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HomeMy WebLinkAboutB16-2593 000-000-000548.2' 533.3' SITE PLAN SCALE: 1/32"=l' -O" co O L O N LZ O .. -i w i >. � Z O O o-) LL - En Q N W � pp W Z WC` J ^ U \ a*A LLJ O �X U ~ Q 0 �- ry Of C) a0 w m IL m r' W 1�. z DRAWN BY: B. RUBANOFF CHECKED: DATE: 10-3-16 SCALE: 1/4"=l' -O" U.N.O. JOB: VI LLAN U EVA c s cl \\Q W Ln D -- Z Q I > O I Of Q o0 CL _a U N p Q o cr o _ Q O cn U 0 Z4-- 8d o zQ n' Q Q Z m Q O DRAWN BY: B. RUBANOFF CHECKED: DATE: 10-3-16 SCALE: 1/4"=l' -O" U.N.O. JOB: VI LLAN U EVA c s cl OVFRAI I I FNGTH VARIES Imo■ ■ ■� �■ 221111111 rr II -B OR PER BLDG DPT. 116" YY� 1 6" TYP. 2j BRACE TO PO°TISTRUT(TYP.) PO WE STRUT TOST/B `\Y tAJ WIND DESIGN METHOD & EXPOSURE OR USE ALT. DETAIL 31DWG3 OR USE ALT. DETAIL 21D' 38 COMPONENTS & CLADDING(ROOF/ WALLS) -10.171-12.02 PSF 2.25"x2.25" 14ga RIGID �T PARTIALLY ENCLOSED EAVE STRUT 0.516/0.320 FT't)ETAIL 2.25"x2.25" 14ga WHEN REQ. D SHE2, DWG 3 DIAGONAL BRACE SEE 2/DWG8 Y\\ rr ARE REQUIRED DESIGN BASE SHEAR, V DL / LL (PSF) SEE 1 &2lDWG8 ALLOWABLE SOIL PRESSURE 1500 PSF SEE TABLE I SEE TABLE 1 OR ASSEMBLED ON SITE, BO SHALL NOTIFY RDP FOR SEE TABLE 1'\\ FURTHER INSTRUCTION. SEISMIC & WIND: EXEMPT PER CBC SECTION 1705.3 UNLESS NOTED ELSEWHERE U r, 6- 118" 1 g• 1 g• 6„ I �r EtID BRACET) OST 5- CONCRETE BASE RAIL INSPECTED TO COMPLY WITH PLANS THEMES AND YY OR U A T ETA 31 G SCALE:NTS 1 CORNER BRACE ,' ANCHOR LOCATIONS IN TING PER DETAILS SHOWN ONDWG3 SIDE ELEVATION TABLE 2 CONSTRUCTION TYPE II -B OR PER BLDG DPT. OCCUPANCY CATEGORY U OR PER BLDG DPT. WIND SPEED -3 SEC. 110 MPH BUILDING CATEGORY (WIND /SEISMIC) 1 WIND DESIGN METHOD & EXPOSURE PROCEDURAL/ C INTERNAL PRESSURE COEFFICIENT 0.551-0.55 COMPONENTS & CLADDING(ROOF/ WALLS) -10.171-12.02 PSF MWFRS RIGID WIND ENCLOSURE PARTIALLY ENCLOSED MSRA, SDs /SD1 0.516/0.320 SITE CLASS D SEISMIC DESIGN CATEGORY D BASIC SEISMIC -FORCE -RESISTING SYSTEM ORDINARYSTEELNIOMENTFRAME SEISMIC RESPONSE COEFFICIENT, Cs 0.413 RESPONSE MODIFICATION FACTOR, R 1.25 DESIGN BASE SHEAR, V 920 LBS DL / LL (PSF) DL - 1 PSP, LL=20 PSF ALLOWABLE SOIL PRESSURE 1500 PSF DWG 1 SEE TABLE 1 ABBREVIATIONS USED: NOTES - REGISTERED DESIGN PROFESSIONAL(RDP) MADERA CARPORTS I C.1. ALL STEEL TUBING SHALL BE 60 KSI STEEL -CALIFORNIA BUILDING CODE 17462 BALDWIN ST. 2. LOCATE ANCHORS AT EACH END OF BOW BO TO INSPECT SOURCE, GRADES & SIZES PERIODICALLY OR PER MADERA, CA. 93638 PHONE:(559)-662-1815 3. FASTEN METAL ROOF PANELS TO BOW FRAME WITH 114" x 1" SELF DRILLING 2 ON SIDE (2 REQ'D.) FAX: (559)-662-1825 FASTENERS @ 8" O.C. MAX. BO TO INSPECT FOR COMPLIANCE WITH PLANS SPECIFIED TOLL FREE: 1-800-337-0096 ALLCONNECTIONS 4. 1" SELFLDRILLI NG SCREWSHALL BE 114" It HEADER/RAIL CONN. 5. ALL SHOP CONNECTIONS SHALL BE 29 GAGE R -PANEL ROOFING WELDED. & WALL SIDING WHEN REQUIRED WITH PLANS REQUIREMENTS DURING CONSTRUCTION AT ABBREVIATIONS USED: NOTE: - REGISTERED DESIGN PROFESSIONAL(RDP) -BUILDING OFFICIALS (60) WEDGE ANCHOR -CALIFORNIA BUILDING CODE (CBC) MATERIAL: BO TO INSPECT SOURCE, GRADES & SIZES PERIODICALLY OR PER SDF's4 ON BOTTOM AND SHIPMENT FOR COMPLIANCE WITH PLANS SPECIFIED 2 ON SIDE (2 REQ'D.) MATERIALS AND REQUIREMENTS. „ SYSTEMS: BO TO INSPECT FOR COMPLIANCE WITH PLANS SPECIFIED '- SYSTEM REQUIREMENTS DURING CONSTRUCTION AT HEADER/RAIL CONN. DIFFERENT STAGES OF ASSEMBLY AND ERECTION. COMPONENTS: BO TO INSPECT BUILDING COMPONENTS FOR COMPLIANCE TS 2.5 x 2.5 x 14 GA WITH PLANS REQUIREMENTS DURING CONSTRUCTION AT CONT. BASE RAIL DIFFERENT