 03 °' N -� m a� m cn D D cn n N � BRACED BAY � N � co � � z0 T I�z 0=z �m0 m 0mm m co O .= b DO m mm 1 m m r m m cn m Oz 00 z o � 0 n rn rn TO N I j II '- O O O O a n Z Nola (n z N IF N m q o z 63D D ^z m = O m 70 O cmn m G) 0 0 0 0 m -<go O o 0 6 6 D m C r �'OD �D Z 0 CO r— Z D D c Z mco w W03 0 0 z ; �^ � pq m `JD N N 0 x OC 0 Z "•' z � cn �TT 0 N D mC � 1 G) ( J D=D_ M -4 Z � � w Z � -P� BRACED BAY 03 N Nip � � N C) O N ~ m 20'-0 °D 20'-0 c1 Z Z O D O A Z Z :.y s F W m v pQv ^+ m rn ^' �! � ,� rn T A m� m rn G1 C 8 N n A 40'-0 Z Z A� T ' O v n = tV p to O D O m A rA D T Z Ln LA 3 LJ. C H m O fi a ►mayy D p �> D $; +C.... r {n r GIs O 17 0 o� y06, 111/2 38'-1 11 112 t I I I I 111/2 38'-1 11 1 /2 I � o m I I n O I � I 11 1 /2 38'-1 111/2 I o m -� o , I � I I I 11 1 /2 38'-1 111/2 I t I � i W O O , 03 0 0 0 m Gn rr � D C o m O m z < 0 z z �0 A 0 m 0 40'-0 0 rnD C) m 20'-0 20'-0 03 °' N -� m a� m cn D D cn n N � BRACED BAY � N � co � � z0 T I�z 0=z �m0 m 0mm m co O .= b DO m mm 1 m m r m m cn m Oz 00 z o � 0 n rn rn TO N I j II '- O O O O a n Z Nola (n z N IF N m q o z 63D D ^z m = O m 70 O cmn m G) 0 0 0 0 m -<go O o 0 6 6 D m C r �'OD �D Z 0 CO r— Z D D c Z mco w W03 0 0 z ; �^ � pq m `JD N N 0 x OC 0 Z "•' z � cn �TT 0 N D mC � 1 G) ( J D=D_ M -4 Z � � w Z � -P� BRACED BAY 03 N Nip � � N C) O N ~ m 20'-0 °D 20'-0 c1 Z Z O D O A Z Z :.y s F W m v pQv ^+ m rn ^' �! � ,� rn T A m� m rn G1 C 8 N n A 40'-0 Z Z A� T ' O v n = tV p to O D O m A rA D T Z Ln LA 3 LJ. C H m O fi a ►mayy D p �> D $; +C.... r {n r GIs O 17 0 o� y06, 111/2 38'-1 11 112 t I I I I 111/2 38'-1 11 1 /2 I � o m I I n O I � I 11 1 /2 38'-1 111/2 I o m -� o , I � I I I 11 1 /2 38'-1 111/2 Z � i W rn o O o � � r m Z � i W rn o O o � � r m u I ft O CD 51 I I EC2 Ell 19'-6 1/2 C�DI - Dr,"') 20'-0 CD I r7mi7 19'-61 /2 Ell Ioi 19'-6 1/2 I 20'-0 19'-6 1/2 - I - - I - (iD CD so' -o PRIMARY FRAMING SHAKEOUT PLAN ' MEMBER SIZE TABLE ASSEMBLY NAME OUTSIDE FLANGE WEB THICK WEB LENGTH STARTING WEB DEPTH ENDING WEB DEPTH INSIDE FLANGE EC 1 5" X 1/4 X 15-4 3/4 10GA 15'-4 3/4 10" 10" 5" X 114 X 15'-4 3/4 E R 1 5" X 1/4 X 18'-5 3/4 10GA 18'-6 5/8 10" 10" 5"X 1/4 X 18'-5 3/4 ER2 5" X 1/4 X 18'-5 3/4 10GA 18'-6 5/8 10" 10" 5"X 1/4 X 18'-5 3/4 EC2 5" X 1/4 X 15'-4 3/4 10GA 15'-4 3/4 10" 10" 5"X 1/4 X 15'-4 3/4 NOTE: MEMBERS LIST FOR EACH ASSEMBLY ARE IN ORDER