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HomeMy WebLinkAboutB16-2090 000-000-000Builder/Contractor Responsibilities Drawing Validity - These drawings, supporting structural calculations and design certification are based on the order documents as of the date of these drawings. These documents describe the material supplied by the manufacturer as of the date of these drawings. Any changes to the order documents after the date on these drawings may void these drawings, supporting structural colcilations and design certification. The Builder/Contractor is responsible for notifying the building authority of all changes to the order documents which result in changes to the drawings, supporting structural calculations and design certification. Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the manufacturer has correctly interpreted and applied the requirements of the order documents and constitutes Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of standard practice Sept 86 Section 4.2.1)(Mor 05 Section 4.4.1) Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project plans and specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor is responsible for securing all required approvals and permits from the appropriate agency as required. Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated work in compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, braces, false work or other elements required for erection will be determined, furnished and installed by the erector (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) (CSA/S16-09 Section 29). Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) 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 concerning any interface between materials if furnished as a part of the order documents, the manufacturers assumptions will govern. Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has 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 plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to the building configuration shown on these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the building not indicated on these drawings. 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 made 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) BUILDING DESCRIPTIONS Building ID Width Length Height Slope Building A 40'-0 60'-0 18'-0 3:12 Buildin B 25'-0 60'-0 15-9 1:12 ENGINEERING DESIGN CRITERIA Building Code ................. 2013 CALIFORNIA Building Risk Category ............ Normal (Risk Category II) Roof Dead Load Superimposed ................. 3.29 psf (Bldg A) 2. 92 psf ( B l dg B) Co l l atera l ................... 4, 00 psf (0,00 psf Ceiling 4,00 psf Other) Roof Live Load .................... 20.00 psf reduction allowed Snow Ground Snow Load (Pg) .. 37.00 psf Snow Load Importance Factor (I) 1.00 F t at Roof Snow Load (Pf) ..... 31.08 psf Snow Exposure Factor (Ce) .... 1100 Thermal Factor (Ct) .......... 1. 20 Wind Ultimate Wind Speed (Vult) ... 110.00 mph Nominal Wind Speed (Vasd) .... 85 mph ( I BC sect i on 1609. 3. 1) Wind Exposure Category ....... C Internal Pressure Coef (GCp i) 0. 18/-0. 18 (Bldg A) 0. 55/-0. 55 ( B l dg B) Loads for components not provided by building manufacturer Corner Areas (within 6. 00' of corner) 27. 93 psf pressure -37. 40 psf suction Other Areas 27.93 psf pressure -30. 30 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Rafters Purlins Seismic Design Category ...... D 4"0 A325 BOLT GRIP TABLE 150 Soil Site Class .............. D Stiff GRIP Snow L/ 180 LENGTH g BOLT LENGTH NOTE: FULL THREAD ENGAGEMENT IS DEEMED TO HAVE BEEN MET WHEN THE END OF THE BOLT IS FLUSH WITH THE FACE OF THE NUT WASHER REQUIRED ONLY WHEN SPECIFIED. GRIP WASHER MAY BE LOCA TED UNDER HEAD OF BOL T, UNDER NU T, OR A T BO TH A T LOCATIONS NOTED ON ERECTION DRAWINGS ADD 5/32" FOR EACH WASHER TO MATERIAL THICKNESS TO DETERMINE GRIP. 0 TO 9116 " 1 114 F. T. Over 9/16" TO 1 1/16 1 3/4" F. T. Over 1 1/16 " TO 1 5/16 " 2 " Over 1 5/16" TO 1 9116" 2 1/4" Over 1 9/16 " TO 1 13/16 " 2 112 " Over 1 13/16" TO 2 1/16 2 3/4" LOCATIONS OF BOLTS LONGER THAN 2 3/4" NOTED ON ERECTION DRAWINGS F. T. DENOTES FULLY THREADED ENGINEERING DESIGN CRITERIA Building Code ................. 2013 CALIFORNIA Building Risk Category ............ Normal (Risk Category II) Roof Dead Load Superimposed ................. 3.29 psf (Bldg A) 2. 92 psf ( B l dg B) Co l l atera l ................... 4, 00 psf (0,00 psf Ceiling 4,00 psf Other) Roof Live Load .................... 20.00 psf reduction allowed Snow Ground Snow Load (Pg) .. 37.00 psf Snow Load Importance Factor (I) 1.00 F t at Roof Snow Load (Pf) ..... 31.08 psf Snow Exposure Factor (Ce) .... 1100 Thermal Factor (Ct) .......... 1. 20 Wind Ultimate Wind Speed (Vult) ... 110.00 mph Nominal Wind Speed (Vasd) .... 85 mph ( I BC sect i on 1609. 3. 1) Wind Exposure Category ....... C Internal Pressure Coef (GCp i) 0. 18/-0. 18 (Bldg A) 0. 55/-0. 55 ( B l dg B) Loads for components not provided by building manufacturer Corner Areas (within 6. 00' of corner) 27. 93 psf pressure -37. 40 psf suction Other Areas 27.93 psf pressure -30. 30 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Rafters Purlins Seismic Design Category ...... D Live L/ 180 150 Soil Site Class .............. D Stiff Soil Snow L/ 180 Ss ........................... 0.597 g Sds ..... 0.526 g S1 I .I.....I.. I I .... I......... 0.260g 180 Shc ..... 0.326 g Analysis Procedure ........... Equivalent 120 Lateral Force Column Line (Bldg A, B) 1 & 3 2 SWA & SWC Basic Force Resisting System B3 C4 C4 & B3 Response Modification Coefficient (R) 3. 25 3. 50 3. 25 Seismic Response Coefficient (Cs) 0. 162 0. 150 0. 162 Design Base Shear in kips (V) 4. 78 4 38 10, 10 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced Frame 40 C4 - Ordinary Steel Moment Frame 40 Portal Service Wind H/ DEFLECTION CRITERIA The material supplied by the manufacturer has been designed with the following minimum deflection criteria, The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTI❑N LIMITS...1 BLDG-A,B Roof Limits Rafters Purlins Panels Live L/ 180 150 60 Snow L/ 180 180 60 Serviceability Wind L/ 180 180 60 Total Gravity L/ 120 120 60 Total Uplift L/ N/A N/A 60 Frame Limits Sidesway Portal Frame Sidesway Live H/ 60 Snow H/ 60 ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Serviceability Wind H/ 60 Seismic Drift H/ 40 40 Portal Service Wind H/ N/A 60 Total Gravity H/ 60 Service Seismic H/ 50 40 Wall Limits Limit Total Wind Panels L/ 60 point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Total Wind Girts L/ 90 Total Wind EW Columns L/ 120 Material properties of cold -formed light gage steel members conform to The Service Seismic limit as shown here is at service level loads. BUTTE COUNTY SEP 2 0 2016 pEEVH >O MENT c%1Tces Material properties of steel, bar, plate, and sheet used in the fabrication R1 -R4 Erection Guides of built-up structural framing members conform to ASTM A529, ASTM A572, R5 -R15 Construction Drawings ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rotted structural shapes conform to ASTM A992, R16 Trim Profiles ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold -formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 o with a minimum yield point of 55 ksi. For Canada, material properties conform to CAN SA G40. 