STAGES OF ASSEMBLY AND ERECTION. TESTING: NOT REQUIRED UNLESS SYSTEMS AND/OR COMPONENTS ARE i ,' COMPOSED BY CONTRACTOR ON SITE. CERTIFICATE OF I w COMPLIANCE SHALL BE COLLECTED AND CHECKED BY BO Q FOR COMPLIANCE WITH PLANS SPECIFIED MATERIALS, TS BOW POST SYSTEMS, AND COMPONENTS REQUIREMENTS. IN CASE ON ,� , SYTSTEMS AND/OR COMPONENTS BEING MANUFACTURED 1 SEE TABLE 1 OR ASSEMBLED ON SITE, BO SHALL NOTIFY RDP FOR 1 BOW / POST DETAIL FURTHER INSTRUCTION. SEISMIC & WIND: EXEMPT PER CBC SECTION 1705.3 UNLESS NOTED ELSEWHERE U ON PLANS; HOWEVER, ALL WELDING SPECIFIED PER PLAN 12" SHALL BE INSPECTED BY CERTIFIED WELDER, ALL PSI MIN.) MECHANICAL CONNECTORS, AND ALL SPECIFIED SHEAR REINFORCED WITH 244's CONTINUOUS RESISTING ELEMENTS SPECIFIED PER PLAN SHALL BE CONCRETE BASE RAIL INSPECTED TO COMPLY WITH PLANS THEMES AND 1 REQUIREMENTS.', CONTRACTOR RESPONSIBILITY: SHALL BE IN ACCORDANCE WITH 2013 CBC SECTION 1706. STATEMENT OF SPECIAL INSPECTION: CBC SEC.170; NOTE: This Structure is in compliance with the the 2013 California Building Code (CBC), 2013 California Residential Code (CRC), 2013 California Mechanical Code (CMC), 2013 California Plumbing Code (CPC), 2013 California Electrical Code (CEC), 2013 California Fire Code (CFC), 2013 California Energy Code and 2013 California Green Building Standards Code. TABLE 1 POST HEIGHT BOW SPAN BOW SPACIN BOW SIZE POST SIZE CORNER BRACE CORNER BRACE LOCATION MIDDLE BRACE MIDDLE BRACE SNOW DWGI CALL. ft ft ft SIZE TO POST TO BOW I SIZE ILOCATION I(PSF)j # TS END POST NOTE: PER SCHEDULE 2"x2"x2" 18 GA ANGLE WEDGE ANCHOR CLIPSECURE TO POST TS BOW RAFTER AND HEADER W1114"x1" ICC -ES ESR -3037 SDF's4 ON BOTTOM AND HEADER 2 ON SIDE (2 REQ'D.) PER PLAN 6" LONG TS 2.25" x 2.25" It IN FRESH CONCRETE O END POST TO HEADER/RAIL CONN. 1 BOW & POST TO NIPPLE S SCALE: NTS TS 2.5 x 2.5 x 14 GA 29 GA GALVANIZED METAL SIDE PANNEL _ TS BOW POST SEE TABLE 1 1 112"x1 1/2"x2" 18 GA ANGLE CLIPSECURE TO BOW POST AND BASE RAI W/4 -1/4"x1" SDF's \L,TS2.5x2.5x14GA CONTINUOUS BASE RAIL 3 END BOW/BASE RAIL CONN. SCALE: NTS _DWG 5 OVERALL LENGTH VARIES(100' MAX) DEPENDS ON NUMBER AND SPACING OF BOWS 11 \ 11 II 1 2 DWGS DWG7� 0 III I CLEAR SPAN AS REQUIRED. SEE DETAIL 2 3 3 DwG DWG7 SIDE OPENING q,12 SCALE: NTS 3116" NIPPLE TO NOTE: -1/2" x 7" SIMPSON STRONG -BOLT 2 BASE RAIL WEDGE ANCHOR THE # 6 REBAR W/ TS BOW RAFTER 314" ALL THREADED ICC -ES ESR -3037 SEE TABLE 1 _ PER SCHEDULE -# 6 (3/4") REBAR x 10" 6" LONG TS 2.25" x 2.25" It IN FRESH CONCRETE SPECIAL INSPECTION 14GA NIPPLE, SECURE REQUIRED FOR EPDXY OR BOW & POST TO NIPPLE -#6(3/4")REBAR x7" TS 2.5 x 2.5 x 14 GA WITH 2-1/4" x 1" SELF CONT. BASE RAIL W/ "SET XP" EPDXY 41/4" DRILLING FASTENERS ON i ,' DRILL BIT DIAM = 7/8" -7of w EACH SIDE (4 PER SPLICE) Q z TS BOW POST • ,� , 1 4" SLAB WI 1 i SEE TABLE 1 #4 @ 32'0 C. E/W 1 BOW / POST DETAIL RECOMMENDED 1114 @ 42" O.C. SCALE:NTS (WI SLAB) DWG 7 2"x2"x2" 18 GA ANGLE CLIP SECURE TOPOSTAND HEADER W/ 114"x1" SDF's-2 ON TOP AND 2 ON SIDE TS END POST/STUD PER SCHEDULE 2 END POST TO BOW CONN. DETAIL SCALE:NTS TS END POST PER SCHEDULE HEADER PER PLAN 2"x2"x2" 18 GA ANGLE CLIP SECURE TO POST AND HEADER WI 1/4"x1" SDF's-2 ON TOP AND 2 ON SIDE 4 HEADER TO POST CONN. DETAIL SCALE: NTS TS BOW RAFTER SEE TABLE 1 6" LONG TS 2.25" x 2.25" x 14GA NIPPLE, SECURE BOW & POST TO NIPPLE WITH 2- 114" x 1" SELF DRILLING FASTENERS ON EACH SIDE (4 PER SPLICE) 118" 1 12 HEADER OPTIONS: 1- DOUBLE TS 2.5x 2.5x 3116 UP TO 14'-0" Ll 2- DOUBLE TS 2.5x 2.5x 12ga UP TO 