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CID U W co `o 36'-0" Z C) ai z N c, 67'-0" 6" 10'-0" - Z °s° 23'-o" 1 a'-6" _ 10 -6 23 -0 A � Z O z � _ � Lu BRIDGING @ 3 POINTS BRIDGING @ POINTS 0 12W12x19 PURLINS Z Z w n o E" o OUTLINE OF MANSARD ICo PURLIN BRIDGING PER 4'8 _ ROOF ABOVE ( ) SEE DETAIL 3 SHEET CS3, o W14x30 BEAMS 0 Z w SHEET CS2 TYP. (6) ROWS AS SHOWN �r _ - _ W � � _ I I O �W12x19 I I - - I I I I W12x19� o O I mo o n � m` a w CD H j II HSS 12"x12"x4l II I I ll / I I © FASCIA FRAMING @ 3" 20 GA. I 11 COLUMN (TYP.} it I I li i 1 4'-0" O.C. MAX. DECK PANEL a I I SII - I - AROUND ENTIRE ( -I CANOPY PERIMETER W12x19 / I I / I I 1 W12x19 o ,_ 0 o I j j f X 3'-6"4 DRILLED PIER X I o v a_ o M I f 1 I I I co HSS 1"" � v oo �FOOTING (TYP ) xxa. W12x19 COLUMN (TYP.) w o I (� I I ( 1 1 11 lLd _ I _ I - y / _ I _ - I- - / I I _ R CD >_ I- I \ I I / -1 - I I I I I I I 1 `i 6" MIN. CONCRETE SLAB, z o Z 11 I I 11 I I II I DESIGN BY OTHERS Q Q co N W12x19 I I I 1 Il I 1 11 W12x19 o - �/ - - - - - - - - - - � -- __ -, I PURLIN SPLICE PER OVERFLOW SCUPPERS DRAIN LATERAL DETAIL 7 SHEET CS3, d- I T ~ PER DETAIL 9 SHEET TO COLUMN (TYP.) TYP. (4) PLACES _ _ II € CS3, TYP. (6) PLACES � ® � 1p t - g `if' DRILLED CONCRETE z VA PIER (BY GENERALz LO o FRAMING PLAN CONTRACTOR) � O 0 J 3'-6"4 34z 0 SCALE: 1/8"=1'-0" F _J W M � 0 w Y O r 0 SECTION ZELEVATION Q SCALE: 1/4"=11"_C �3: 00 3" PVC DRAIN PIPE IN COLUMN STRUCTURAL NOTES: o o A. GENERAL 8 H STEEL COLUMN 1 11 1. The contractor shall verify all conditions and dimensions at the site. 6 0 4" PVC SLEEVE AND ELBOW ii it FUEL RESISTANT JOINT SEALANT 2. observation visits ec the site p the design engineer shall neither be NOTE: GENERAL CONTRACTOR TO PROVIDE 3" SPECIAL INSPECTIONS construed as inspection nor approval of construction. � =Q�oR byryo I I (BY GENERAL CONTRACTOR) 3. During and after construction, builder and/or owner shall keep loads on � EXTEND ROD 9" ABOVE FOOTING I MINIMUM CONCRETE COVER AROUND the structure within limits of design loads. 1 ILI 6" CONCRETE SLAB, AND/OR OVER BURIED COLUMN, BASE 1. STRUCTURAL STEEL - Special inspection required in 4. Typical details and sections shah apply where specific details are not o � 4"f NON-SHRINK GROUT PLATE AND ANCHOR RODS TO accordance with the quality assurance inspection shown. Z od 0 " o THICKEN ABOVE FOOTING PROTECT THEM FROM CORROSION. requirements of AISC 360 (CBC 1705.2.1). B. 2016 CALIFORNIA BUILDING CODE DESIGN CRITERIA w (BY GENERAL CONTRACTOR) I A. Roof Live Load . . . . . . . . . . . . . . . . .20 psf (reducible) °d b i 2. WELDING - Special inspection is not required where B. Canopy Dead Load . . . . . . . . . . . . . . .10 psf 3�S�oaa STEEL COLUMN 3" PVC DRAIN welding is performed in an approved fabricator shop Mansard Dead Load . . . . . . . . . . . . . .10 psf C. Ground Snow Load Py . . . . . . . . . . . . .N.A. - 1 PIPE IN COLUMN as per CBC 1705.2, D. Ultimate Design Wind Speed V"It . . . . . . . 