20/640. 21 or equivalent. Bolted joints with A325 Type 1 bolts greater than Or. 1/2" diameter are specified as pre -tensioned joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, M December 31, 2009. Pre -Tensioning can be accomplished by using the turn -of -nut method of tightening, calibrated wrench, twist -off -type o tension -control bolts or direct -tension -indicator as acceptable to o the Inspecting Agency and Building Official. Installation inspection Q_ requirements for pre -tensioned joints (Specification for Structural o Joints Section ii using turn -of -nut method is suggested. N The connections on this project are not slip critical. Q to0 0 o m i Using 5x5 standard eave gutter with 4 x 5 downspouts, the roof drainage o < o system has been designed using the method outlined in the MBMA � o ° Q o v �u Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalk at a spacing not to exceed 50 feet with UJ the first downspout from both ends of the gutter run within the o W U 0 4 Q Z a-- ❑ 25 feet of the end. Downspout spacing that does not exceed o maximum spacing will be in compliance with the building code. (.nz � The gutter and downspout system as provided by the manufacturer > a) w is designed to accommodate 4 in/hr rainfall intensity. �f} ` Y o Design criteria as noted is as given within order documents and is applied o 0 in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the metal building manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall co Qo construct i on project. The metal building manufacturer has not designed the structure for U Z )0 0 snow accumulation loads at the grourrd level which may impose snow LnF-1 El on the wall framing provided by the manufacturer. En This metal building system is designed as enclosed. All exterior--- a components ( i . e. doors, windows, vents, etc.) must be designed to w ,� withstand the specified wind loading for the design of components and cladding in accordance with the specified building code. z Q Doors are to be closed when a maximum of 50% of design wind 0:: v a, velocity is reached, oCn Ln The materials by the manufacturer will be fabricated in a facility v � m Q3 D` that has received certification of accreditation for the Manufacturers of Metal Bu i ld i ng Systems (AC472) from International Accreditation Scale: NOT TO SCALE Service (IAS), This certification is recognized under Section 1704 Drawn by. OGG 8/25/16 of the IBC for approved fabricators. Checked by. GAS 8/25/16 Framed openings, walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings. The Project Engineer. • WH cutting or removal of girts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas Job Number: 15-B-42715 not shown may void the design certifications supplied by the metal building manufacturer. Sheet Number: E1 of 12 X -Bracing is to be instal led to a taut condition with all stack The engineer whose seal removed. Do not tighten beyond this state, appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. PERMIT # r�_,) I G Z© 70 BUTTE COUNTYDEVELOPMEN I SERVICES REVIEWED FOR CODE COMPLIANCE DATE l Z BY. --='--'-- Francois Rambau, P.E. California P.E. C053570 San 03, 2016 6 ! , �opR- Ess�oN�l c 9 ,L C 53570 G Cr T�-Ile OFCAX-it, *J • - DENOTES: CLIP LOCATION SC90 AT 8" PURLINS SC92 AT 10" PURLINS - SC94 AT 12" PURLINS EWB EWB 0: w z J LL Ld O O' in N LL - 0 N W I 0 LL w 4 60'-0 OUVOUT OF STEEL N O LAP (LENGTH) SYMBOL LAP (LENGTH) I 0'-2" (34") -�t _ R 28'-10 V W O W X N � N H LLJ N cn U u - P-15 (TYP.) LL - ��'� O P-14 (TYP.) O F- 1OX3.5Z12 F- �� D D 1OX3.5Z12 D D O O 11-1w I LLJ z_ z J J LL w n LL w U fl� O I O I 0 0 d- FB4 ��' �`. w z J LL Ld O O' in N LL - 0 N W I 0 LL w 4 60'-0 OUVOUT OF STEEL N O LAP (LENGTH) SYMBOL LAP (LENGTH) I 0'-2" (34") N _ R 28'-10 V N X 28'-10 W W N N H cn u - P-15 (TYP.) ��'� O P-14 (TYP.) F- 1OX3.5Z12 �� D D 1OX3.5Z12 O I LLJ z_ J LL w n O I 0 d- FB4 ��' �`. FB4 / / \\ Q i i BLDG "A" I-rB4 �` FB4 �<134 �� F134 FB4 `� �� F134 I ' i I i 0'\80 Q ' P-14 (TYP.) `. OT TT (TYP.) P-15 (TYP.) 1 OX3.5Z12 ��� 1 OX3.5Z12 F ----I R K W1 C H `,FB4C /' `� FB4C' �\\\\ FB4C �� /' BLDG "B" `� /' F84C Po 4Q" TYP.) <�4<�>/ P-15 (TYP.) / P-14 (TYP.) 1OX3.5Z12 `�\ I 1OX3.5Z12 //' N N 28'-10 28'-10 60'-0 OUT/OUT OF STEEL Lv z J LL Lv C7 � w o fl� O I in N w0] Wei 1 b PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE b I Z' %---By -P. swc ROOF FRAMING PLAN KEY PLAN SWA SWA EWD EWD Z_SECTION LAP TABLE O LAP (LENGTH) SYMBOL LAP (LENGTH) I 0'-2" (34") T _ R 1'-4"(1'-54") V N X 0 W W N N H cn u - O F- D D O LLJ z_ J LL w n O I 0 d- Lv z J LL Lv C7 � w o fl� O I in N w0] Wei 1 b PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE b I Z' %---By -P. swc ROOF FRAMING PLAN KEY PLAN SWA SWA EWD EWD Z_SECTION LAP TABLE SYMBOL LAP (LENGTH) SYMBOL LAP (LENGTH) S 0'-2" (34") T 2'-4"(2'-54") R 1'-4"(1'-54") V 3'-0"(3'-14") S 03, 2016 U) D m m a) CD m o m 0 m DO m O N L Z D C) r n Z D C 25'-2 Z m o m 0 m DO O O N L O C) I 20'-0 I 20'-0 n Z Nfi C 25'-2 OJ Z CA U) (Ap CJD J N N O 20'-1 D 20'-0 I 20'-12 I n C I (It O Ut O I O C O C �--� I 25-2 r r 20'-12 I J 20'-0 z D I I 20'-0 m I J 20'-12 I QI m O D O m � m 25-2 D z D N m r = C = C u D TI D U) x O CA D Z CJD Z o 0 0 n O z 0 z it D > O D \D m O D o D Ci = I Z mm W u) \ �J cn D N _ cn > 0 = D = n W cD 2 ( Z D z D �u I x N m N m o CP cn m (Ji_ C7 n r 0 of �0 I 0 I O o 0 O� 0 m co CD O o m m C �m D O � D D Dr D n n n C7 C7 = m = m @-1 Q m m D D 0 0 O D o D n� = m D z M n m n o z o z C O C Z m O m o X � ;:a c o C o z z o .n m A Zi m 0 o J7x c a o< o `N 'DM 0 r® -a zo m Q om z < rn m0. 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CK W1 C I TYP. AT ALL GIRT ELEV. Section "A4/E4" PBR WALL PANELS PANEL COVERAGE = 3'-0 COLOR = SADDLE TAN PANEL PKG. REQ'D. = PBS -3 Field Cut Panel and Trim as required per Construction Details Z_SECTION LAP TABLE SYMBOL LAP (LENGTH) SYMBOL LAP (LENGTH) S 0'-2" (3j") T 2'-4"(2'-5j") 10X3.5E14 rN I � r O I I� 3'-0"(3'-14") C Li C a NOTE. • GIRTS AND/OR WALL PANELS MAY REQUIRE FIELD CUTTING AT FRAMED OPENINGS, WALK DOORS, WINDOWS, LOUVERS, OPEN AREAS, AND/OR CONSTRUCTION (N.B.M.) AREAS. DJ2 DJ2 DJ2 8X2.5C16 WSX10 F8X2.5C14 F-1 8X2.5C16A -PC84 PC84 --� F-? PC84 /_8X2 5C16 LW1 &CL472B (TYP) o 1 . W1 &I CL472B O I I'7 10X3.5E14 rN I � r O I I� O I r7 O I r7 fW8X10 7!, i I I I G-5 F981 -1 � F981-1 riN �1� F481-1 I I I 8X2.5Z12 I ¢ V V DH1 u �-KV rIN G-3 RKW1 C DH1 ,J �--IN N i 0 I G-18X2.5Z12 G 2 rIN G-4 I I 8X2.5C16 I N I 8X2.5C16 I N .— I 8X2.5Z16 I N 161 I I "A4/E4" I 8 2.5 L 8X2.5Z16 � N NI 00 III —IN I N 00 1- 100 iU-) 100 00 � N N 00 I a0 � � N N ' G-1 8X2.5Z16 r-� O �xO �x G-2 8 2.5 6 Ln o 0x �►Ln O �x G-4 8X2.5Z16 r- 00 r- 00 I I I I I I I I I I 00 00 cp CJ U I � � U Y U 11'-4 14'-0 3'-6 I 14'-0 13'-4 N N II " 28'-10 28'-10 28'-10 •- SAG ANGLES 8'-8j 5-84 5'-84 CC5F W1 OX12 ONE FB6C ® 7'-6 RIGHT ONE FB6C ® 12'-8 RIGHT N I O 00 LL_ HW1112 8'-81 C1B 8'-84 5'-84 ELEVATION "SWA" BUILDING "A" (3) SP -1 (3) F2955-1 D (20) HW456 5'-84 _I 8'-8j CC4G W8X10 ONE FB4A ® 7'-6 LEFT ONE F134A ® 12'-8 LEFT WALL SHEETING ELEVATION "SWA" BLDG "A" \_ F73 IN O \_ HW1112 PERMIT # C7 — ?