FROM LOWEST TO HIGHEST ELEVATION. co '-37116 SPLICE BOLT TABLE SPLICE BOLTS CLEAR TO F.F. PLATE SIZE PLATE SIZE A (4) 112 X 1 1/4 A325T 14'-6 3/8 5" X 1/4 N/A B (4) 112 X 2 (4) 1/2 X 1"l 3/64 (4) 1/2 X 1 1/4 A325T 16'-1 7/16 5" X 114 5" X 1/4 C (4) 1/2 X 1 114 A325T 14'-6 3/8 1 5" X 1/4 N/A 12 1 F-- 20'-013116 18'-6 1/4 1'-6 1'-6 5'-0 113-4113-4 �j rl -17 1 Fri _17 12 - 11 20'-013/16 181-61/4 THIS FRAME MUST NOT BE ERECTED WITHOUT THE PIPE ANDOR GIRT STRUT MEMBERS. REFER TO THE ENDWALL ELEVATION AT THIS FRAME LINE FOR ANY REQUIRED GIRTS. ?94'-3 7/16 18'-5 1/2 20'-0 In COLUMN & BEAM CROSS SECTION AT FL. 1 18'-5 1/2 20'-0 10 v2 s r -s 1/2- r co 1 _..��....-_'�-_�_._�..�.L_...�'- -..�... _._....�._.__..--'--__.� _r.__.. `f V __ _ ...T _T._ __.-_... NO' (2) BOI i,: TYPICAL PURLIN/GIRT BOLTED CONNECTION TO FLANGE 1 1/2 X 1 1/4 A325T -TS UNLESS NOTED. THIS ROOF SYSTEM DESIGN USED ANTI -ROLL CLIPS INSTALLED AS SHOWN IN SECTION RF50AA (uphill) OR RF50/AAA (downhill) AND RF51/13A. LOCATIONS ARE INDICATED ON ROOF FRAMING PLAN. CLIP MARK NUMBERS ARE CL -12, CL -13, OR CL -14. EL"_1 O -o 0 0 N 0 0 N L 60'-0 CD 0 5 1/2 19'-6 112 20'-0 80Z15-6 (U.N.) 2'-0 - 2'-0 80Z16-7 (U.N.) 2'-0 - 2'-0 (4) REQUIRED LAP TYP U.N. (4) REQUIRED LAP TYP U.N. EAVE STRUT LINE (SEE S.W.) CL -12 CL -12 19'-6 1/2 80Z15-7 (U.N.) (4) REQUIRED 8OZ15-7 (U.N.) (4) REQUIRED 19'-6 1/2 2'-0 - 2'-0 LAP NP U.N. 0 EAVE STRUT LINE (SEE S.W.) 80Z16-7 (U.N.) (4) REQUIRED 20'-0 60'-0 PLANE ID: 1004, 1005 ROOF FRAMING PLAN 2'-0 - 2'-0 LAP TYP U.N. _- 80Z15-6 (U.N.) (4) REQUIRED 19'-6 1/2 \ , / IN ` CL -12 NEl CL -12 / CL -12 U U co U CL -12 \\ \ U / CL -12 U 0 o) CL -12 IN / 8OZ15-7 (U.N.) (4) REQUIRED 19'-6 1/2 2'-0 - 2'-0 LAP NP U.N. 0 EAVE STRUT LINE (SEE S.W.) 80Z16-7 (U.N.) (4) REQUIRED 20'-0 60'-0 PLANE ID: 1004, 1005 ROOF FRAMING PLAN 2'-0 - 2'-0 LAP TYP U.N. _- 80Z15-6 (U.N.) (4) REQUIRED 19'-6 1/2 CC) MARK WIDTH HEIGHT SILL HEIGHT TYPE 1 12'-0 14'-0 ' i CD - i N co CD I u 3/4 X 2 3/4 A325' 1/2 X 1 1/4 A325T ( 80C13-1 80Z16-5 (U.N.) 8OZ14-2 (U.N.) (1) REQUIRED (1) REQUIRED 6'-0 12'-0 _ _2'-O_ ER2 PLANE ID: 1002 20'-0 cu ©co ' 40'-0 FRAMED OPENING TABLE MARK WIDTH HEIGHT SILL HEIGHT TYPE 1 12'-0 14'-0 ENDWALL FRAMING ELEVATION AT LINE 1 117 X 1 11A A'A7gT tTVP,) A JAMB T E-07) TYP. 80C14-2 (TYP.) O RAFTER CONN. ERECTION NOTE!!! FIELD SLOT GIRTS AS