12-4- 3- DOUBLE TS 2.5x 2.5x 14ga UP TO 10'-0" / NIPPLETO BASE RAIL 2 BOW/ HEADER DETAIL SCALE: NTS 6" LONG TS 2.25" x 2.25" x 14GA NIPPLE, W14- SELF DRILLING SCREWS ONE ON NEAR SIDE, ONE ON FAR SIDE AND ONE ON EACH SIDE LID 3" UP FROM SPLICE JOINT TS BOW POST SEE TABLE 1 TS 2.5x2.514GA CONTINUOUS BASE RAIL NIPPLE TO BASE RAIL OBOW /BASE RAIL CONN.DETAIL SCALE:NTS 26 GAUGE GALVANIZED FtER , " BRACE PER TABLE METAL ROOF PANELS pNl � OW 2 2"x2.5" 18ga CORNER BRACE Ye 1 FASTENED TO BOW 12 SS0 LER \ DWG 2 WHERE REQUIRED 2 FASTENED TO THE FRAME WITH 114" x 1" 3 12 (SEE TABLE 1) Y° LEGAND BOW W14414" x 1" SELF �- SDF'S @ 8" ©.0 (SEE TABLE 1) (SEE TABL;= 1) Q3 21 1/2" I DRILLING SCREWS AT EACH END BRACE SECTION IS PER BRACE) A DWG2 24'-0" MIN. X-0" BOW RAFTER TS 2.5"x2.5" 18 GA BRACE LENGTH VARIES WITH UJ ti ROOF PITCH aw W o o' U C) r � D 0 w w m a m (9 = MIDDLE BRACE CO w o r N TO BOW WITH 2-1/4"x1" SOFs rN- m w q w ON EACH FACE FIN. GRADE OR MIDDLE BRACE DETAIL TOP OF CONC. 2 3 SCALE: NTS DWG3 BOW RAFTER 30'-0" MAX. BOW SPAN (L) 1OR DW TYPICAL BOW SECTION (OPTIONAL) SCALE:NTS 3/16' 1" (MIN.) 2 MIDDLE BRACE DETAIL NO SCREW' 5 ° ° SCALE: NTS REQUIRED ' i' IN BOW BEND NIPPLE TO 3/16" BOW RAFTER i TS BOW RAFTER WELD ' SEE TABLE 1 CORNER BRACE I' 6" LONG (WHERE REQUIRED -SEE TABLE 1) , , TS 2.25 x 2.25 x 12 GA ,� NIPPLE SECURE POST TO i G" LONG 6" ,� i NIPPLE W/4-114" x 1" SDF's tO 13 - TS 2.25 x 2.25 x 12 GA � �ONE ON NEAR SIDE, ONE ON NIPPLE. SECURE BOW , ' FAR SIDE AND ONE ON EACH & POST TO NIPPLE 2 - i FACE, LOCATED @ 3" DOWN 1/4" x 1" SELF DRILLING CORNER BRACE •o (WHERE REQUIRED -SEE TABLE 1) ,' �� FROM MEMBER END. FASTENERS ON EACH I , TS BOW POST SIDE (4 PER SPLICE) SEE TABLE 1 TS BOW POST SEE TABLE 1 1 BOW/POST DETAIL 1 BOW/POST DETAIL SCALE: NTS SCALE:NTS (BOXED EAVE OPTION) DWG 2 -go � �= #8 x 1 1/4" SDF 1 @ 8" O.0 17/8" CURTAIN 18 GA. L 21/2" J f SECTION THROUGH ROLL UP 1 DOOR HEADER CURTAIN: 26 GA. galvanized steel with baked on epoxy primer &polyester top coat. j -Size ize varies. SeeIp an I I eader to post connectidn witp angle clip. See detall 4. IIr I II I II II I I I II I I II I I 01 II I I I I II I 3 2 II I I II I ( NOTE: WINDOW FRAM'G SIMILAR TS END POST PERSCHEDULE HEADER PER PLAN 2"x2"x2" 18 GA ANGLE CLIP SECURE TO POST AND HEADER Wl 114"x1" SDF's-2 ON TOP AND 2 ON SIDE HEADER TO POST CONN. DETAIL SCALE: NTS OPTIONS NOTE: -1/2" x 7" SIMPSON STRONG -BOLT 2 MAY SUBSTITUTE WEDGE ANCHOR THE # 6 REBAR W/ IN POURED CONCRETE 314" ALL THREADED ICC -ES ESR -3037 BOLT. OR PER SCHEDULE -# 6 (3/4") REBAR x 10" NOTE IN FRESH CONCRETE SPECIAL INSPECTION W/ WELDED HEAD REQUIRED FOR EPDXY OR WORK -#6(3/4")REBAR x7" TS 2.5 x 2.5 x 14 GA IN POURED CONCRETE CONT. BASE RAIL W/ "SET XP" EPDXY 41/4" (ESR 2508) i ,' DRILL BIT DIAM = 7/8" -7of w OR Q z 1 • ,� , 1 4" SLAB WI 1 i .- Of #4 @ 32'0 C. E/W • RECOMMENDED 1114 @ 42" O.C. TS 2.25 x 2.25 x 14 GA (WI SLAB) U RECOMMENDED 12" MONOLITHIC CONT. CONIC. FOOTING (2500 PSI MIN.) REINFORCED WITH 244's CONTINUOUS ONE TOP & ONE BOTTOM. CONCRETE BASE RAIL ANCHORAGE 1 TO CONTINUOUS FTG SCALE:NTS 6" LONG TS 2.25 x 2.25 x 14 GA NIPPLE W/ 4 -SELF DRILLING SCREWS, ONE ON NEAR SIDE, ONE ON FAR SIDE AND ONE ON EACH SIDE @ 3" UP FROM SPLICE JOINT TS BOW POST SEE TABLE 1 NIPPLE TO 3116" BASE RAIL TS 2.5 x 2.5 x 14 GA CONTINUOUS BASE RAIL 3ALE:NTSBOW/BASE RAIL CONN. DETAIL SC STRUCTURAL NOTES: CONCRETE: OPTIONS NIPPLE TO 3116" -1/2" x 7" SIMPSON STRONG -BOLT 2 TS BOW POST WEDGE ANCHORJ�E�AIL 3 IN POURED CONCRETE ' 29 GAUGE