%esQ BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODECOMPLIANCE DATE 13YP— San 03, 2016 J�� &:�g O I i'7 O I M O I I'7 rN I � r O I I� O I r7 O I r7 O I r7 7!, i F981 -1 � F981-1 riN �1� F481-1 I I I �1� 1F481-1 I -KN rl(V �-KV rIN I I (\ I �--IN I I �-IN r'KV DKV rIN I I I I I N I I N .— I I I N I I I I I I I I I IN — NI 00 III —IN I N 00 1- 100 100 00 � a0 1 � � 00 I a0 � � I� I I� ILL r- 1 1 I 1 1 I I I I I I I I I I I I I I WALL SHEETING ELEVATION "SWA" BLDG "A" \_ F73 IN O \_ HW1112 PERMIT # C7 — ?%esQ BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODECOMPLIANCE DATE 13YP— San 03, 2016 J�� &:�g 7 PBR WALL PANELS PANEL COVERAGE = 3'-0 COLOR = SADDLE TAN PANEL PKG. REQ'D. = PBS -4 Field Cut Panel and Trim as required per Construction Details Z_SECTION LAP TABLE SYMBOL LAP (LENGTH) SYMBOL LAP (LENGTH) S 0'-2" (34") T 2'-4"(2'-54") R 1'-4"(1'-54") V 3'-0"(3'-14") LL LL E-3 E-4 > '' r KV rIN r 10X3.5E14 10X3.5E14 �1CV IN d DKV LW1 C & CI -4 2A (TYP) +iN riN •-KV SIN SIN SIN SIN --KV I -1N -IN ^I hhI I I I I I I G-10 I I I I 8X3.5Z14 I I I 8X3.5Z14 II ' N O O LW1 D (TYP) � G-9 G-11 8X3.5Z14 V O V 8X3.5Z14 O °800 N I SAG ANGLES 2 CC5G W8X10 ONE FB4A @ 12'-8 RIGHT F761-1 BL HW1112 28'-10 5'-82 5'-82 8'-82 28'-10 8'-82 5'-82 5'-82 C1 A ELEVATION "SWC" BUILDING "A" (1) F760-2131- (1) F760-3BR (3) F760-1 B (3) F2955-1 D (3) F893-1 © 2'-0 O.C. (20) HW456 N I 8'-82 CC4F W8X10 ONE FB4A @ 7'-6 LEFT riCV r KV rIN r SIN r SIN �1CV IN SIN DKV ' 7N +iN riN •-KV SIN SIN SIN SIN --KV I -1N -IN ^I hhI I I I I I I AI I I I I I I I I f I II WALL SHEETING ELEVATION "SWC" BLDG "A" \— F73 F761-2BR \— HW1112 PERMIT G BUTTE COUNTY DEVELOPBSERVICES REVIEWED FOR CODE �COMPLIANCE DATEy S 03, 201 6 � 9 z z a LL F761-1 BL E-5 1 OX3.5E14 28'-10 (3) 1`2914-113 (1) F760 -213L (1) F760 -38R (21) F760-1 B (3) F2955-1 B F893-1 @ 2'-0 O.C. F761 -28R E-6 1 OX3.5E14 OPEN TO ROOF LINE TO REMAIN OPEN CY1 D W10X22 ELEVATION "SWA" BUILDING "B" 28'-10 N I 6 CC3G W8X18 ERMIT# V-:,,lL -2'd9 O BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE 10 1.1 Z!By—p--4-- Sen 03, 2016 NOTE: CLEVIS RODS ARE TO USE (1) 4"O X 14" A325 BOLT FOR ATTACHMENT AT EACH END. NOTE. GIRTS AND/OR WALL PANELS MAY REQUIRE FIELD CUTTING AT FRAMED OPENINGS, WALK DOORS, WINDOWS, LOUVERS, OPEN AREAS, AND/OR CONSTRUCTION (N.B.M.) AREAS PBR WALL PANELS PANEL COVERAGE = 3'-0 COLOR = SADDLE TAN PANEL PKG. REQ'D. = PBS -1 Field Cut Panel and Trim as required per Construction Details Z_SECTION LAP TABLE SYMBOL SPLICE BOLT TABLE CONN. QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A (4) X 14 A325 B&N 0 0 B (4) X 14 A325 B&N 2 0 C (4) 4 X 2" A325 B&N 1 0 0 NOTE: CLEVIS RODS ARE TO USE (1) 4"O X 14" A325 BOLT FOR ATTACHMENT AT EACH END. NOTE. GIRTS AND/OR WALL PANELS MAY REQUIRE FIELD CUTTING AT FRAMED OPENINGS, WALK DOORS, WINDOWS, LOUVERS, OPEN AREAS, AND/OR CONSTRUCTION (N.B.M.) AREAS PBR WALL PANELS PANEL COVERAGE = 3'-0 COLOR = SADDLE TAN PANEL PKG. REQ'D. = PBS -1 Field Cut Panel and Trim as required per Construction Details Z_SECTION LAP TABLE SYMBOL LAP (LENGTH) SYMBOL LAP (LENGTH) S 0'-2" (34") T 2'-4"(2'-5'3") 4 ONE F134A © 12'-8 LEFT RE3F ONE F134A ® 16'-0 LEFT 4") 3" 1 12 BGC1 F REZF A w12XA 4 / / / G-13 PC78 8X2.5Z16 � G-6 , SC58 `�\ 8X2.5Z16 W N N , W L K G-6 00 SC58 8X2.5Z16 // `�\ (TYP.) <& RO O 20'-0 G-16 8X2.5Z16 G-7 8X2.5Z16 G-7 8X2.5Z16 D I 6 CC4F CE6F W8X10 W8X10 W10X12 ONE FB4A @ 7'-6 LEFT RE2F ONE F134A © 12'-8 LEFT RE3F ONE F134A ® 16'-0 LEFT 20'-0 ELEVATION "EWB" BUILDING "A -B" 1`160-1 D 1`679-1 fib A 2� 04 _1 (j ) F�64, 1`761-2BR N I 0 00 HW1112 12 ]1" (14) RAI -1 ''—PC77 5x�— REW1F —FLG. /0.134x 1 '— 3� WEB SC58 OPEN TO ROOF LINE SC58 TO REMAIN OPEN 25'-0 BUILDER TO FIELD WORK AND MAKE WATER TIGHT "^ ff A (14) F2914 -1X (1) C --7&'A WALL SHEETING ELEVATION "EWB-EWB" BLDGS "A & B" F761-1 BL APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT B b CC5F CC3F W10X12 W8X18 BUILDER TO FIELD WORK AND MAKE WATER TIGHT "^ ff A (14) F2914 -1X (1) C --7&'A WALL SHEETING ELEVATION "EWB-EWB" BLDGS "A & B" F761-1 BL APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT CC4F 200 CC5F 265 CE6F 244 RE2F 302 RE3F 299 CC3F 282 REW1 F 395 CC3G 282 REW1 G 395 PERMIT # ` ": — 2� 9 b BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE - San 03, 2016 6(, NOTE.- GIRTS AND/OR WALL PANELS MAY REQUIRE FIELD CUTTING AT FRAMED OPENINGS, WALK DOORS, WINDOWS, LOUVERS, OPEN AREAS, AND/OR CONSTRUCTION (N.B.M.) AREAS NOTE: CLEVIS RODS ARE TO USE (1) 4"O X 2" A325 BOLT FOR ATTACHMENT AT EACH END. PBR WALL PANELS PANEL COVERAGE = 3'-0 COLOR = SADDLE TAN PANEL PKG. REO'D. = PBS -2 Field Cut Panel and Trim as required per Construction Details Z -SECTION LAP TABLE SYMBOL LAP (LENGTH) SYMBOL LAP (LENGTH) S 0'-2„ (34") T 2'-4"(2'-54„) CC5G W8X18 W8X10 3'-0"(3'-14") F761-2BR REW1 G 54=FLG. /0.134x1'— 3=WEB OPEN TO ROOF LINE TO REMAIN OPEN 25'-0 12 3"1 �A) \", RE,G 4 W12X� G-17 PC77 A8X2.5216 G-6 SC58 8X2.5Z16 G-6 SC58 8X2.5Z16 20'-0 BGC1G (TYP.) u 1j) Rgl`1 �02,�R4 A G-8 \\8X2.5Z16 G-7 8X2.5Z16QP / max\ G-7 0 8X2.5Z16 \0 20'-0 PC78 I � c� SC58 N w I Q 'n w 0 I '-SC58 on A B 6 6 CC3G CC4G CE6G CC5G W8X18 W8X10 W8X10 W8X10 ONE F134A @ 7'-6 LEFT ONE F134A © 12'-8 LEFT ONE FB4A @ 16'-0 LEFT WALL SHEETING ELEVATION "EWD-EWD" BLDGS "A & B" F160-1 D F679-1 BUILDER TO FIELD WORK AND MAKE WATER TIGHT . i G F-764— (1) 3R F76.4> 1 Q0 i n F7F1-1 R1 YY I I I Z- 2'-0 BACKLAP v WALL SHEETING ELEVATION "EWD-EWD" BLDGS "A & B" HW1112 PERMIT #R i b 2'0 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE L cD I l Z ((� -SY�� San 03, 2016 6�, OY/PROJECTS\XDS—V6-02-00 FRAME = J:/Active/eng/15—B-42715/ver01—wxhuang/Bldg—A/Drftg/xO2L J:/Active/eng/15—B-42715/ver01—wxhuang/Bldg—A/Drftg/xO2R 8/ 1/16 13:30:53 8/ 1/16 13:30:53 OY/PROJECTS\XDS—V6-02-00 FB SET = ENG/15—B-42715/ver01—wxhuang/Bldg—A/Drftg/x02L ENG/15—B-42715/ver01—wxhuang/Bldg—A/Drftg/xO2R GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. 12 3" 1 , '.41 M o - Cb C1 A 1= CROSS SECTION AT FRAME LINE "2" F,84 NS ORr S APPROXIMATE MEMBER WEIGHTS PLATE SIZE TABLE SPLICE BOLT TABLE CONN. LOW SIDE HIGH SIDE QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A 6X0.375X8J C113 492 U B 6 X 0.75 X 2'-6J 6 X 0.75 X 2'-5J (8) J X 21 A325 B&N 0 0 C 6 X 0.5 X 2'-5J 6 X 0.5 X 2'-51% (8) J X 2" A325 B&N 0 0 1= CROSS SECTION AT FRAME LINE "2" F,84 NS ORr S APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT R1 A 481 R1B 485 C1A 417 C113 492 M LZ LU 3: (5 d) PERMIT BUTTE COUNTY(DEVELOPM N SERVICES C16 REVIEWED FOR CODE COMPLIANCE DATE -Z 8Y� \CFCAOF0�9Z U c ,o ,Q U v Q a� a Q c ,o 5 a� M E o C O o �� o C � N < O (n x o O L M = O p oU O O ¢ O U J U V �! W Z ry ❑ O= Ln Z c ~ V (n >-¢ 1w w Q O z 1z U U L C iV O V mCx O L L L •�� ,ems C) u) El Elw FN; w iri LLJ `z ¢ Lf) o w cUn (103 0 C7 O V � m Scale: NOT TO SCALE Drawn by. OGG 8/25/16 Checked by.