REQUIRED FOR DIAGONAL BRACING. THIS ENDWALL FRAME MUST NOT BE ERECTED WITHOUT THE CROSS BRACING. REFER TO THE FRAME CROSS SECTION AT THIS FRAME LINE FOR THE REQUIRED CROSS BRACING. ERECTION NOTE!!! ALL WALL PANELS MUST BE FASTENED TO ALL GIRTS (PARTIAL BAY OR FULL BAY) ACCORDING TO THE REQUIRED FASTENER LAYOUT DETAILS. (I)RAKE TRIM (DRAKE TRIM PLANE ID: 1002 SHEETING PACKAGE: SP1010(FXGY) ENDWALL SHEETING EL FRAMED OPENING TABLE MARK WIDTH cD cD TRIM 1 12'-0 14'-0 co co rn I t r-- p ,c� c7 N cD N —� I I c t , I I .-. I t ^ �(D to I Iu') cD cDc^D Lo D i ^ t �I Lo U� Lf) r- , Lr> r e - l!� I Lo r- I _ v CD t � t o o ED � I " � 1 I cD t 1 I cD cD cD r c) V cDu')... I c.6 N N I CN 04 N N c6 N (D c I Ic' co Ico co I� co --j � J n a. coJ � co �I i J I I J I I I t I , J -o co J I (1)BASE TRIM 20'-0 20'-0 40'-0 -- _ PLANE ID: 1002 SHEETING PACKAGE: SP1010(FXGY) ENDWALL SHEETING EL FRAMED OPENING TABLE MARK WIDTH HEIGHT TYPE TRIM 1 12'-0 14'-0 EVAT I O N AT LINE 1 o r` W, rr1 Q_17 80Z14-1 (U.N.) 80Z16-6 (U.N.) (1) REQUIRED (1) REQUIRED �.2'-0 _ 12'-0 6-0 20'-0 PLANE ID: 1003 ego CAD co 1 Ir FRAMED OPENING TABLE MARK WIDTH HEIGHT SILL HEIGHT TYPE 1 12'-0 14'-0 , N , o r` W, rr1 Q_17 80Z14-1 (U.N.) 80Z16-6 (U.N.) (1) REQUIRED (1) REQUIRED �.2'-0 _ 12'-0 6-0 20'-0 PLANE ID: 1003 ego CAD co 1 Ir FRAMED OPENING TABLE MARK WIDTH HEIGHT SILL HEIGHT TYPE 1 12'-0 14'-0 ENDWALL FRAMING ELEVATION AT LINE 4 ERECTION NOTEM FIELD SLOT GIRTS AS REQUIRED FOR DIAGONAL BRACING. THIS ENDWALL FRAME MUST NOT BE ERECTED WITHOUT THE CROSS BRACING. REFER TO THE FRAME CROSS SECTION AT THIS FRAME LINE FOR THE REQUIRED CROSS BRACING. ERECTION NOTEM ALL WALL PANELS MUST BE FASTENED TO ALL GIRTS (PARTIAL BAY OR FULL BAY) ACCORDING TO THE REQUIRED FASTENER LAYOUT DETAILS. (DRAKE TRIM (DRAKE TRIM r-- r- \ _-- U) Lo. _ v(6i coo I a I I i CN co a co — — — � I I I .cv)j J I � I I ^ CD C.0 CD co co co r r t- co ^ I in in un to �n l i _o I I \ In � `-' � r- I \ \ \ I I o '� �I I `nI .. 1 1 1 ( r cfl cfl cfl r— ... ....I 1 1 I v N r o C> cvo, �I C6 cor' (6 (D DI Ln N N co N N N d tl IL NI co04 to C61D. d. I c7 cN N o c� J -� J -� I c7 I , I � I I I I 1'-0 I I � i I I I I (1)BASE TRIM 20'-0 20'-0 40'-0 ENDWA PLANE ID: 1003 SHEETING PACKAGE: SP1011(FXGY) LL SHEETING ELEVATION AT LINE 4 FRAMED OPENING TABLE MARK WIDTH HEIGHT TYPE TRIM 1 12'-0 14'-0 � � r t 0 (o T— =owl m, Sm EFB43L-2.6 EFB43R-2.6 EFB43L-2.6 EFB43R-2.6 1 F80S5-1 7 �. 