110 mph } _ 1=III I I=� I- " I 3. CONCRETE - Special inspection required for Risk Category . . . . . . . . . . . . . . . . . II m 4 PVC SLEEVE AND ELBOW Exposure . . . . . . . . . . . . . . . . . . . . C cn _ I I FUEL RESISTANT JOINT SEALANT concrete footings per CBC 1705.3. Component & Cladding . . . . . . . . . . . . See ASCE 7-10 Chapter 30 Or- (BY `� FILL WITH CONCRETE AFTER I (BY GENERAL CONTRACTOR) 4. ANCHOR RODS - Periodic special inspection of E. Earthquake Design Data - - _ = I COLUMN HAS BEEN INSTALLED FIELD NOTE: LEAVE A 36 I Importance Factor le • • • • • • • • • . . . 1.0 Q Q _ w _ anchor rod installation required per CBC Table 1705.3. o i _N _ _ - - I MIN. BLOCKOUT AT FOOTING SS . . . . . . . . 0.912g Spg . . . . . . . 0.690g 6" CONCRETE SLAB, THICKEN 5. NON-SHRINK GROUT - Special inspection required S1 . . . . . . . . 0.3369 Spy . . . . . . . 0.3879 fi ``' � - _ _ _ - (4) 11"0 F1554-55 ANCHOR RODS FOR COLUMN ERECTION 111 TO 12" ABOVE FOOTING as directed by the manufacturer. Site sass . . . . . . . . . . . . . . . . . . . D W WITH HEAVY HEX BOTTOM NUT 6. SOILS - Special inspection by the geotechnical Seismic Design Category . . . . . . . . . . . D Seismic Force Resisting System . . . . . . . 0.2. Steel ordinary cantilever d TACK WELDED 1" FROM END OF ILII engineer is required per CBC 1705.6. column systems 7. DRILLED CONCRETE PIERS - Special inspection Design Base Shear . . . . . . . . . . . . . . 22.26 kips ROD PROVIDED BY JIMCO INSTALLED I I Seismic Response Coefficient Cs . . . . . . 0.55 9 1 II ll BY GENERAL CONTRACTOR _ �{ 1 - required for cast-in-place dee foundations per - - =I I_ I q P P P Response Modification Factor R . . . . . . . 1.25 =I (iI CBC 1705.8. C. FOUNDATION s Z Z -1 = I-- TI -III I III-I I� 1. Allowable Bearing Pressure: el J. psf for spread footings per the Z O geotechnical report by Daniel J. Trisler, P.E. of Hart Crowser, Inc. � � y z li -III _ „ I-III -III dated January 5, 2017 (Project No. 159144-3 . 9 ) ; w I III-I EXTEND ROD 9 2. Passive Earth Pressure: 300 psf/ft of depth (per eotech II II 4 ± NON-SHRINK GROUT (BY (per geotech) J ( � I1 -III-I I-_ _ ABOVE FOOTING GENERAL CONTRACTOR} 3. Coefficient of Friation: 0.35 a I I^ 4. Skin Friction: 1200 psf acting below a depth of 5 feet and below all W _ undocument fill soils (per geotech) -i II _III-III -I ® o (-III- SEISMIC FORCE RESISTING SYSTEM (SERB) INFO 5. Site soils shall be prepared for the foundation in accordance with the II II = = - cy - #4 TIES @ 16" O.C. MAX. - _ - ( I I iI I - A. Refer to AISC 341-1Q Section A4 and ASCE 7-1Q. geotechnical report referenced above (remove all undocumented fill Lli o- ' - ! _ _� _ : �_ _ _ �- _ under spread footings). ai z _ I _ _ _ _ = I=) B. Designation of the SFRS: G.2. Steel ordinary D. CONCRETE AND REINFORCEMENT o z II II WITH (3) IN TOP 5" OF _ I r CD m cantilever column systems (ASCE 7-10 Table 12.2-1) 1. Concrete Footings (Exposure Classes F0, so, P0, Co) f'c=3000 