- GAS 8/25/16 Project Engineer: WH Job Number. • 15—B-42715 Sheet Number. • E9 of 12 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Francois Rambou, P.E. California P.E. C053570 S 03, 2016 La -S �OQROFESS/04� �GOtS C 53570 G n \CFCAOF0�9Z < K-90 0 C) m D z 0� � �m z -I�. r� rrl rn o 0 � =n <m� ;;a � o 0 rn rn z 0D z�z m n �mz n n x x r o O om �z C�o� mzc %% x x Un v O 00 (f) `j x U' D �z om X —I m M m 0 < < C)0 rxr o m � m o o z=0 rn rn 0 t CC/)nm oZ N N o 0 rnk�+ N mz O O I F71 M n o 0 o czi� rn < to o m � � x D >n m� D P 0 xQ m M _ M n x -i II II x zD mFr Mm y z D m 0 \ n D �'-'" W <. M' I � ? c0 4-1- � O v� cn x x 0 r m -p i v D D n �(-n T" (A W FI c cD N U1 N U1 UJ Z) O 07 co� M 0 � I \ z z F - Q x C: I o n :3 O O n> D o\ =o MZ CC) L a a, o \� M *C0 x n O\ 0 O Nc r o m �0 15'-9 EAVE HEIGHT � x O j r �n o N D 5z'0 X o g °° \ a I+ m O P aA I+ w Op O rn'�+ U, D 0J �l N 14'-14 0 0 rn o O z 0 x (n -n O DC7 W O O 1 -r� N X N (n U1 0 U1 I CWJ1 L� G 0 Z,^ Cn 003 14'-2� n � O Ui M I _ 0 0 O 0 z O 0 � _ N D N UnX O O -1 X N TI 0 0 CA O (,,•3 W DCn M o 1 Ul C Z M N U! I O Z Z �07 < J107 -T1 0 N 1 N OD O 0) O O O X X zo O O J W I Ln X a O 00 U7 1 0 Z 07 -n O CO _ 2 "r1 U7 C7 N a ro ni M m � W -O m C) n C7 �7 D �U 0 o � � x o � � 0fn m D D M I r zo ? `J M -� 11 m, CD L4 C) o o o@ o °0 3 a a � Revision Date Description By Ck'd _ 0 0 n_'_ 0 0 0 O r+ _ , , cL �. rn �. o? cD �' O Z n fi 3 Q TARBUILDING P.O. BOX 94910 o 0 �� O J I CJTEi V l {� OKLAHOMA CITY, OK 73143 O O O e 0 N� 3� c Q � AN SCI COMPANY (405) 636-2010 c � CD a (D (D � o co ` O �� �c Z m D o m o_ �, o Customer.- Project Name & Location: REG/ST F,Q cn o- C7 Q �• - N. 3 cn o n O s G) O ROSSER INTERPRISES INC MIKE HOUAR y� F 0� cn a M a o m N > 0 o 9`L�, � oEn Lam3rn�0-� c`n' 5, o- o �. ° m I W z BIGGS, CA FOREST RANCH, CA oy T, n cn o o m _, 3 m e `° E' m m o 00 00 n °' Q -„ o += o a O 5 0 Q 3 �' °, Drawing Status: Preliminary For Construction Permit ❑ ❑ C,p �� rn cn \ \ (Not For Construction) �_ co a 0 Q ro �' N rn rn For Approval ❑ Construction) ® For Erector Installation (Not For -I�. r� rrl rn o 0 � r� O z IOY/PROJECTS\XDS—V6-02-00 FRAME = J: /Active/eng/15—B-42715/ver01—wxhuang/Bldg—A/Drftg/xO3L 8/ 1/16 13:31:04 GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. O 00 I M)lao WBX10 BRACk Ln Ln N N O O X X N O �M c0 p ' r - X O O N I LL m Li o 3 — (A) 8.0 X 0.25 (B) 18.0 X 0.134 18.0 X 0.134 8.0 X 0.25 (AN 1"d _V1 3—A onl Tc — — — — — — — — — — — — — — — /A\ 1"na V 13 A Z7r- onl TC 1 CROSS SECTION AT PORTAL FRAME 6 AT GRID LINE "B" C1B PLATE SIZES �A� 6.0 X 0.375 B 6.0 X 0.375 {10 BRACKET N I PART MARK Lo N to LO N 04 485 O O O N N X X O O O Ln O X X X tom- cD O Ln O r--� t` LL m Li o 3 — (A) 8.0 X 0.25 (B) 18.0 X 0.134 18.0 X 0.134 8.0 X 0.25 (AN 1"d _V1 3—A onl Tc — — — — — — — — — — — — — — — /A\ 1"na V 13 A Z7r- onl TC 1 CROSS SECTION AT PORTAL FRAME 6 AT GRID LINE "B" C1B PLATE SIZES �A� 6.0 X 0.375 B 6.0 X 0.375 {10 BRACKET N I a m L LZ - o APPROXIMATE MEMBER WEIGHTS PART MARK Lo N to LO N CKW1 C 485 O O O X X X O Ln O � cfl tom- cD a m L LZ - o APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT RKW1 C 663 CKW1 C 485 J"O A325 Bolts (Typ) Section "A11 /E11" PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR COPE COMPLIANCE DATE --J-0 + Z- I t(-' By--PdL— Sen 03, 2016 CONNECTION CODES NAME DESCRIPTION FOR A325 BOLT DIMENSIONS A325 CONNECTION BOLT DIMENSIONS Frame Documentation t--age05-12-10 (FOR TOP AND BOTTOM BOLT PATTERN) D DIAMETER OF THE BOLT 1/211 3/4" 7/8" 1" 1 1/4" 1 1/2" A325 Connection Bolt Details Date lRev. Se '14 03 HD BOLT HOLE DIAMETER 9/16" 13/16" 15/16" 1 1/16" 1 5/16" 1 9/16" mom, BOLT GAUGE 2 11/2 IF 3" 4" 3 1/2" 4" 5 1/2" G MAX. WEB THICKNESS (Max." Fillet Weld) WITHOUT WASHER 1 " 1 1/8" 1 7/8" 1 1/4" 1 3/8" 2 1/8" MAX. WEB THICKNESS (Max. 16" Fillet Weld) WITH WASHER 3/4" 7/8" 1 5/8" 7/8" 7/8" 1 �7/8" B 4E/2EH HG HEAVY CONN. BOLT GAUGE N/A 2 1/4" 2 5/8" 3" 3 3/4" 4" Connection Code S NORMAL BOLT SPACING 2 1 /2" 3" 3 1/4" 3 1/2 39 4" 4 1/2" (See "Connection Code Format" on this drawing) BSMIN MINIMUM SPACING BETWEEN TOP & BOTTOM SETS OF BOLTS 1 1/2'3 2 1/4'3 2 5/8" 3" 3 3/4" 4" o Connection Location CONNECTION 1B, 11 OR 1P CONNECTION 1F CONNECTION 1E 2'-0" 2'-0" 2'-0" 2'-0" 2'-0" 2'-0" Q MAXIMUM BOLT SPACING BETWEEN CROSS SECTION CONNECTION CODE KEY TOP AND BOTTOM SETS OF BOLTS 1/2 BSMAX (fes") WHEN BSMAX = 2'-01" TO 4'-0 1-- BSMAX SPLICE BOLT SPACING 1 „ (AS SHOWN AT CONNECTIONS ON FRAME CROSS SECTION DRAWINGS) Q < ON CONNECTION PLATES ,LESS (NOT TO EXCEED 2'-0) 1 /3 BSMAX (fes) WHEN BSMAX = 4'-01" TO 6 —0 0 THAN OR EQUAL TO 3/4 THICK 1/4 BSMAX (tom") WHEN BSMAX = 6'—O� TO 8'-0 17-- BFCD MINIMUM BOLT—TO—FLANGE CLEARANCE AT OUT OF NUT 1 1/2" 1 3/4":L1 7/8" 2 1/4" 2 1/2" 2 3/4" J SEE BOLT AT FLANGE DETAIL Flange Brace Material Schedule 0 Part Mark Material M PF MINIMUM BOLT—TO—FLANGE CLEARANCE AT CONNECTION PLATE (BFCD + RNWT) PF INSIDE OF FLANGE IS INCREASED BASED ON THE YT & YB VALUE. SEE BOLT AT FLANGE DETAIL PF FOR CONNECTION B, F, I AND P ARE THE SAME AS USED ON CONNECTION E FB4— L 2" x 2" x 14 Ga. LID, z NWT NUT AND WASHER THICKNESS SEE BOLT AT FLANGE DETAIL. NUT THICKNESS IS EQUAL TO THE BOLT DIAMETER F135_ L 2" x 2" x 14 Ga. a, 0 RNWT RISE ON NUT AND WASHER THICKNESS AND .15625" WASHER THICKNESS IS USED EVEN IF A WASHER IS NOT REQUIRED.FB6_ L 2"x 2"x 8" o CONNECTION 28, 21 OR 2P CONNECTION 2F CONNECTION 2E U TT THICKNESS TOP FLANGE REFER TO FRAME CROSS SECTION DRAWING FOR LARGEST F137_ L 22" x 22" x T" WTB THICKNESS BOTTOM FLANGE FLANGE THICKNESS EITHER SIDE OF THE CONNECTION. z YT BOLT SPACING TOP ROUND UP TO NEXT 1/2", MIN = S) 3 + TT 3 1 2 + TT 3 3 4 + TT 4 1 2 + TT 5 + TT 5 1 2 + TT z 0 YB BOLT SPACING BOTTOM (ROUND UP TO NEXT 1/2", MIN = S) or TB Sloped or TB Sloped or TB Sloped or TB Sloped or TB Sloped or TB Sloped U EED(S) MINIMUM SHEARED END EDGE DIMENSION 1 1/4" 1 1/4" 1 1/2" 1 3/4" 2 1/491 2 5/8" n o EED(R) MINIMUM ROLLED END EDGE DIMENSION 3/4" 1" 1 1/8" 1 1/490 1 5/8" 2 1/4" Gusset Plate o ., (At Rafter Outer Flange shown) o > o o EEDK END EDGE DIMENSION AT KNEE CONNECTION 1 3/8 1 3/8 1 5/8 1 7/8 2 3/8 2 3/4 U N o MINIMUM BOLT CLEARANCE FROM WITHOUT WASHER 7/16" 5/8" 3/4" 13/16" 1" 1 3/8" CD Q BCWM D (BOLT DIAMETER) A FLANGE OR WEB WELD WITH HARDENED WASHER 9/16" 3/4" 7/8" 1" 1 1 /4" 1 1 /2" ED(R) G ED(R HD (HOLE DIAMETER) o Y o ¢ c WCSM MINIMUM WIDTH OF CONNECTION PLATE (Standard Connection) 5" 6" 8" 8" 10" 12" ®v v �' WCHM MINIMUM WIDTH OF CONNECTION PLATE (Heavy Connection) N/A 10" 12" 12" 16" 18" °' o �° CONNECTION 3B, 31 OR 3P CONNECTION 3F CONNECTION 3E1-TCMIN EED(S) 2 1 L21 E < Z MINIMUM THICKNESS OF CONNECTION PLATE 1 /4" 3/8" 7/16" 1 /2" 5/8" 1" _ _ w � Z 0 ❑ E-- Z, un Z.o S � 0_ ~ ED(R Cn ED(R G ED(R ED(R HG G HG _ — L ° Y o D (BOLT DIAMETER) D (BOLT DIAMETER) PF ::5 w c c HD (HOLE DIAMETER) HD (HOLE DIAMETER) Top Connection Code TT YT EED(S) EED(S) PF -.,a° v PF PF o ° S coL° C21L- L° TT YT TT YT Splice Bolt Spacing PF PF — Top Connection Code — — Top Connection Code — — See BSMAX ❑ ❑ Cn W Ln S S BSMIN CONNECTION 48, 41 OR 4P CONNECTION 4F CONNECTION 4E _ _ — — — a_ Splice Bolts and M � S I I S (See BSMAX in Table) BSMAX � a i z ¢ cn E 2 E H Splice Bolt Spacing Splice Bolt Spacing a-- 4 o X — — i- cn 0 3 See BSMAX See BSMA c� c� CONNECTION DESIGNATION I I S 0 m o TT TBLANK = STANDARD CONNECTION H = HEAVY CONNECTION BSMIN 1144 _ BSMIN Splice Bolts — and Splice Bolts and Scale: NOT TO SCALE BOTTOM CONNECTION CODE (See BSMAX in Table) BSMAX (See BSMAX in Table) BSMAX PF Drawn by OGG 8/25/16 Bottom Connection Code TB YB Checked by.