1 E80S2-1 1 E80S5-2 9D 80Z16-2 (U.N.) (2) REQUIRED 20'-0 11-0-11-0 LAP TYP U.N. - I aD 80Z16-1 (U.N.) (2) REQUIRED 20'-0 11-0-11-0 80Z16-3 (U.N.) LAP TYP U.N. (2) REQUIRED 1 20'-0 T [PLANE ID: 1001 SIDEWALL FRAMING ELEVATION AT LINE A (1)EAVE TRIM CD -, ^ ^ ^ o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (o (fl (0 (fl (fl (o (D (o (D (m CD (o (fl (� (o (fl (fl (o (� (o Ir - r r r r r r r r r r coCD Cfl C6 C6 CO (O (O Cb (6 (6 (6 (6 (D CD C6 CO Cfl (O CO C.0 N N N N N N N N N N N N N N N N N N N N co C'7 m (7 m m m C 7 C7 co (') c7 (� C 7 c7 co ( 7 (1)BASE TRIM 60'-0 PLANE ID: 1001 [-SHEETING PACKAGE: SP1009(FXGY) SIDEWALL SHEETING ELEVATION AT LINE A NOTE: TYPICAL PURLIN/GIRT BOLTED CONNECTION TO FLANGE USE (1)1/2X1 1/4 A325T, (1) 1/2 X 2 3/16A449DE BOLTS UNLESS NOTED. ERECTION NOTE!!! ALL WALL PANELS MUST BE FASTENED TO ALL GIRTS (PARTIAL BAY OR FULL BAY) ACCORDING TO THE REQUIRED FASTENER LAYOUT DETAILS. -For, .� (4 �. A C E S L _.. -_. _ �.....r.. .... ............................... RC) ..__..- _I __. .�._.��... ...� ;��c _ C -)(i ST 1 Q ON StLAC. . ............ /A ETA L � 1 L �51 YI-1 Gr 6 �-�-. OR y �E LP _ �• � � - - '.sr�:r:�+a�.-u!......n.eE.a.�`�.aerz-vqt:arst7^_.aoaa..�..+...c�a.,c�'...•,+aa f i L �•' W t � H -o (%so; � 4 � 3 X l f fie L F, Q 14 7r I 21 r.:R �, RU ITE COUN TY DEVELOPMENT SERVICES REVIEWED FOR 'CODE COMPLIANCE D AT E co? c —/ 7 BY Se.- STEL 67 �- Lxis'irl�, NoUsE- g:tR)+++M_ �w���'.ea�+sl�'.:rtwr•ar-..-. - .u_�':H .1•s"�a..:5' L..'r �-�.a.— -- _ _ -__ _ Y � AVJAI) � _+�'+�._aawac-r.s—yw-a�+..��.+w.srr+wr+....•..s+..:.. _ _ --r- <v-.► N, Z! 1�� �� lS II. EXISriNr� CpNr_���� SU;5 2-, T C-1 t,,] \7� . Lr-, AC µ L I A :..�L++..F6:+tt.:-�.r-i::�,..►.Mr�•`ai2w_�w+rsro._-.. .. -_... �. :. i:� Nrsur+L...w.l"«•7snt..'::_:'4'�-sw.'>�.Sas �'�_+1r�l�.man_.+r..a...Ott'„_�,•!.TS%y.��c.�...r+-w�._aen-�- ++Y_'�:5'J�`.L''-'.._`ti'.rr.T.1-....Yac.��►'_.:wa4L:L�..:«�:-' _Y,__"�'_K �!�' ��w►r..t .a_. !';..,wRT rr Z 0 A a-..�._._ .ax, :sac,-.',..ro-•._,......:.<.-►�...._,..... .� •-._;,.-- t _".. _�,��. -. ""`a+.>e a .. � ...._�..... ,.--.- L 1317-1?022 (►1151201 009-330-009 IICI GENERAL NOTES I. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE 5TARTING WORK. THE ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCIES. 2. THE CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THI5 REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND,INDEMNIFY AND HOLD DANIEL J. DOBBIE HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, EXCEPT FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DANIEL J. DOBBIE. 3. THE CONTRACTOR AGREE5 THAT HE/SHE SHALL NOT DEVIATE FROM THESE DRAWINGS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE ENGINEER. 4. ALL OMISSIONS AND/OR CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER. 5. IF CERTAIN FEATURES OF CONSTRUCTION ARE NOT FULLY 5HOWN ON THE DRANINC75 OR GALLED OUT IN THE NOTES OR SPECIFICATIONS, THEN THEIR CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR CONDITIONS WHICH ARE SHOWN OR GALLED OUT ON THE DRAWINGS OR SPECIFICATIONS OR AS DIRECTED BY THE ENGINEER. 6. ALL CONSTRUCTION, INCLUDING MATERIALS AND WORKMANSHIP, SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE 2015 EDITION A5 ADOPTED AND MODIFIED BY THE STATE OF CALIFORNIA IN REFERENCE TO THE 2016 CALIFORNIA BUILDING CODE (GBG). 7. IN AREAS OF EXCAVATION THE CONTRACTOR SHALL DETERMINE THE LOCATION SOF ALL EXISTING UNDERGROUND UTILITIES BEFORE STARING EXCAVATION. 8. THE CONTRACTOR SHALL NOT SCALE THE WORKING DRAWINGS. SPECIAL INSPECTION I. SPECIAL INSPECTION 15 REQUIRED FOR THE FOLLOWING TYPES OF WORK IN CONFORMANCE WITH SECTION 1704 OF THE 2016 EDITION OF THE "CALIFORNIA BUILDING CODE" (GBG): INSTALLATION OF HIGH STRENGTH BOLTS INSTALLATION OF BOLTS IN CONCRETE USING STRENGTH DE516N 2. THE FOLLOWING REOUIREMENT SHALL BE MET FOR SPECIAL INSPECTION: A. THE SPECIAL INSPECTOR SHALL BE UNDER THE SUPERVISION OF A RE0I5TERED' PROFESSIONAL ENGINEER. B. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS. G. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, THE ENGINEER, THE ARCHITECT, AND OTHER DESIGNATED PERSONS. A,LL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION; THEN, IF UNCORRECTED, TO THE PROPER DE516N AUTHORITY ,AND THE BUILDING OFFICIAL. D. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT SIGNED BY THE REGISTERED PROFESSIONAL STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WA5 IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPILICABLE WORKMANSHIP PROVISIONS OF THE G.B.G. 3. SPECIAL INSPECTION APPLICATIONS MUST BE REVIEWED AND APPROVED BY THE BUILDING DIVISION PRIOR TO THE ISSUANCE OF A PERMIT. ALL INSPECTION REPORTS SHALL NOTE ANY DISCREPANCIES AND BE FILED WITH THE BUILDING DIVIVION WEEKLY DURING CONSTRUCTION, WHETHER CORRECTED OR NOT. INSPECTOR SHALL MAINTAIN INSPECTION LO55 AT THE JOB 51TE FOR REVIEW BY THE BUILDING OFFICIAL OR HIS REPRESENTATIVE. 