p.s.i., w 0- o Z II = _ _ _ = II FOOTING AND @ 4" O.C. IN III- cm ( ) v W •7 J Type II cement, w/ ratio=0.45, Air Content=5% t1.5% 0o v - See AISC 341-10 Section E5 (OCCS). y, 1 "I '� (9) #5 BARS EACH 2. Slabs on grade (Exposure Classes Ft, S0, P0, CO) Type Il cement, II 11 THE TOP 24 OF FOOTING o C. R = 1,25, Cs = 0.55 fc=3500 ps.i. cn w ao "' WAY AT TOP AND 14 C/) CONCRETE II II - _ _ D. Analysis Procedure = Equivalent Lateral Force 3. Rebar; ASTM A615 Grade 60. F d U-1 l II d z - _ _; _ _ -. - -.- - s - -. _ BOTTOM OF FOOTING 4. Grout under steel base plates shall be non-shrink rout complyingwith a DRILLED PIER E. Members and Connections that are part of the SFRS: p 9 z _ _ _ _ _ _ _ ASTM C1107, f c=5000 ps.i., and installed per manufacturers (BY GENERAL p #4 TIES �N I t �= a. Columns recommendations. � v CONTRACTOR N ( I I- 1" b. Column Base Connection 5. The general contractor is responsible for locating top of footing II ''o v - (4) 12 0 F1554-55 ANCHOR RODS WITH elevations as required for underground plumbing and electrical. Il HOOK DETAIL c. Footings HEAVY HEX BOTTOM NUT TACK WELDED 1" F. Protected Zones - N.A. E. STRUCTURAL STEEL _ _ _ _ _ � � � 1. Structural steel shall be fabricated and erected in accordance with the FROM END OF ROD PROVIDED BY JIMCO G. See details and notes for connection configurations, latest edition of the following: m Il II CONCRETE FOOTING INSTALLED BY GENERAL CONTRACTOR 9 g i- ll material specifications, and sizes. a. AISC "Specifications for the Design Fabrication and Erection of m o 00 {BY GENERAL Structural Steel for Buildings." z Y j CONTRACTOR) H. Weld filler materials for welds part of the SFRS: b. AISC "Code of Standard Practice" excluding the following sections: = 3 = W N w 90' HOOKS (10) #8 VERTICALS a. Yield Strength = 58 ksi min. 4.4, 4.4.1, 4.4.2, and 7.15. ' (3 o C3 o AS SHOWN WITH b. Tensile Strength = 70 ksi min. c. AISC "Specifications for the Design of Cold Formed Structural 3'-6"0 STANDARD 180' c. Elongation = 22% min. Members" A36p g JOB N0. d. CVN Toughness = 20 ft-Ib min. @ 0' F 2. Structural steel shall conform 4 ASTM min for lutes and angles, 2'-6" HOOK @TOP (AS g ASTM A500 grade B for HSS (42 k.s.i. min. pipes and 46 k.s.i, min SHOWN) SPREAD FOOTING OPTION See details and notes for other welding requirements. for squares and rectangles), and ASTM A992 grade 50 for all beams 18- 1662R1 J. Demand Critical Welds - N.A. and purlins. Base plates, cap plates, and cap plate stiffeners (if any) DRILLED PIER DETAIL SCALE: 1/2"=1'-0" i. K. Lowest Anticipated Service Temperature - 0' F shall be ASTM Abe rf= ed by c PIER SECTION p p 3. All welding shall be performed by certified welders in accordance with 0 DWG, N0. the American Welding Society using E-70xx electrodes. 9 SCALE: 1/2"=l'-O" 4. On all bolted connections, use ASTM A307 bolts unless otherwise CS 1 specified (no special inspection required.) 5. Metal roof deck shall be 20 ga. ASTM A653 grade 40. OF 3 SHEETS