• GAS 8/25/16 BOTTOM QUANTITY OF BOLT ROWS PF Project Engineer: WH CONNECTION DESIGNATION — — — — — — f 1) f rT BLANK = STANDARD CONNECTION PF PF Job Number: 15—B-42715 S H = HEAVY CONNECTION Bottom Connection Code— TB YB Bottom Connection Code TB YB — — Sheet Number.- E12 of 12 TOP CONNECTION CODE PF PF EED(S) or EEDK The engineer whose seal TOP QUANTITY OF BOLT ROWS — — — — appears hereon is an employee CONNECTION 4X CONNECTION CODE FORMAT EED(S) or EEDK EED(S) or EEDK Gusset Plate for the manufacturer for the materials described herein. Said (At Rafter Inner Flange shown) seal or certification is limited to the products designed and STANDARD CONNECTION DESIGNATION HEAVY CONNECTION DESIGNATION 4X CONNECTION DESIGNATION manufactured by manufacturer only. The undersigned engineer is CONNECTION PLA CONNECTION CODE DESCRIPTION (CODE 4E/2E SHOWN) (CODE 4EH/2EH SHOWN) ( / ) TE CODE 4X 4X SHOWN not the overall engineer of record for this project. WASHER (IF REQUIRED) B = THIS DESCRIPTION CODE IS USED TO DEFINE SHEAR CONNECTIONS. BOLTS ARE LOCATED INSIDEF741 THE TOP FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP FLANGE. CONNECTION BOLT NUT Francois R P.E.C0 P.E. PLATE LENGTH MUST BE A MINIMUM OF HALF THE RAFTER WEB DEPTH AND SHALL NOT EXCEED THE GRIP California .E. C053570 RAFTER TOTAL DEPTH. PLATE THICKNESS E = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WITH COLUMN RAFTER �—/,rWASHER (IF REQUIRED) — 116- 11 1 ONE SET OUTSIDE THE TOP OR BOTTOM FLANGE AND THE REMAINING SETS ARE LOCATED INSIDE THE TOP OR BOTTOM FLANGE. BFCD PF PF COLUMN OR NWT F = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE _ RAFTER FLANGE RNWT THE TOP OR BOTTOM FLANGE AND CONNECTION PLATE PROJECTS 1/2" BEYOND THE TOP OR BOTTOM CONNECTION PLATE FLANGE. LENGTH IS EQUAL TO (REQ'D SPACES} S OR GREATER THAN HALF RNWT NWT BOLTS MAY BE 1 = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE THE RAFTER WEB DEPTH FIELD INSTALLED IN )) S o3, 2o�s THE TOP OR BOTTOM FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP OR BFCD — — PF BFCD EITHER DIRECTION PERMIT BOTTOM FLANGE. BUTTE COUNTY DEVELOPMENT SERVICES;—' _ _ REVIEWEi� FOR V � P = THIS DESCRIPTION CODE IS USED TO DEFINE SHEAR CONNECTIONS. BOLTS ARE LOCATED INSIDE o w CODE COMPLIANCE THE TOP FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP FLANGE. CONNECTION (n � 0 o 0 o DATE Z By r l goF�SS�p BOLTS MAY BE o Q o w o' w ! b T©p pig N¢l PLATE LENGTH MUST BE A MINIMUM OF HALF THE RAFTER WEB DEPTH AND SHALL NOT EXCEED THE FIELD INSTALLED IN iw = w � �G R9,yj� F2c RAFTER TOTAL DEPTH. v CO �� EITHER DIRECTION � C 53570 4X = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WITH ' TWO SETS EACH SIDE OF THE TOP OR BOTTOM FLANGE WITH A GUSSET PLATE OUTSIDE THE TOP AND BOTTOM FLANGE OR COLUMN CAP PLATE. CONNECTION B & P BOLT EDGE DISTANCE BOLT AT FLANGE DETAIL s�. elv►�- (Low Side Shown, High Side Similar) (Top Flange Shown, Bottom Flange Similar) �TFOFCAO -Anchor Rod Drawings 1) This drawing is for anchor rod placement only and is not foundation design. 2) Foundation must be square and level with all anchor rods true in size, location, and projection. 3) Projection shown must be held to keep threads clear of finished concrete. 4) This structural design data includes magnitude and location of design loads and .support conditions, material properties, and type and size of major structural members necessary to show compliance with the Order Documents at the time of this issue. Any change to building loads or dimensions may change structural member sizes and locations shown. This structural design data will be superseded and voided by any future mailing. 5) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer, and are not provided by the manufacturer. 6) Anchor rods are ASTM F1554 Gr. 36 material unless noted otherwise. FINISH FLOOR AT ELEVATION 100'-0I . 8- SWC EWB KEY PLAN EWD EWB SWA EWD SWA ACCESSORY SCHEDULE MARK DESCRIPTION DETAIL QUAN. A] 14'-0 X 14'-0 FRAMED OPENINGS FO r 2 ANCHOR BOLTS TO BE DESIGNED BY FOUNDATION ENGINEER USING DIAMETERS SHOWN IN THIS TABLE. ANCHOR ROD DESCRIPTION QUANTITY '0 DIAMETER X 40 4 "0 DIAMETER X 20 0'-104 W1 J' W p 'FW - V N ) LL - O O 1-1W Z J W Z J LL� W IY I- 0 O L I N O i Q N 0'-104 IM IR 4 CP 60'-0 OUT/OUT OF STEEL 4 1'-2 28'-10 28'-10 1'-2 X BRACE 0'-114 I I I I I I MFS O r I ( I I o I E I I I BLD'G 0 T r7r� I O I I I Q I I I I I I I I � A " • • REF. LINE--�---- I I © I A QI • PORTAL FRAME 11'-24 14'-3 3'-44 1'-44 14'-32 13'-24 27'-72 I 771 I I I 0 I I I N I BLD'G "B" I I I I I© I© ©I • • 0'-114 1'-2 28'-10 28'-10 1'-2 60'-0 OUT/OUT OF STEEL b b ANCHOR ROD SETTING PLAN b W U Q M J 0'-104 0'-104 0'-104 J O W N 'FW-� V LL- 0 LO f O W Z J :'SEI', O I N QI W Z -J LL: W �I H 0 Q I ir) N wo PERMIT# •1-31 UV -2--r- C BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE 1 �_I Z� I BY -J?, _ DRST1 B ENST18 Aun 11, 2016 6"J &-s FRAME ID #2 USER NAME.-wxhuang DATE: 8/ 1/16 PAGE: 2-3 cs 40./18./36.042 20./110./ JOB NAME: 42715A FILE: frame-2.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 2 NOTES:(1) All reactions are In kips and kip -ft. REO verstren.9th factor (Omega) Is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions. eismi- ""c""1TA�E-ONLY combination reactions include an overstrength factor of. 2.000 HL -•I-i- VIR HR i,� *-D *-B I nen Mn11P RFACTION TART F * = 2 COLUMN Roof Dead Load *-D Roof Collateral Load PLL1 *-B PLLR1 LOAD GROUP HL VL LNL HR VR LNR DL 0.7 3.1 0.0 -0.7 4.6 0.0 COLL 0.7 2.9 0.0 -0.7 4.6 0.0 PLL1 2.2 8.6 0.0 -2.2 8.6 0.0 PLLR1 -0.0 -0.1 0.0 0.2 5.1 0.0 SNOW 5.7 22.2 0.0 -5.4 35.7 0.0 LL 2.2 8.6 0.0 -2.1 13.8 0.0 RBDWEQ 0.0 3.9 0.0 -0.0 -0.0 0.0 EQ -2.6 -2.4 0.0 -2.8 2.3 0.0 RBUPEQ 0.0 -1.9 -3.2 -0.0 0.0 0.0 W-1 -9.9 -18.1 0.0 -2.4 -16.9 0.0 WL2 -8.0 -9.0 0.0 0.3 -3.2 0.0 WL3 2.2r-1 .9 0.0 2.9 -25.1 0.0 WL4 4.1.8 0.0 0.0 5.7 -11.5 0.0 LWL1 0.8 .4 0.0 1.2 -18.6 0.0 RBUPLW 0.0.1 -3.5 -0.0 0.0 0.0 LWL2 0.3 .4 0.0 -0.8 -21.0 0.0 LWL3 2.7 -5.4 0.0 3.9 -4.9 0.0 LWL4 2.2 1 -2.3 0.0 2.0 -7.4 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load PLL1 Pattern Live Load [PLLxx] PLLR1 Pattern Live Load Right Leanto/Canopy [PLLRxx] SNOW Roof Snow Load LL Roof Live Load RBDWEQ Downward Acting Rod Brace Load from Long. Seismic EQ Lateral Seismic Load [parallel to plane of frame] RBUPEO Upward Acting Rod Brace Load from Longit. Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load - LWL4 Longitudinal Primary Wind Load FRAME ID #2 USER NAME: wxhuang DATE: 8/ 1/16 PAGE- 2-4 I cs 40./18./36.042 20./110./ JOB NAME: 42715A FILE: frame-2.