Loading...
HomeMy WebLinkAboutB17-0628 000-000-000GENERAL NOTES 1. GENERAL ALL WORK SHALL CONFORM TO THE 2016 CBC AND ALL APPLICABLE LOCAL CODES. THE ENGINEER HAS PROVIDED AND IS RESPONSIBLE FOR SPECIFIC STRUCTURAL ITEMS ONLY, ALL OTHER REQUIREMENTS OF THE BUILDING CODE INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN IN THE STRUCTURAL DESIGN CALCULATIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE DOCUMENTS WITHOUTTHE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1704 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: HIGH STRENGTH BOLTING OF METAL BUILDING ABOVE BY: BRAD FORSYTHE OF APPLIED TESTING CONSULTANTS, CHICO,C A THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE ENGINEER OF RECORD AND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT. 2. SITE WORK / FOUNDATIONS ASSUMED MAXIMUM SOIL BEARING = 1500 PSF (NO SOILS REPORT PROVIDED) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. 3. CONCRETE / REINFORCING CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI U.N.O. (DESIGNED BASED ON 2500 PSI MIN.) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE ACI CODE AND CBC APPENDIX, CHAPTER 19. REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER 1 %" #6 BARS AND LARGER 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4" REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP REINFORCING 40 BAR DIAMETERS U.N.O. #5 AND LARGER REBAR SHALL NOT BE RE-BENT. ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. ANCHOR BOLTS SHALL BE ASTM A 307 AND SHALL BE PROVIDED NEW, W/0 EXCESSIVE RUST. BUTTE COUNTY APR 0 7 2017 DF -,V ' STRUCTURAL PLAN NOTES: 1. VERIFY ALL DIMENSIONS, ELEVATIONS, COLUMN LOCATIONS, AND EDGE OF SLAB LOCATIONS WITH METAL BUILDING DRAWINGS BY ALLIED BUILDINGS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN CALIFORNIA 2. ALL ANCHOR BOLTS SHALL BE INSTALLED USING THE LAYOUT PROVIDED BY ALLIED BUILDINGS. ALLIED BUILDINGS HAS PROVIDE ANCHOR BOLT DIAMETER REQUIREMENTS FOR ALL COLUMN LOCATIONS. ALL ANCHOR BOLTS SHALL BE EMBEDDED INTO CONCRETE FOOTING PER DETAIL 1/S1. 3. SUMMIT STRUCTURAL DESIGN HAS NOT DESIGNED THE SLAB ON GRADE, HOWEVER AT A MINIMUM THE FOLLOWING IS RECOMMENDED: 4" THICK SLAB ON GRADE WITH #3 AT 15" O.C. E.W. PLACED AT THE CENTERLINE OVER 4" AGGREGATE BASE. USE MOISTURE BARRIER (ASTM E 1745) WHERE FLOORING OR MOISTURE SENSITIVE EQUIPMENT WILL OVERLAY CONCRETE SLABS. USE CRACK CONTROL JOINTS AS REQUIRED TO AVOID UNINTENTIONAL CRACKING. IF LOADING IS TO EXCEED 250 PSF A DESIGN FOR THE SLAB ON GRADE SHALL BE REQUIRED. \F3.25 00, r— H I F �----- rn X -BRACING ( \ 4 -1 J F2.5 I (1) #� F i �s r I F2.25 TYP N DOOR F2. F4 F3 Q�OFESS/0/v II C. C/-) -rTl J H L------------- � E H E N 6 8�z � L - - _j * 3018 L-----JS'� CIV1\- OF CN0 o. I THESE PLANS HAVE BEEN REVIEWED FOR ATISTRUCTURALITHE ACHED CALCULATIONS ALL DIMENSIONS INCLUDING ANCHOR BOLT LOCATIONS AND SPACING SHALL BE TAKEN FROM THE FINAL "FOR CONSTRUCTION" SET OF METAL BUILDING MFR DRAWINGS. FOUNDATION DRAWINGS ARE GENERAL IN NATURE AND ONLY REPRESENT FOUNDATION SIZES, REINFORCING, AND ANCHOR ROD EMBEDMENT. FOUNDATION PLAN SCALE: 1/4" = V-0" RAMP EDGE OF SLAB AT $„ ROLL UP DOOR OPENINGS SLAB ON GRADE DRAINAGE BY OTHERS 3 4" PER PLAN N �.