4. INSPECTION PROGRAM: a.) SPECIAL INSPECTION OF THE HIGH STRENGTH BOLTS SHALL OCCUR DURING BOLT INSTALLATION AT THE ERECTION OF THE STEEL FRAMING. a.) SPECIAL INSPECTION OF THE BOLTS IN CONCRETE SHALL OCCUR AFTER TIEING OF 5OLT5 IN PLACE, AND PRIOR TO THE POURING OF THE CONCRETE. V Q m CONTINUE REINF. THRU FROM FTG. Q BEYOND 4- 3/4" F1554 (GRD. 36) HEADED ANCHOR RODS W/ '13P3/4' WA5HER5 AT BOTTOM TYP. ,. I L.L17 FOUNDATION I. 501L DESIGN INFORMATION: SOIL DESIGN PRESSURE: PAD FOOTINGS 1500 P5F 2. BOTTOM OF FOOTINGS SHALL BE AT LEAST 12 INCHES BELOW LOWEST ADJACENT FINISH GRADE. 3. THE FIN15H EXCAVATION FOR FOUNDATIONS SHALL BE NEAT d TRUE TO LINE WITH ALL LOOSE MATERIAL AND STANDING WATER REMOVED BEFOREONCRETE 15 PLACED. 4. THE TESTING LAB SHALL SUBMIT COMPACTION REPORTS FOR ALL FILL TOTHE ENGINEER PRIOR TO REQUESTING FOUNDATION INSPECTION. ALL L005E 501L AND FILL DIRT, INCLUDING BACKFILL BEHIND RETAININ6WALL5, SHALL BECOMPACTED TO AT LEAST cfO% OF MAXIMUM DENSITY REINFORCING STEEL I. BAR REINFORCING SHALL CONFORM TO ASTM A615, INCLUDING SUPPLEMENT 51: ALL REINFORCING SHALL BE GRADE 60. 2. DETAILS FOR REINFORCING SHALL CONFORM WITH CHAPTER 7 OF THE AMERICAN CONCRETE INSTITUTE PUBLICATION 318-11, UNLE55 OTHERWISE NOTED. 3. LAPS AT BAR SPLICES IN CONCRETE CONSTRUCTION SHALL CONFORM TO CHAPTER 12 OF THE LATEST EDITION OF THE AMERICAN CONCRETE INSTITUTE 318. 4. VERTICAL BARS IN CONCRETE CONSTRUCTION SHALL BE ACCURATELY POSITIONED AT THE CENTER OF THE WALL, UNLESS OTHERWISE NOTED. 5. BAR SUPPORTS SHALL BE PROVIDED AS SPECIFIED IN THE "MANUAL OF STANDARD PRACTICE" ISSUED BY THE CONCRETE REINFORCING STEEL INSTITUTE. 6. ALL REIFORCING SHALL SECURELY TIED IN PLACE PRIOR TO PLACING CONCRETE OR GROUT. 