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 2 11ME:13:30:53 NOTES:(1) All reactions are In kips and kip -ft. REA 1 verstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions. eismic""BASE-ONLY' combination reactions include an overstrength factor of. 2.000 FRAMEID #3 USER NAME: wxhuang DATE: 8/ 1/16 PAGE: 3-2 pf 28.833/18. main building a JOB NAME:42715A FILE:portal.fra SUPPORT REACTIONS FOR EACH LOAD GROUP LOCATION:bays 1 -(Gridline B) NOTE: All reactions are In kips and kip -ft. TIME -13:31:04 HL IVL *-D I nAn GRniIP RFACTInN TART F * = 2 COLUMN LEFT COLUMN *-D RIGHT COLUMN LOAD GROUP *-B VL LOAD GROUP HL VL LNL HR VR LNR RS 4.6 12.1 0.0 -4.6 21.4 0.0 LS 4.6 21.4 0.0 -4.6 12.1 0.0 RBDWLW 0.0 2.1 0.0 -0.0 -0.0 0.0 LOAD GROUP DESCRIPTION RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load RBDWLW Downward Acting Rod Brace Load from Longit. Wind a TIME:13: 30: 53 FRAME DESCRIPTION: USER NAME: wxhuang DATE: 8/01/16 PAGE: EW -1 Endwall EWB JOB NAME: 42715A FILE: REW3BLDG1 PATH: R:\Jobs\Active\ENG\15-B-42715\ver01-wxhuang\Bldg-A\run0l\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: All reactions are in kips and kip -ft. TIME: 13:19:36 REACTIOM NnTATIe Q H�I I-- VL � VR HL L HR VL I V1 I VR 1-D 1-C 1-B I nen Mel IP RFACT1nM TARI F COLUMN LEFT COLUMN C RIGHT COLUMN LOAD GROUP HL VL LNL HR VR LNR DL 0.1 0.7 0.0 -0.1 0.7 0.0 EQ -3.6 -4.5 0.0 -3.6 4.5 0.0 WL1 -3.6 -4.5 0.0 -3.5 4.5 0.0 WL2 3.5 4.5 0.0 3.6 -4.5 0.0 LOAD GROUP SESCRIPTION DL Roof Dead Load EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load 1 nen twe1Ip RFACTInN TARIFr LOAD GROUP D DESCRIPTION _ DEAD LOAD C COLLATERAL LOAD L LIVE LOAD S DESIGN SNOW LOAD SBAL BALANCED ROOF SNOW W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT SUR UNBALANCED SNOW - WIND FROM RIGHT TO LEFT SUL UNBALANCED SNOW - WIND FROM LEFT TO RIGHT WL1 UNKNOWN LOAD GROUP EQ UNKNOWN LOAD GROUP WL2 UNKNOWN LOAD GROUP E+ EARTHQUAKE FORCE ACTING INWARD E- EARTHQUAKE FORCE ACTING OUTWARD ER EARTHQUAKE FORCE FROM RIGHT EL EARTHQUAKE FORCE FROM LEFT FRAME ID #1 USER NAME: wxhuang DATE: 8/ 1/16 PAGE: 1-2 It 25./15.75/36.042 20./110 JOB NAME: 42715A FILE: Itfrar 9.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 2 NOTE: All reactions are in kips and kip -ft. 11ME:13:30:57 MW I nen Mnl IP RFACTION TARI F * = 2 COLUMN D SMIPT1ON Roof Dead Load *-A Roof Collateral Load SUPPORT(* -B) Pattern Live Load Right Leanto/Canopy [PLLRxx] LOAD GROUP HL VL LNL HR VR LNR DL 0.0 2.0 0.0 -0.0 1.5 0.0 COLL 0.0 1.9 0.0 -0.0 1.7 0.0 PLLR1 0.1 5.6 0.0 -0.1 5.1 0.0 SNOW 0.3 14.9 0.0 -0.3 13.1 0.0 LL 0.1 5.7 0.0 -0.1 5.1 0.0 EQ 0.0 0.1 0.0 -1.1 -0.1 0.0 WL1 5.5 -12.0 0.0 8.7 -9.3 0.0 WL2 -1.1 1.4 0.0 -1.5 1.0 0.0 LWL1 6.0 -11.2 0.0 9.2 -8.6 0.0 LWL2 6.0 -14.9 0.0 9.8 -11.8 0.0 LWL3 -0.6 2.1 0.0 -1.1 1.7 0.0 LWL4 -0.7 -1.6 0.0 -0.4 1 -1.5 0.0 WL3 0.1 -14.3 0.0 3.1 -12.3 0.0 WL4 -6.5 -1.0 0.0 -7.2 -2.0 0.0 LOAD GROUP DL D SMIPT1ON Roof Dead Load COLL Roof Collateral Load PLLR1 Pattern Live Load Right Leanto/Canopy [PLLRxx] SNOW Roof Snow Load LL Roof Live Load EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load NOTES 1) THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 2) THE REACTIONS PROVIDED HAVE BEEN CREATED WITH THE FOLLOWING LAYOUT (UNLESS NOTED OTHERWISE). a) A REACTION TABLE IS PROVIDED WITH THE REACTIONS FOR EACH LOAD GROUP. b) RIGID FRAMES (1) GABLED BUILDINGS (a) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE LEFT SIDE OF THE BUILDING, AS SHOWN ON THE ANCHOR ROD DRAWING, FROM THE OUTSIDE OF THE BUILDING. (b) INTERIOR COLUMNS ARE SPACED FROM LEFT SIDE TO RIGHT SIDE. (2)SINGLE SLOPE BUILDINGS (a) LEFT COLUMN IS THE LOW SIDE COLUMN. (b) RIGHT COLUMN IS THE HIGH SIDE COLUMN. (c) INTERIOR COLUMNS ARE SPACED FROM LOW SIDE TO HIGH SIDE. c) ENDWALLS (1) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE WALL FROM THE OUTSIDE. (2)INTERIOR COLUMNS ARE SPACED FROM LEFT TO RIGHT. d) ANCHOR ROD SIZE IS DETERMINED BY SHEAR AND TENSION AT THE BOTTOM OF THE BASE PLATE. THE LENGTH OF THE ANCHOR ROD AND METHOD OF LOAD TRANSFER TO THE FOUNDATION ARE TO BE DETERMINED BY THE FOUNDATION ENGINEER. e) ANCHOR RODS ARE ASTM F1554 Gr. 36 MATERIAL UNLESS NOTED OTHERWISE ON THE ANCHOR ROD LAYOUT DRAWING. f) X -BRACING (1) ROD BRACING REACTIONS HAVE BEEN INCLUDED IN VALUES SHOWN IN THE REACTION TABLES. (2)FOR IBC AND UBC BASED BUILDING CODES, WHEN X -BRACING IS PRESENT IN THE SIDEWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ AND RBDWEQ) DO NOT INCLUDE THE AMPLIFICATION FACTOR, 00. (3)FOR CANADA BUILDING CODE (NBC), WHEN X -BRACING IS PRESENT IN THE SIDEWALL OR ENDWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ & RBDWEQ) ARE MULTIPLIED BY FORCE REDUCTION FACTOR, Rd, WHEN SPECIFIED SHORT -PERIOD SPECTRAL ACCELERATION RATIO IEFaSa(0.2) IS GREATER THAN 0.45. 3) 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 SPECIFICATIONS 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. a) FOR PROJECTS USING ULTIMATE DESIGN WIND SPEEDS SUCH AS 2012 IBC OR 2014 FLORIDA BUILDING CODE, THE WIND LOAD REACTIONS ARE AT A STRENGTH VALUE WITH A LOAD FACTOR OF 1.0. 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 FOUNDATION DESIGN. PERMIT # zc)- b BUTTE COUNTY DEVELOPMENfi SERVICES DE COMPLIDANOC COE DATE BY7;�_ DRSTIB ENSTIB Aug 11, 2016 `J . �� F7 FRAME DESCRIPTION: USER NAME: wxhuang DATE: 8/01/16 PAGE: Ell El EWD JOB NAME: 42715A FILE: REW4BLDG1 PATH: R:\Jobs\Active\ENG\15-B-42715\ver01-wxhuang\Bldg-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: All reactions are in kips and kip -ft. TIME: 13:19:36 REACTION MnTATIMM HL 3-B 3-C 3-D LOAD GROUP REACTION TABLE �ailli© LOAD GROUP D DESCRIPTION DEAD LOAD C COLLATERAL LOAD L LIVE LOAD S DESIGN SNOW LOAD SBAL BALANCED ROOF SNOW W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT SUR UNBALANCED SNOW - WIND FROM RIGHT TO LEFT SUL UNBALANCED SNOW - WIND FROM LEFT TO RIGHT WL1 UNKNOWN LOAD GROUP EQ UNKNOWN LOAD GROUP WL2 UNKNOWN LOAD GROUP ER EARTHQUAKE FORCE FROM RIGHT EL EARTHQUAKE FORCE FROM LEFT W- 0.2 -8.4 -3.3 WR 4.1 -8.4 0. WL 1 -3.3 -8.4 0. U N Q N a O C ,O � � O Yo C o > o � V N rn x M o mm Q.-. LO O Q U J Q , p n U VLS C!i U Li Lo n n W ( � 0_ Z O Q Q 7)Q' LJZ ~c L �.O= F- U (n rti' LL W 0_ 4 O 0 0 _ U U E -I ci) � c �V oV LOAD GROUP D DESCRIPTION DEAD LOAD C COLLATERAL LOAD L LIVE LOAD S DESIGN SNOW LOAD SBAL BALANCED ROOF SNOW W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT SUR UNBALANCED SNOW - WIND FROM RIGHT TO LEFT SUL UNBALANCED SNOW - WIND FROM LEFT TO RIGHT WL1 UNKNOWN LOAD GROUP EQ UNKNOWN LOAD GROUP WL2 UNKNOWN LOAD GROUP ER EARTHQUAKE FORCE FROM RIGHT EL EARTHQUAKE FORCE FROM LEFT NOTES 1) THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 2) THE REACTIONS PROVIDED HAVE BEEN CREATED WITH THE FOLLOWING LAYOUT (UNLESS NOTED OTHERWISE). a) A REACTION TABLE IS PROVIDED WITH THE REACTIONS FOR EACH LOAD GROUP. b) RIGID FRAMES (1) GABLED BUILDINGS (a) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE LEFT SIDE OF THE BUILDING, AS SHOWN ON THE ANCHOR ROD DRAWING, FROM THE OUTSIDE OF THE BUILDING. (b) INTERIOR COLUMNS ARE SPACED FROM LEFT SIDE TO RIGHT SIDE. (2)SINGLE SLOPE BUILDINGS (a) LEFT COLUMN IS THE LOW SIDE COLUMN. (b) RIGHT COLUMN IS THE HIGH SIDE COLUMN. (c) INTERIOR COLUMNS ARE SPACED FROM LOW SIDE TO HIGH SIDE. c) ENDWALLS (1) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE WALL FROM THE OUTSIDE. (2)INTERIOR COLUMNS ARE SPACED FROM LEFT TO RIGHT. d) ANCHOR ROD SIZE IS DETERMINED BY SHEAR AND TENSION AT THE BOTTOM OF THE BASE PLATE. THE LENGTH OF THE ANCHOR ROD AND METHOD OF LOAD TRANSFER TO THE FOUNDATION ARE TO BE DETERMINED BY THE FOUNDATION ENGINEER. e) ANCHOR RODS ARE ASTM F1554 Gr. 36 MATERIAL UNLESS NOTED OTHERWISE ON THE ANCHOR ROD LAYOUT DRAWING. f) X -BRACING (1) ROD BRACING REACTIONS HAVE BEEN INCLUDED IN VALUES SHOWN IN THE REACTION TABLES. (2)FOR IBC AND UBC BASED BUILDING CODES, WHEN X -BRACING IS PRESENT IN THE SIDEWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ AND RBDWEQ) DO NOT INCLUDE THE AMPLIFICATION FACTOR, Ila. (3)FOR CANADA BUILDING CODE (NBC), WHEN X -BRACING IS PRESENT IN THE SIDEWALL OR ENDWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ & RBDWEQ) ARE MULTIPLIED BY FORCE REDUCTION FACTOR, Rd, WHEN SPECIFIED SHORT -PERIOD SPECTRAL ACCELERATION RATIO IEFaSo(0.2) IS GREATER THAN 0.45. 