GALVANIZED F(t ICC -ES ESR -3037 PER SCHEDULE x 2" x 3/16" ORASHER TS 2.26 x 2.25 x 14 GA , i -#6(3/4")REBAR x10"TS - •YS Pg NIPPLE. SECURE POST TO 2.5 x2.5x14GA IN FRESH CONCRETECONT. FRAME WITH 1/4" x 1" r� gi BASE RAIL W/ WELDED HEAD i ,' SDF'S @ 8" O.0 I OR o _ ,' i 4� -# 6 (3/4") REBAR x 7" ,� , 6" LONG IN POURED CONCRETE DOWN FROM MEMBER END 6" i TS 2.25 x 2.25 x 14 GA TABLE) WV'SET XP" EPDXYCONCRETE NO, OF BRACE i' ' FOOTING (ESR 2508) DWG3 i DRILL BIT DIAM = 7/8"4-#5 i ON FAR SIDE AND ONE ON 1 CORNER BRACE ,' EACH FACE LOCATED @ 3" WAY NOTE:EACH 29 GAGE MAY SUBSTITUTE NOTE: THE # 6 REBAR W/ I 12'-0" MAX. SPAN 3/4" ALL THREADED 24" SQUARE 1- DIAGONAL BRACES CAN BE APPLIED AT ANY LOCATION ALONG THE SAME SIDE BETWEEN 2 SPACED BOWS. BOLT. CONCRETE BASE RAIL ANCHORAGE 2 TO ISOLATED FTG (OPTIONAL) SCALE: NTS •1/2" x 5 1/2" SIMPSON STRONG -BOLT 2 WEDGE ANCHOR IN POURED CONCRETE ICC -ES ESR -3037 TS2.5x2.5x14GA CONT. BASE RAIL 4114" RECOMMENDED (NOT REQ. AT END WALLS) 4"SLAB (MIN)-/ NOTE: #4 @ 32" O.C. EA WY MAYSUBSTITUTE (RECOMMENDED) THE # 6 REBAR W/ 3/4" ALL THREADED BOLT. 6"x6" THWD SLAB W/ #4 CONT. e_C ONCRETE BASE RAIL ANCHORAGE TO B N USED SCALE: NTS CONCRETE SHALL HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. COVER OVER REINFORCING STEEL FOR FOUNDATIONS, MINIMUM CONCRETE COVER OVER REINFROCING BARS SHALL BE. 3 INCHES IN FOUNDATIONS WHERE THE CONCRETE IS CAST AGAINST AND PERMANENTLY IN CONTACT WITH THE EARTH OR EXPOSED TO THE EARTH OR WEATHER AND 1 112 INCHES ELSEWHERE. REINFORCING BARS EMBEDDED IN GROUTED CELLS SHALL HAVE A MINIMUM CLEAR DISTANCE OF 1/4 INCH FOR FINE GROUT OR 1/2 INCH FOR COARSE GROUT BETWEEN REINFORCING BARS AND ANY FACE OF A CELL. REINFORCING BARS USED IN MASONRY WALLS SHALL HAVE A MASONRY COVER (INCLUDING GROUT) OF NOT LESS THAN 2 INCHES FOR MASONRY UNITS WITH FACE EXPOSED TO EARTH OR WEATHER 1 1/2 INCHES FOR MASONRY UNITS NOT EXPOSED TO EARTH OR WEATHER REINFORCING STEEL: THE REINFORCING STEEL SHALL BE MINIMUM GRADE 40. GALVANIZATION: METAL ACCESSORIES FOR USE IN EXTERIOR WALL CONSTRUCTION AND NOT DIRECTLY EXPOSED TO THE WEATHER SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A 153, CLASS B-2. METAL PLATE CONNECTORS, SCREWS, BOLTS AND NAILS EXPOSED DIRECTLY TO THE WEATHER SHALL BE STAINLESS STEEL OR HOT DIPPED GALVANIZED. REINFORCEMENT MAY BE BENT IN THE SHOP OR THE FIELD PROVIDED: 1. ALL REINFORCEMENT IS BENT COLD, 2. THE DIAMETER OF THE BEND, MEASURED ON THE INSIDE OF THE BAR IS NOT LESS THAN SIX -BAR DIAMETERS AND 3. REINFORCEMENT PARIALLY EMBEDDED IN CONCTRETE SHALL NOT BE FIELD BENT. EXCEPTION: WHERE BENDING IS NECESSARY TO ALIGN DOWEL BARS WITH A VERTICAL CELL, BARS PARTIALLY EMBEDDED IN CONCRETE SHALL BE PERMITTED TO BE BENT AT A SLOPE OF NOT MORE THAN 1 INCH OF HORIZONTAL DISPLACEMENT TO 6 INCHES OF VERTICAL BAR LENTGH. FOUNDATION: MIN. ALLOWABLE SOIL BEARING USED IN DESIGN = 1500 PSF ANCHORAGE AND SPECIAL INSPECTION:' SPECIAL INSPECTION REQUIRED FOR ALL EPDXY WORK. ANY DEVIATION FROM SPECIFIED CONNECTIONS SHALL BE FIRST APPROVED IN WRITTING BY THE DESIGN ENGINEER AND THE BUILDING OFFICIAL PRIOR TO INSTALLATION. DWG 3 (WHERE REQUIRED -SEE TABLE 1) NIPPLE TO 3116" DWG 2 EAVE STRUT STRAP EA BAY 2 DIAG EACH END 12' LONG BOW RAFTER WELD ' 29 GAUGE GALVANIZED F(t 1/2" END DIST & 1.5" O.C. MIN. 2x2x14GA PER SCHEDULE METAL ROOF PANELS TS 2.26 x 2.25 x 14 GA , i FASTENED TO BOW - •YS Pg NIPPLE. SECURE POST TO 0� FRAME WITH 1/4" x 1" r� gi NIPPLE W14 -114"x 1" SDF'S i ,' SDF'S @ 8" O.0 I ONE ON NEAR SIDE, ONE ON