7. WELDING OF CROSSING BARS AND TACK WELDING OF REINFORCING SHALL NOT BE PERMITTED. W / Av=HAIRPIN TIES PER PLAN AT IA ONL"r SLAB PER PLAN 670 C �� r�s u (-ve DOWELS PER DETAIL 2/I s� WHERE GOLD JOINT OCCUR'S WE OPTIONAL GOLD JOINT 2 - #4 CONTINUOUS AT BOTTOM ® IA 1 - #4 CONTINUOUS AT BOTTOM ® 15 2 - #4 EACH WAY AT BOTTOM @ IG x V -O" LONG AT IA x V -O" LONG AT IB 2'-0" x 2'-0" LONG AT IG SCALE 3/4" = 1'-0" #3 x DOWELS @ 24" o.c. REQUIRED WHERE GOLD JO I NTS OCCUR 6" SLAB PER PLAN -� OPTIONAL GOLD JOINT I - #4 CONT. TOP 4 BOTTOM SCALE 3/4" = 1'-0" REINFORCED CONCRETE I. A. THE MINIMUM 25 DAY CONCRETE COMPRESSIVE STRENGTH SHALL BE: FOUNDATIONS/ FOOTINGS 3000 P51 SLABS 3000 PSI NO SPECIAL INSPECTION OF CONCRETE 15 REQUIRED AS NOTED BELOW PER 2016 GBG SECTION 1"105.3 EXCEPTION I. ISOLATED FOOTINGS < 3 STORIES AND EXCEPTION 5. FOR NONSTRUCTURAL BLABS ON GRADE B. THE MAXIMUFF5LUMP SHALL BE 4 INCHES. G. MIX DESIGNS SHALL BE SUBMITTED FOR ALL CONCRETE WITH REQUIRED STRENGTHS GREATER THAN 3000 PSI. MIX DESIGNS SHALL BE PREPARED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA AND SUBMITTED TO THE PROJECT DESIGN PROFE55IONAL FOR REVIEW. 2. PORTLAND GEMENT SHALL CONFORM TO A5TM 0150, TYPE I OR 11. 3. AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO A5TM G33. 4. ADMIXTURES USED TO INCREASE THE WORKABILITY OF THE CONCRETE SHALL NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM GEMENT CONTENT, 5. READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM Ca4. 6. MINIMUM CONCRETE COVER (IN INCHES) FOR REINFORCING STEEL FOR NON - PRESTRESSED CONCRETE; A. CAST AGAIN5T AND PERMANENTLY EXPOSED TO EARTH 3" B. FORMED SURFACES EXPOSED TO EARTH OR WEATHER #6 AND LARGER 2" #5 AND SMALLER 1 1/2" 7. SLEEVES, PIPES, AND CONDUITS SHALL NOT BE PLACED THROUGH CONTINUOUS OR 5PREAD FOOTIN65, GRADE BEAMS, OR TIE BEAMS. 8. CONSTRUCTION JOINTS SHALL BE ADEQUATELY KEYED. THEIR LOCATIONS AND DETAILS, WHEN NOT 5HOWN ON THE ORAWIN65, SHALL BE SUBJECT TO THE APPROVAL OF THE ENGINEER. a. CONCRETE PLACEMENTS SHALL BE CONTINUOUS BETWEEN CONSTRUCTION JOINTS. 10. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, SLABS ON GRADE SHALL BE CAST IN SQUARE OR RECTANGULAR PATTERNS NOT EXCEEDING 400 SQUARE FEET, WITH A MAXIIMUM DIMENSION OF 20 FEET BETWEEN CONSTRUCTION, WEAKENED PLANE, OR CONSTRUCTION JOINT5. 1/4" = 1'-0" FOR EXACT SIZE AND LOCATION OF ANCHOR BOLTS SEE ANCHOR BOLT PLAN BY ,AMERICAN BUILDINGS. src►��.�c:� r2�oi,� I JUN 0 7 1017 6/17z!201'711C1 REVISIONS N m �3a gWWLLI 0s .� a z > r UJ W Z �c'LL, o pc D a LL a Al"i 1 z O ccooU Z 0% OLpp Q O� N V C4 xN � o(.30 1, z ca QO U2o.. BY 6/'1/2017 SCALE 1/4"=I' -O" UON MAWN djd im 17018 SST OF SHEETS