3) 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 SPECIFICATIONS 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. a) FOR PROJECTS USING ULTIMATE DESIGN WIND SPEEDS SUCH AS 2012 IBC OR 2014 FLORIDA BUILDING CODE, THE WIND LOAD REACTIONS ARE AT A STRENGTH VALUE WITH A LOAD FACTOR OF 1.0. 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 FOUNDATION DESIGN. FRAME DESCRIPTION: USER NAME:wxhuang DATE: 8/01/16 PAGE: EW -4 En wall EWB JOB NAME: 42715A FILE: REW4BLDG2 PATH: R:\Jobs\Active\ENG\15-B-42715\ver01-wxhuang\Bldg-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: All reactions are in kips and kip -ft. TIME: 13:19:36 REACTION MnTATInldc 1-A LOAD GROUP REACTION TABLE COLUMN DESCRIPTION DEAD LOAD 1-A COLLATERAL LOAD LOAD GROUP HR VR LR D 0.0 1.1 0. C 0.0 0.8 0. L -0.1 3.3 0. S -0.1 6.3 0. SBAL -0.1 6.3 0. W+ 0.2 -8.4 2.9 W- 0.2 -8.4 -3.3 WR 4.1 -8.4 0. WL 1 -3.3 -8.4 0. LOAD GROUP D DESCRIPTION DEAD LOAD C COLLATERAL LOAD L LIVE LOAD S DESIGN SNOW LOAD SBAL BALANCED ROOF SNOW W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT FRAME DESCRIPTION: USER NAME: wxhuang DATE: 8/01/16 PAGE: EW -3 Endwall EWD JOB NAME: 42715A FILE: REW313LDG2 PATH: R:\Jabs\Active\ENG\15-13-42715\ver01-wxhuang\Bldg-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: All reactions are in kips and kip -ft. TIME: 13:19:36 REACTION NOTATIONS HL -►I VL 3-A LOAD GROUP REACTION TABLE COLUMN DESCRIPTION DEAD LOAD 3-A COLLATERAL LOAD LOAD GROUP HL VL LL D 0.0 1.1 0. C 0.0 0.8 0. L 0.1 3.3 0. S 0.1 6.3 0. SBAL 0.1 6.3 0. W+ -0.2 -8.4 2.9 W- -0.2 -8.4 -3.3 WR 3.7 -8.4 0. WL -3.7 -8.4 0. LOAD GROUP D DESCRIPTION DEAD LOAD C COLLATERAL LOAD L LIVE LOAD S DESIGN SNOW LOAD SBAL BALANCED ROOF SNOW W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE I - 11-2 1 (, BY - ---- cIVIL OFCALiF U ca ,o Q i U N Q N a O C ,O � � O Yo C o > o � V N rn x M o mm Q.-. LO O Q U J Q , p n U VLS C!i U Li Lo n n W ( � 0_ Z O Q Q 7)Q' LJZ ~c L �.O= F- U (n rti' LL W 0_ 4 O 0 0 _ U U E -I ci) � c �V oV 0 Q� z 4Z LZ El F -1w In o' o_ w H O o[if Lf In 3 0 o P m o Scale: NOT TO SCALE Drawn by. OGG 8/9/16 Checked by. GAS 8/11/16 Project Engineer. • WH Job Number. • 15-13-42715 Sheet Number. • F4 of 4 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Francois Rambau, P.E. California P.E. C053570 DRST1 B ENST1 B 11, 2016 aa4,-J`& P, iFESS/o& ©ok �OOIS CO 4 C 53570 G LU rn X cIVIL OFCALiF CODE ANALYSIS GOVERNING CODES: 2013 CBC 2013 CEC 2013 CPC 2013 CMC 2013 CFC 2013 CALIF. HEALTH & SAFETY CODE AND AMENDMENTS 2013 CALIF. BUILDING ENERGY EFFICIENCY STANDARDS 2013 CALIF. BUILDING CODE CHAPTER 11 2013 CAL GREEN OCCUPANCY GROUP: U -AG (STORAGE OF AGRICULTURAL EQUIPMENT) OCCUPANCY SEPARATION: NONE ALLOWABLE HEIGHT AND BUILDING AREAS (TABLE C102.1) ALLOWABLE AREA: 18,000 S.F. ACTUAL AREA: 3,900 S.F. OVERALL (2,400 S.F. ENCLOSED) OK CONSTRUCTION TYPE: TYPE IIB FIRE -RESISTANCE RATINGS: NONE EXTERIOR WALL SEPARATION: NONE RATED CONSTRUCTION: CHAPTER 7 PROJECTIONS: NON -RATED (SECTION 704.2) OPENINGS: UNLIMITED UNPROTECTED (TABLE 704.8) AUTOMATIC SPRINKLER: NONE NUMBER OF EXIT REQ'D: 1 SITE PLAN NO SCALE 57.12 , , , , , , / / , ^ • / / / / , , / , , / EXISTING GRAVEL DRIVEWAY 1 1 I I 1 I I 1 I 1 1 I I 1 I 1 I O Li -i 00I 1 [� -)I �1 r-- 1 I 1 1 I 1 1 I I 1 1 1 1 1 I 1 1 I 1 1 I 1 In CN I 0 1 00 I I 1 I 1 1 I 1 NOTE: ENGINEER OF RECORD HAS NOT VISITED THE PROPOSED CONSTRUCTION SITE. DIMENSIONS AND LAYOUT OF EXISTING BUILDINGS AND SITE HAS BEEN DEDUCED FROM INFORMATION PROVIDED BY THE CONTRACTOR. CONTRACTOR MUST FIELD VERIFY PLANS AND ALL DIMENSIONS PRIOR TO CONSTRUCTION AND IMMEDIATELY REPORT ANY DISCREPANCIES TO SUMMIT STRUCTURAL DESIGN. 0 N 1 1 1 1 1 I 1 I� AP N : 063-210-004 10 3.46 ACRES I - 1 - 1 I 1 1 1 1 1 1 1 1 I 1 1 I 01 Q0' 'SEI-it+d�IT —r.2 i�' 1 BUTTE COUNTY DEVELOPMENT SERVICES , Q0 RI�_ /I FEWED FOP ' 1 COME ®MP LIANC 1 ------ T _176.24 1�� o'�Ess/o/ qI C. Joti F� CQ �N 69 8� * E 0/1 S� CIVI q�F0 CAL\ 0 /( THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 1 383 Rio Lindo Ave. Smite 200 Chico, CA 95926 P. 530.592.4407 SuimmitChico.com E �'I'I?I�P. - rosserenterpnses. com (530) 218-6352 U T1 i U z LLJ Q cn CC �0 O Z 10 JD0 5 cn O oN CO M L U w Ln �° �= O Ln U Z ��zQ OQ w w O O REVISIONS: DATE: 09/01/16 SCALE: NTS DRAWN BY: ACJ JOB NUMBER: 16-273 SHEET: S P GENERAL NOTES I. GENERAL ALL WORK SHALL CONFORM TO THE 2013 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 WITHOUT THE 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 RESPONSIIBLE 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 00 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 ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION PER PLAN PER PLAN BEFORE AND DURING CONCRETE PLACEMENT. DIMENSION PER PLAN ANCHOR BOLTS SHALL BE ASTM A 307 AND SHALL BE PROVIDED NEW, W/O EXCESSIVE RUST. DETAIL AT SPREAD FOOTING NO SCALE RAMP EDGE OF SLAB AT 8„ SCHEDULE 18" THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE ENGINEER OF RECORD A—B (4) 3/4" DIA PEDESTAL —4 P- P AND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE II Lu (8) 3/4" DIA REINFORCING SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT. DRAINAGE BY OTHERS_ 3 4" � A 2. SITE WORK / FOUNDATIONS PER PLAN 8 4 E.W., TOP & BOTT. CONTRACTOR TO PROVIDE CORROSIONOF COLUMN ASSUMED MAXIMUM SOIL BEARING = 1500 PSF (NO SOILS REPORT PROVIDED) PROTECTION FOR ALL EXPOSED BOLTS TYP. STEEL COLUMN, ,ATOP (18" X 18" FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. BOTT. F5 A X HEIGHT AS SHOWN) PEDESTAL 5'-0" — EXTERIOR 10 4 E.W., FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. BOTT. F5.75 5-9" (4) #6 VER'TS, TOP OF 5'-9" II=IIII- A.B. PER PLAN PEDESTAL 1f0 BOTTOM OF USE 4 DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. 