FAR SIDE AND ONE ON� o _ ,' i 4� EACH FACE LOCATED @ 3" ,� , 6" LONG DWG B DOWN FROM MEMBER END 6" i TS 2.25 x 2.25 x 14 GA TABLE) (SEE TABLE) NO, OF BRACE i' ' NIPPLE. SECURE POST TO (SEE TABLE) DWG3 i NIPPLE W/4 -114"x 1" SDF'S ONE ON NEAR SIDE, ONE i ON FAR SIDE AND ONE ON 1 CORNER BRACE ,' EACH FACE LOCATED @ 3" (WHERE REQUIRED -SEE TABLE 1) 6 �� DOWN FROM MEMBER END DWG 2 EAVE STRUT STRAP EA BAY 2 DIAG EACH END MAX.SPACING TS END POST NOT REQUIRED FROM EA. END 6"x 6" 14GA-ONE SIDE 1/2" END DIST & 1.5" O.C. MIN. 2x2x14GA PER SCHEDULE r� r� BOW/POST DETAIL 0� 1 SCALE: NTS (BOXED EAVE OPTION) ? W z U, a r a BRACE & EAVE STRUT SCHEDULE R (SEE TABLE 3 1 3 TABLE) (SEE TABLE) NO, OF BRACE PLATE SIZE & SIDES (SEE TABLE) DWG3 DWG5 DWG3 29 GAGE NOTE: 12'-0" MAX. SPAN 30'-0" MAX. BOW SPAN 1- DIAGONAL BRACES CAN BE APPLIED AT ANY LOCATION ALONG THE SAME SIDE BETWEEN 2 SPACED BOWS. 2- EAVE STRUTS ARE REQUIRED ONLY WHEN DIAGONAL BRACING OR SHEAR WALLS REQUIRED. ANCHOR IN FOOTING PER ANCHORIN FOOTING PER DETAILS 1/DWG 3 OR 2/DWG 3 DETAILS 11DWG 3 OR 21DWG 3 DIA. BRACE IF REQUIRED TS END POST OR BOW 1 1/2" 18 GAGE FURRING CHANNEL 2 PER SCHEDULE CS STRAP I EAVE STRUT PER SCHEDULE TYPICAL SIDE EXTENTION SECTION D. 14ga. PLATE PER SCHJ SCALE:NTS SEE SCHEDULE 92) 1/4" x1" SELF DRILLING FASTENER - -�-•- -rte• - - TS END POST SPACED NOT MORE THAN 4'-0" O.C. 2"x2"x2" 18 GA ANGLE CLIP PER SCHEDULE DIA.BRACE SECURE TO POST/ BOW IF REQUIRED AND STRUT W/ 1/4"x1" SDF'S-2 TO EACH MEMBER (TYP.) 14. PLATE BRACE ECTION SEE SCHEDULE 3 CONNSCALE: NTS 2 EAVE STRUT & DIAG. BRACE TO POST/BOW CONNECTION SCALE: NTS DWG 8 NOTE: ALL DIMENSIONS ARE TO SCALE 1.0:1.251 NOTE: CORRUGATION METAL ROOF PANEL CAN BE PLACED HORIZONTAL OR VERTICAL APPLIED LATE SCREWS EA. MEMBER EAVE STRUT EAVE STRUT STRAP EA BAY 2 DIAG EACH END MAX.SPACING 4.1/4"x1" SDI TO EA. MEMS REQUIRED NOT REQUIRED FROM EA. END 6"x 6" 14GA-ONE SIDE 1/2" END DIST & 1.5" O.C. MIN. 2x2x14GA 42" O.C. SDF'S-2 TO EACH MEMBER (TYP.) 14. PLATE BRACE ECTION SEE SCHEDULE 3 CONNSCALE: NTS 2 EAVE STRUT & DIAG. BRACE TO POST/BOW CONNECTION SCALE: NTS DWG 8 NOTE: ALL DIMENSIONS ARE TO SCALE 1.0:1.251 NOTE: CORRUGATION METAL ROOF PANEL CAN BE PLACED HORIZONTAL OR VERTICAL REAR WALL SECTION SCALE:NTS NOTE: ATTACH ALL END WALL RAILS W/SIMPSON 1/2"X5" STRONG -BOLTS 2 WEDGE ANCHORS PLACED NO MORE THAN 72" O.C. AND AT MAX. 12" FROM CORNERS OR ENDS. TS 2.5 x2.5x3/16 30'-0" MAX. OR DBL 14GA HEADER (USE DOUBLE 12 GA 2 UP TO 20'-0") DWG 5 TABLE) (SEE TABLE) (SEE TABLE) (SEE TABLE) (SEE TAE LE(SEETABLEI (SEETA ) 29 GAGE GALVANIZED METAL SIDE PANELS �r.' - SECURE WALL PANELS 4 ,;^� II 11 ���,, TO BOW RAFTER DWG I I AND END POST �'' W/1/4"x1"SELF DRILLING SCREWS @ 8" O.C. ' I i' III DWG 5 20'-0" MAX WIDTH :E d III OR COMPLETLY OPEN o I I I TS END POST N PER SCHEDULE I I 1 I t I II arI I II I IOR2 It �, . DWG 3 PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE 1 OR 2 3 DWG3 DWG5 FRONT WALL SECTION DATE By 61 a. , SCALE:NTS NOTE: EXTERIOR WINDOWS AND GLASS DOORS SHALL BE TESTED BY AN APPROVED INDEPENDENT NOTE: TESTING LABORATORY, AN BEAR AND AAMA OR Special Inspection is required in accordance with WDMA OR OTHER APPROVED LAVEL IDENTIFYING 2013 CBC and ICC ES -ESR 3037 for the Y." x 7" THE MANUFACTURER, PERFORMANCE Strong -Bolt 2 wedge anchors indicated on the plans CHARACTERISTICS AND APPROVED PRODUCT if used. The Special Inspector must be employed by EVALUATION ENTITY TO INDICATE COMPLIANCE the owner and approved by the Butte County WITH THE