— EDGE OF STEEL I1-11 II= 0q- ao7 SLAB ON GRADE Tf=T�1f== 6„ AT SIM CONDITION o #4 VERT. 12"\AT 24” O.C. VARIES -I (@ 2 -POUR (FOUNDATION) (2) #4 CONT. 1'-0" TOP AND BOTT FOOTING AT ROLL UP DOOR S cV NO SCALE CSlj I 0 N EDGE OF STEEL A.B. PER PLAN WHERE OCCURS \ SLAB ON GRADE PER WHERE OCCURS DRAINAGE BY OTHERS_-- ANCHOR BOLT PLAN � EMBEDMENT A -B (2) 5/8" DIA 20" MARK W (DIM Y) X II I II F REINFORCING 20" Y II II 3'-9" X 2'-0" I-1111= II & BOTT. A0701b ��n o = E - SLAB ON GRADE II ;I 3 4 6" TOP & AT SIM CONDITION 0 F2.5 ;.......; - #4 VERT. 12" AT 24" O.C. II 4 U TOP & BOTT. (© 2 -POUR FOUNDATION)____72- - 3'-0" X 2'-0" (1) #4 CONT. E.W., TOP & BOTT. F3.25 TOP AND BOTT 3'-3" X 2'-0" (5) #4 E.W., CONTINUOUS FOOTING BOTT. F4 4 X 4'-0" NO SCALE OF COLUMN STEEL COLUMN, BY OTHERS L_t__,-A.B. PER PLAN C HOOK -BOLTS AT HAIRPIN TIE AROUND EQUAL EQUAL DIM PER SCHEDULE DETAIL AT SPREAD FOOTING NO SCALE SLAB ON GRADE PER PLAN J I— OzwJ mw0� � o oLj�= 2 m D_ U U :2 w zwo Q REINFORCING PER SCHEDULE 3" CLR PERMIT# 3 1 -7= Q &, -a on BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE BY -� ��_ NOTE: SEE ANCHOR BOLT SETTING PLAN PROVIDED BY ALLIED BUILDINGS FOR ANCHOR BOLT SPACING. VERIFY ALL NON-STRUCTURAL BOLTS FOR OPENINGS AND DOORS WITH OWNER AS THEY MAY OR MAY NOT HAVE BEEN SHOWN ON THIS PLAN. ANCHOR BOLT SCHEDULE A. B. TYPE FOOTING SCHEDULE EMBEDMENT A -B (2) 5/8" DIA 20" MARK (DIM X) X (DIM Y) X II I II F REINFORCING 20" F2x3.75 II II 3'-9" X 2'-0" #4 E.W. AT 6" O.C., TOP & BOTT. F2.25 o X 2'-3" II II 3 4 E.W., TOP & BOTT. F2.5 2'-6" _ 2'-6" X II II 4 U TOP & BOTT. F3 3'-0" X 3'-0" X 2'-0" (5) #4 E.W., EQUAL EQUAL DIM PER SCHEDULE DETAIL AT SPREAD FOOTING NO SCALE SLAB ON GRADE PER PLAN J I— OzwJ mw0� � o oLj�= 2 m D_ U U :2 w zwo Q REINFORCING PER SCHEDULE 3" CLR PERMIT# 3 1 -7= Q &, -a on BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE BY -� ��_ NOTE: SEE ANCHOR BOLT SETTING PLAN PROVIDED BY ALLIED BUILDINGS FOR ANCHOR BOLT SPACING. VERIFY ALL NON-STRUCTURAL BOLTS FOR OPENINGS AND DOORS WITH OWNER AS THEY MAY OR MAY NOT HAVE BEEN SHOWN ON THIS PLAN. FOOTING SCHEDULE NO SCALE ANCHOR BOLT SCHEDULE A. B. TYPE FOOTING SCHEDULE EMBEDMENT A -B (2) 5/8" DIA 20" MARK (DIM X) X (DIM Y) X (THICKNESS) 20" F REINFORCING 20" F2x3.75 2'-0" X 3'-9" X 2'-0" #4 E.W. AT 6" O.C., TOP & BOTT. F2.25 2'-3" X 2'-3" X 2'-0" 3 4 E.W., TOP & BOTT. F2.5 2'-6" X 2'-6" X 2'-0" 4 4 E.W., TOP & BOTT. F3 3'-0" X 3'-0" X 2'-0" (5) #4 E.W., TOP & BOTT. F3.25 3'-3" X 3'-3" X 2'-0" (5) #4 E.W., TOP & BOTT. F4 4'-0" X 4'-0" X 2'-0" (6) #4 E.W., TOP & BOTT. FOOTING SCHEDULE NO SCALE ANCHOR ROD SHALL CONFORM TO ASTM F1554 GR. 36 WITH STD FLAT WASHER SECURED WITH DOUBLE HEAVY HEX NUTS, TYPICAL NOTE: SEE ANCHOR BOLT SETTING PLAN PROVIDED ALLIED BUILDINGS FOR ANCHOR BOLT SPACING. VERIFY ALL NON-STRUCTURAL BOLTS FOR OPENINGS AND DOORS AS THEY MAY OR MAY NOT HAVE BEEN SHOWN ON THIS PLAN. ANCHOR BOLT SCHEDULE NO SCALE lag= 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com ANCHOR BOLT SCHEDULE A. B. TYPE A.B. SIZE EMBEDMENT A -B (2) 5/8" DIA 20" C (4) 5/8" DIA 20" D -E (2) 5/8" DIA 20" F (4) 5/8" DIA 20" G -H (4) 3/4" DIA 20" 1 (2) 5/8" DIA 9" 1 (4) 1" DIA 20" ANCHOR ROD SHALL CONFORM TO ASTM F1554 GR. 36 WITH STD FLAT WASHER SECURED WITH DOUBLE HEAVY HEX NUTS, TYPICAL NOTE: SEE ANCHOR BOLT SETTING PLAN PROVIDED ALLIED BUILDINGS FOR ANCHOR BOLT SPACING. VERIFY ALL NON-STRUCTURAL BOLTS FOR OPENINGS AND DOORS AS THEY MAY OR MAY NOT HAVE BEEN SHOWN ON THIS PLAN. ANCHOR BOLT SCHEDULE NO SCALE lag= 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com REVISIONS: DATE: 03/29/17 SCALE: 1/4" = 1'-0" DRAWN BY: ACJ JOB NUMBER: 17-162 SHEET: sl LLj z QQ 00 00 J U r�� (Dp Z z 0 = JU W O� m LLJ QLU CC . 5 WCL CL O �t — z" O M (LD 00 cr LLJ LliUj O `V ft 4 y� ti s, .wry 7� a� REVISIONS: DATE: 03/29/17 SCALE: 1/4" = 1'-0" DRAWN BY: ACJ JOB NUMBER: 17-162 SHEET: sl