09oaob° „ PIER WITH STANDARD o VARIES #4 VERT. 12,11 24" O.C. A.B. PER PLAN— I HOOKS TYP AT EACH END 3, CONCRETE / REINFORCING J (® CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI U.N.O. x x I I I 3/4" CHAMIFER, TYP (DESIGNED BASED ON 2500 PSI MIN.) x Q Q :2- _ „ (2) #4 HOOPS WITHIN 5 Q Q LAJ W E- ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. c c W > I I I I I OF TOP OF PEDESTAL, TYP. 1'-0" 0 z O" AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE ALKALI REACTIVE AS _ I =1I - 2�:V =1111=1I #4 HOOPS AT 4" O.C. WITH 135 DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE I -1111 - 1'-0„ LLJ DEGREE BEND AT EACH BAR END MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. 3" CLR. I CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE SOIL NEVER TO II I I I ( J ACI CODE AND CBC APPENDIX, CHAPTER 19. BE REMOVED! I I -.II w =1111 w m w a w IIII- d w =IIII II II w � o REINFORCEMENT COVER SHALL BE AS FOLLOWS: Jill!- I I I I O oI­- w CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" U)� SCALE: 1/8" = 1'-0" mm CONCRETE WITH SOIL OR WEATHER EXPOSURE: z =IIII I w o N #5 BARS AND SMALLER 1 " % si Y U II II- U � -IIII Q #6 BARS AND LARGER 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4"~ IIII�II REINIFORCING PER III _ SCHEDULE, TYP. REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP REINFORCING 40 BAR DIAMETERS U.N.O. 1111-111111=IIII-11-111111-IIII-II=IIII-11-IIII=II=IIII- — 1-3" =IIII-I-IIII=11- CLR., TYP. #5 AND LARGER REBAR SHALL NOT BE RE-BENT. UNDISTURBED NATIVE SOILS ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION PER PLAN PER PLAN BEFORE AND DURING CONCRETE PLACEMENT. DIMENSION PER PLAN ANCHOR BOLTS SHALL BE ASTM A 307 AND SHALL BE PROVIDED NEW, W/O EXCESSIVE RUST. DETAIL AT SPREAD FOOTING NO SCALE RAMP EDGE OF SLAB AT 8„ SCHEDULE J ROLL UP DOOR OPENINGS A—B (4) 3/4" DIA MARK (DIM X) X II II Lu (8) 3/4" DIA REINFORCING SLAB ON GRADE DRAINAGE BY OTHERS_ 3 4" � 4'-0" X PER PLAN 8 4 E.W., TOP & BOTT. 174.5 EDGE OF STEEL X 4'-6" X 3'-0'$ 9 4 E.W., TOP & BOTT. F5 5'-0" X 5'-0" X 3'-0" 10 4 E.W., TOP & BOTT. F5.75 5-9" SLAB ON GRADE 5'-9" II=IIII- 3'-0" 12 4 E.W., 09oaob° „ AT SIM CONDITION o #4 VERT. 12,11 24" O.C. A.B. PER PLAN— TVARIE J (® 2 -POUR FOUNDATION) IO U z J • (2) #4 CONT. Q Q LAJ W E- TOP AND BOTT c c W C) Ili = 1'-0" ( z O" h�J FOOTING AT ROLL UP DOOR 5 N I -1111 - NO SCALE S Z n EDGE OF STEEL A.B. PER PLAN WHERE OCCURS Of SLAB ON GRADE PER a DRAINAGE BY OTHERS---,, WHERE OCCURS co 6 .0d�n = SLAB ON GRADETr6" AT SIM CONDITION o #4 VERT. 12," AT 24" O.C. (© 2 -POUR IIFOUNDATION) (1) #4 CONT. 1'-0"�J, TOP AND BOTT CONTINUOUS FOOTING 1 �� NO SCALE OF COLUMN STEEL COLUMN, BY OTHERS • EQUAL EQUAL DIM PER SCHEDULE DETAIL AT SPREAD FOOTING NO SCALE HOOK REINFORCING AROUND BOLTS AT HAIRPIN TIE I -i�.l- SLAB ON GRADE PER PLAN • J F- 0 Z m w w J m� 0 ooI=w U m CI_ U zwoC/) Q • REINFORCING PER SCHEDULE 3" CLR 3A S1 0 O J w LU LL_ O H O O O 0 it) CD 0 0 0 N C O 0 N B ,- o» 28'-10" 60'-0" OUT -TO -OUT OF STEEL i '-i n» P.1'-2" F4.5 F4.5\ F4.5\ r JJ 1 ----- - ------------------- I I I I I'0 I I L - (1) #4 HAIRPIN- - o - ( \ TYPICAL, (14) PLCS + / \ / 2 30' I I F4.5 I / °� \ I F4.5 \ I- PROVIDE 3/4 DEEP -I I I SAW CUT FOR CRACK SOG PER NOTE 3 I I CONTROL AT 10'-0" I MAX SPACING IN BOTH I DIRECTIONS.-� J I I I � I / TYP/ \ \ 3A 5 F5.75 \ S1 / 4 \ j F4 _ S1 YS1F4PORTAL FRAME I I-------------� J 11'-2 1 /4" 14'-3 1 /2" 14'-3 1 /2" 13'-2 1 /4" 3'-4 1/4"-J L--1'-4 1/4" 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. NOTE: SEE ANCHOR BOLT SETTING PLAN PROVIDED BY STAR METAL BUILDING CORP. 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. 36 - s1 FOUNDATION PLAN SCALE: 1/8" = 1'-0" STRUCTURAL PLAN NOTES: 1. VERIFY ALL DIMENSIONS, ELEVATIONS, COLUMN LOCATIONS, AND EDGE OF SLAB LOCATIONS WITH METAL BUILDING DRAWINGS BY STAR BUILDINGS CORP., STAMPED AND SIGNED BY AN ENGINEER LICENSED IN CALIFORNIA 2. ALL ANCHOR BOLTS SHALL BE INSTALLED USING THE LAYOUT PROVIDED BY STAR BUILDINGS CORP. STAR 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: 6" THICK SLAB ON GRADE WITH #4 AT 18" 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. ._nivll i 4 `3 Z✓ -- V BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED _OR C(=)! -)E COMPLIANCE DATE ANCHOR BOLT SCHEDULE J II II A—B (4) 3/4" DIA MARK (DIM X) X II II Lu (8) 3/4" DIA REINFORCING ATTACHED STRUCTURAL II II � 4'-0" X 3'-0" 8 4 E.W., • EQUAL EQUAL DIM PER SCHEDULE DETAIL AT SPREAD FOOTING NO SCALE HOOK REINFORCING AROUND BOLTS AT HAIRPIN TIE I -i�.l- SLAB ON GRADE PER PLAN • J F- 0 Z m w w J m� 0 ooI=w U m CI_ U zwoC/) Q • REINFORCING PER SCHEDULE 3" CLR 3A S1 0 O J w LU LL_ O H O O O 0 it) CD 0 0 0 N C O 0 N B ,- o» 28'-10" 60'-0" OUT -TO -OUT OF STEEL i '-i n» P.1'-2" F4.5 F4.5\ F4.5\ r JJ 1 ----- - ------------------- I I I I I'0 I I L - (1) #4 HAIRPIN- - o - ( \ TYPICAL, (14) PLCS + / \ / 2 30' I I F4.5 I / °� \ I F4.5 \ I- PROVIDE 3/4 DEEP -I I I SAW CUT FOR CRACK SOG PER NOTE 3 I I CONTROL AT 10'-0" I MAX SPACING IN BOTH I DIRECTIONS.-� J I I I � I / TYP/ \ \ 3A 5 F5.75 \ S1 / 4 \ j F4 _ S1 YS1F4PORTAL FRAME I I-------------� J 11'-2 1 /4" 14'-3 1 /2" 14'-3 1 /2" 13'-2 1 /4" 3'-4 1/4"-J L--1'-4 1/4" 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. NOTE: SEE ANCHOR BOLT SETTING PLAN PROVIDED BY STAR METAL BUILDING CORP. 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. 36 - s1 FOUNDATION PLAN SCALE: 1/8" = 1'-0" STRUCTURAL PLAN NOTES: 1. VERIFY ALL DIMENSIONS, ELEVATIONS, COLUMN LOCATIONS, AND EDGE OF SLAB LOCATIONS WITH METAL BUILDING DRAWINGS BY STAR BUILDINGS CORP., STAMPED AND SIGNED BY AN ENGINEER LICENSED IN CALIFORNIA 2. ALL ANCHOR BOLTS SHALL BE INSTALLED USING THE LAYOUT PROVIDED BY STAR BUILDINGS CORP. STAR 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: 6" THICK SLAB ON GRADE WITH #4 AT 18" 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. ._nivll i 4 `3 Z✓ -- V BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED _OR C(=)! -)E COMPLIANCE DATE FOOTING SCHEDULE NO SCALE ANCHOR BOLT SCHEDULE FOOTING SCHEDULE A.B. SIZE EMBEDMENT A—B (4) 3/4" DIA MARK (DIM X) X (DIM Y) X (THICKNESS) (8) 3/4" DIA REINFORCING ATTACHED STRUCTURAL F4 4'-0" X 4'-0" X 3'-0" 8 4 E.W., TOP & BOTT. 174.5 4'-6" X 4'-6" X 3'-0'$ 9 4 E.W., TOP & BOTT. F5 5'-0" X 5'-0" X 3'-0" 10 4 E.W., TOP & BOTT. F5.75 5-9" X 5'-9" X 3'-0" 12 4 E.W., TOP & BOTT. FOOTING SCHEDULE NO SCALE ANCHOR ROD SHALL CONFORM TO ASTM F1554 GR. 36 WITH PLATE WASHER 1/2" X 2 1/4" X 2 1/4" SECURED WITH DOUBLE HEAVY HEX NUTS, TYP. NOTE: SEE ANCHOR BOLT SETTING PLAN PROVIDED BY STAR METAL BUILDING CORP. 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 ANCHOR BOLT SCHEDULE A.B. TYPE A.B. SIZE EMBEDMENT A—B (4) 3/4" DIA 15" C—F (4) 5/8" DIA 15" G—H (8) 3/4" DIA 15" ANCHOR ROD SHALL CONFORM TO ASTM F1554 GR. 36 WITH PLATE WASHER 1/2" X 2 1/4" X 2 1/4" SECURED WITH DOUBLE HEAVY HEX NUTS, TYP. NOTE: SEE ANCHOR BOLT SETTING PLAN PROVIDED BY STAR METAL BUILDING CORP. 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 Q�OFESSION,q 2� C. C<1 co LLJ 0. 6 88,�, * p. 6/30/18 ,-r i V �jFOF CALF v°IIA)I6 THESE PLANS HAVE BE N REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com AFWA IR ML ]RO 'n EITTTERPRTS S Ml VIM rosseren terprises. com (530) 218-6352 ! 00 C j z J r z_ Q IO U z J 0 m z Q Q LAJ W E- c c W C) Ili = lfl ( z O" h�J 0 . U LLJ I REVISIONS: DATE: 08/24/16 SCALE: 1/8" = 1'-0" DRAWN BY: ACJ JOB NUMBER: 16-273 SHEET: si s`