REQUIREMENTS OF THE FOLLOWING Building Division. Please provide the name of the approved special inspectors that will be employed SPECIFICATIONS. to n -Arlo oarh cn ial in-i-finn Cnarial ANSI/AAMA/NWWDA 101/IS2 2/97 THE CONSTRUCTION SHALL BE TESTED IN ACCORDANCE WITH ASTM E 330, STANDARD TEST METHODS FOR STRUCTURAL PERFORMANCE OF EXTERIOR WINDOWS, CURTAIN WALLS AND DOORS BY UNIFORM STATIC AIR PRESSURE. DWG 4 1 TYP. DWG3 (OPT - - - - - - - - - - - - - - - - - - - - - - - - - �- - - - - - - - I 6"x6" I THK. SLAB I / # 4 CONT. 6"x6" THK. SLAB I I BLDG AREA: 45'-0" x 30'-0"= 1350 SQ. FT. Wi#4CONT_ I I I NOTE: I .� 1- CONTRACTOR IS RESPONSIBLE FOR THE I INSTALLATION & EXACT LOCATION OF ALL I ANCHOR BOLTS PER STEEL MANUF.BASE TEMPLATE SLOPE TO I DRAIN SHOP DRAWINGS. SLOPE TO 2- REFER TO TABLE I ON DWGI FOR SPACING OF DRAIN I BOWS. I 3- ALL CONCRETE SHALL BE 2500 PSI MIN. I 4- ALL CONCRETE WORK ARE BY OTHERS (NOT I I PROVIDED BY MADERA CARPORTS INC.) TYP. 4 I TYP. 4 I (OPTION 1 SHOWN) DWG3 I (OPTION 1 SHOWN) DWG3 I I I 1 TYP. DWG3 (OPTION 1 SHOWN) L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - FOUNDATION PLAN SCALE: N.T.S. ENGINEER R.S. DRAWN BY R.S. DATE 07-10-16 REVISIONS: SEAL �µ:iF F;SSlONry boa PZ L• SyFy�F No. C 047842 Exp. 12/31/17 '9r C1 V0_1V PROJECT NUMBER 3034 LLTTTL 01 T "qr Y SHEET NUMBER S1 ALT. END POSTS TABLE WIND mpa END POST MAX.SPACING 110 TS 2.5x2.5x 12 GA 60" O.C. 110 TS 2.5x2.5x 14 GA 42" O.C. REAR WALL SECTION SCALE:NTS NOTE: ATTACH ALL END WALL RAILS W/SIMPSON 1/2"X5" STRONG -BOLTS 2 WEDGE ANCHORS PLACED NO MORE THAN 72" O.C. AND AT MAX. 12" FROM CORNERS OR ENDS. TS 2.5 x2.5x3/16 30'-0" MAX. OR DBL 14GA HEADER (USE DOUBLE 12 GA 2 UP TO 20'-0") DWG 5 TABLE) (SEE TABLE) (SEE TABLE) (SEE TABLE) (SEE TAE LE(SEETABLEI (SEETA ) 29 GAGE GALVANIZED METAL SIDE PANELS �r.' - SECURE WALL PANELS 4 ,;^� II 11 ���,, TO BOW RAFTER DWG I I AND END POST �'' W/1/4"x1"SELF DRILLING SCREWS @ 8" O.C. ' I i' III DWG 5 20'-0" MAX WIDTH :E d III OR COMPLETLY OPEN o I I I TS END POST N PER SCHEDULE I I 1 I t I II arI I II I IOR2 It �, . DWG 3 PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE 1 OR 2 3 DWG3 DWG5 FRONT WALL SECTION DATE By 61 a. , SCALE:NTS NOTE: EXTERIOR WINDOWS AND GLASS DOORS SHALL BE TESTED BY AN APPROVED INDEPENDENT NOTE: TESTING LABORATORY, AN BEAR AND AAMA OR Special Inspection is required in accordance with WDMA OR OTHER APPROVED LAVEL IDENTIFYING 2013 CBC and ICC ES -ESR 3037 for the Y." x 7" THE MANUFACTURER, PERFORMANCE Strong -Bolt 2 wedge anchors indicated on the plans CHARACTERISTICS AND APPROVED PRODUCT if used. The Special Inspector must be employed by EVALUATION ENTITY TO INDICATE COMPLIANCE the owner and approved by the Butte County WITH THE REQUIREMENTS OF THE FOLLOWING Building Division. Please provide the name of the approved special inspectors that will be employed SPECIFICATIONS. to n -Arlo oarh cn ial in-i-finn Cnarial ANSI/AAMA/NWWDA 101/IS2 2/97 THE CONSTRUCTION SHALL BE TESTED IN ACCORDANCE WITH ASTM E 330, STANDARD TEST METHODS FOR STRUCTURAL PERFORMANCE OF EXTERIOR WINDOWS, CURTAIN WALLS AND DOORS BY UNIFORM STATIC AIR PRESSURE. DWG 4 1 TYP. DWG3 (OPT - - - - - - - - - - - - - - - - - - - - - - - - - �- - - - - - - - I 6"x6" I THK. SLAB I / # 4 CONT. 6"x6" THK. SLAB I I BLDG AREA: 45'-0" x 30'-0"= 1350 SQ. FT. Wi#4CONT_ I I I NOTE: I .� 1- CONTRACTOR IS RESPONSIBLE FOR THE I INSTALLATION & EXACT LOCATION OF ALL I ANCHOR BOLTS PER STEEL MANUF.BASE TEMPLATE SLOPE TO I DRAIN SHOP DRAWINGS. SLOPE TO 2- REFER TO TABLE I ON DWGI FOR SPACING OF DRAIN I BOWS. I 3- ALL CONCRETE SHALL BE 2500 PSI MIN. I 4- ALL CONCRETE WORK ARE BY OTHERS (NOT I I PROVIDED BY MADERA CARPORTS INC.) TYP. 4 I TYP. 4 I (OPTION 1 SHOWN) DWG3 I (OPTION 1 SHOWN) DWG3 I I I 1 TYP. DWG3 (OPTION 1 SHOWN) L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - FOUNDATION PLAN SCALE: N.T.S. ENGINEER R.S. DRAWN BY R.S. DATE 07-10-16 REVISIONS: SEAL �µ:iF F;SSlONry boa PZ L• SyFy�F No. C 047842 Exp. 12/31/17 '9r C1 V0_1V PROJECT NUMBER 3034 LLTTTL 01 T "qr Y SHEET NUMBER S1 30'-0" MAX (SEE TABLE (SEE TABLE) (SEE TABLE) (SEE TABLE) (SEE TABLE) (SEE TABLE (SEE TABLE) 29 GAGE GALVANIZED METAL ROOF 1 1/2" 18 GAGE FURRING CHANNEL 2 PANELS FASTENED TO EACH BOW WITH 92) 1/4" x1" SELF DRILLING FASTENER TS END POST SPACED NOT MORE THAN 4'-0" O.C. PER SCHEDULE I I I I FOR ALT. I I j t 11 I I I 11 t l I I 29 GAGE \ I I I I 11 GALVANIZED \ Li METAL SIDE \ PANELS II II It Ii i' tl li ii TS \ \ k- Sx2s ' PANELATTACHEMENT SCALE: NTS i; Dwc 3 (ALTERNATE FOR VERTICAL ROOF PANELS 1OR2 1 DWG DWG5 I REAR WALL SECTION SCALE:NTS NOTE: ATTACH ALL END WALL RAILS W/SIMPSON 1/2"X5" STRONG -BOLTS 2 WEDGE ANCHORS PLACED NO MORE THAN 72" O.C. AND AT MAX. 12" FROM CORNERS OR ENDS. TS 2.5 x2.5x3/16 30'-0" MAX. OR DBL 14GA HEADER (USE DOUBLE 12 GA 2 UP TO 20'-0") DWG 5 TABLE) (SEE TABLE) (SEE TABLE) (SEE TABLE) (SEE TAE LE(SEETABLEI (SEETA ) 29 GAGE GALVANIZED METAL SIDE PANELS �r.' - SECURE WALL PANELS 4 ,;^� II 11 ���,, TO BOW RAFTER DWG I I AND END POST �'' W/1/4"x1"SELF DRILLING SCREWS @ 8" O.C. ' I i' III DWG 5 20'-0" MAX WIDTH :E d III OR COMPLETLY OPEN o I I I TS END POST N PER SCHEDULE I I 1 I t I II arI I II I IOR2 It �, . DWG 3 PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE 1 OR 2 3 DWG3 DWG5 FRONT WALL SECTION DATE By 61 a. , SCALE:NTS NOTE: EXTERIOR WINDOWS AND GLASS DOORS SHALL BE TESTED BY AN APPROVED INDEPENDENT NOTE: TESTING LABORATORY, AN BEAR AND AAMA OR Special Inspection is required in accordance with WDMA OR OTHER APPROVED LAVEL IDENTIFYING 2013 CBC and ICC ES -ESR 3037 for the Y." x 7" THE MANUFACTURER, PERFORMANCE Strong -Bolt 2 wedge anchors indicated on the plans CHARACTERISTICS AND APPROVED PRODUCT if used. The Special Inspector must be employed by EVALUATION ENTITY TO INDICATE COMPLIANCE the owner and approved by the Butte County WITH THE REQUIREMENTS OF THE FOLLOWING Building Division. Please provide the name of the approved special inspectors that will be employed SPECIFICATIONS. to n -Arlo oarh cn ial in-i-finn Cnarial ANSI/AAMA/NWWDA 101/IS2 2/97 THE CONSTRUCTION SHALL BE TESTED IN ACCORDANCE WITH ASTM E 330, STANDARD TEST METHODS FOR STRUCTURAL PERFORMANCE OF EXTERIOR WINDOWS, CURTAIN WALLS AND DOORS BY UNIFORM STATIC AIR PRESSURE. DWG 4 1 TYP. DWG3 (OPT - - - - - - - - - - - - - - - - - - - - - - - - - �- - - - - - - - I 6"x6" I THK. SLAB I / # 4 CONT. 6"x6" THK. SLAB I I BLDG AREA: 45'-0" x 30'-0"= 1350 SQ. FT. Wi#4CONT_ I I I NOTE: I .� 1- CONTRACTOR IS RESPONSIBLE FOR THE I INSTALLATION & EXACT LOCATION OF ALL I ANCHOR BOLTS PER STEEL MANUF.BASE TEMPLATE SLOPE TO I DRAIN SHOP DRAWINGS. SLOPE TO 2- REFER TO TABLE I ON DWGI FOR SPACING OF DRAIN I BOWS. I 3- ALL CONCRETE SHALL BE 2500 PSI MIN. I 4- ALL CONCRETE WORK ARE BY OTHERS (NOT I I PROVIDED BY MADERA CARPORTS INC.) TYP. 4 I TYP. 4 I (OPTION 1 SHOWN) DWG3 I (OPTION 1 SHOWN) DWG3 I I I 1 TYP. DWG3 (OPTION 1 SHOWN) L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - FOUNDATION PLAN SCALE: N.T.S. ENGINEER R.S. DRAWN BY R.S. DATE 07-10-16 REVISIONS: SEAL �µ:iF F;SSlONry boa PZ L• SyFy�F No. C 047842 Exp. 12/31/17 '9r C1 V0_1V PROJECT NUMBER 3034 LLTTTL 01 T "qr Y SHEET NUMBER S1 FLOOR & ELECTRICAL PLAN SCALE: 1 /4" = 1'-0" NOTE: This project is located within the Wildland-Urban Interface State Responsibility Fire Area. All exterior windows and skylights are to be tempered and doors assemblies are required to comply with 2013 CRC Section R327.8 and meet the performance requirements of SFM Standard 12-7A-2. .TO BE ED PER 3E JIAIN HOUSE Cl/ WP FOUNDATION SYSTEM J \---#4 X 20' REBAR IN FOOTING. i� MIN. 3-112" CONC. COVER. E-1 DETAIL SERVICE PANEL FCl/ WP NOTES: ELECTRICALLY CONDUCTIVE MATERIALS SUCH AS METAL WATER PIPING AND ABOVE GROUND METAL GAS PIPING SHALL BE BONDED TO THE SUPPLY SYSTEM GROUNDED CONDUCTOR IN A MANNER THAT ESTABLISHES AN EFFECTIVE PATH FOR FAULT CURRENT PER CEC 250-2(C). RIGHT ELEVATION SCALE: 1/4" = V-0" METAL UNDERGROUND GAS PIPES SHALL NOT BE USED AS A GROUNDING ELECTRODE PER GEC 250-52(a). ELECTRICAL CONTRACTOR TO PERMANENTLY LABEL EACH DISCONNECT, CLEARLY IDENTIFY THE CIRCUITRY THAT IS CONTROLLED BY THAT DISCONNECT. CONDUCTORS TO EXTEND 18" PERISCOPES OVER 30" ABOVE ROOF BE ADEQUATLY BRACED BY FROM WEATHERHEAD SHALL GA V.D, BRACES AT APPROX." LLI X1/8"90° SPREAD, 314" PIPE 1-114" X 118" S two ANGLE MIN. OVER -HEAD SERVIC Oz0. RAINTIGHT CONNECTIONS AT EQUIP. WHEN EXPOSED TO WEATHER. 1 TO 1-114" RIGID CON UIT COMBINATION METER SOCKET AND aU AMP SERVICE EQUIP. + (SURFACE OR FLUSH MOUNTED) r z > 2 NO.4 COPPER ARMORED GROUND 'C o WIRE (MUST BE IN RIGID CONDUIT , IF RUN BELOW GROUND.) qct Z W��Q • CY00 COLD WATER PIPING SYSTEM J APPROVED CLAMPS 00m N O MIN. 1-1/4" RIGID CONDUI G 0 OR PER PG&E UNDER -GROUND SERVICE FOUNDATION SYSTEM J \---#4 X 20' REBAR IN FOOTING. i� MIN. 3-112" CONC. COVER. E-1 DETAIL SERVICE PANEL FCl/ WP NOTES: ELECTRICALLY CONDUCTIVE MATERIALS SUCH AS METAL WATER PIPING AND ABOVE GROUND METAL GAS PIPING SHALL BE BONDED TO THE SUPPLY SYSTEM GROUNDED CONDUCTOR IN A MANNER THAT ESTABLISHES AN EFFECTIVE PATH FOR FAULT CURRENT PER CEC 250-2(C). RIGHT ELEVATION SCALE: 1/4" = V-0" METAL UNDERGROUND GAS PIPES SHALL NOT BE USED AS A GROUNDING ELECTRODE PER GEC 250-52(a). ELECTRICAL CONTRACTOR TO PERMANENTLY LABEL EACH DISCONNECT, CLEARLY IDENTIFY THE CIRCUITRY THAT IS CONTROLLED BY THAT DISCONNECT. IETAL 4NELS )NTAL VIS) TYP. 11) FRONT ELEVATION SCALE: 1/4" = V-0" PERMIT # 4516 J�� BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR r CODE COMPLIANCE BY�— DATE -;Z-/—/7 REAR ELEVATION SCALE: 1/4" = V-0" LEFT ELEVATION SCALE: 1/4" = V-0" /I ETAL ANELS ENTAL MS) ENGINEER R.S. DRAWN BY R.S. DATE 07-10-16 .VISIONS: Q� LLI two Oz0. <Q� aU 0,o > LO Q� I , •• CO • LO qct Z W��Q • CY00 Q z 00m N O G 0 a- •0 , LLj LL IETAL 4NELS )NTAL VIS) TYP. 11) FRONT ELEVATION SCALE: 1/4" = V-0" PERMIT # 4516 J�� BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR r CODE COMPLIANCE BY�— DATE -;Z-/—/7 REAR ELEVATION SCALE: 1/4" = V-0" LEFT ELEVATION SCALE: 1/4" = V-0" /I ETAL ANELS ENTAL MS) ENGINEER R.S. DRAWN BY R.S. DATE 07-10-16 .VISIONS: SEAL ; OFK�FESsjo, A L. Sf�F.y9F�c+ No. C 047842 Exp. 12/31/17 s�9r 0 1 v 1 F�\T £ OF Ck 0 Q� LLI two Oz0. <Q� aU 0,o > LO Q� IZT CD o� , •• CO • LO qct Z W��Q • CY00 Q z 00m N O G 0 a- •0 , LLj LL SEAL ; OFK�FESsjo, A L. Sf�F.y9F�c+ No. C 047842 Exp. 12/31/17 s�9r 0 1 v 1 F�\T £ OF Ck 0 PROJECT NUMBER 3034 SHEET NUMBER Al LLI h� 0,o • U) IZT CD 0. , •• CO • LO • CY00 2) 00 • • •0 , LLj LL PROJECT NUMBER 3034 SHEET NUMBER Al