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BPAT2018-0082i 0 a z M I K j M TYPICAL NOTES: GENERAL 1. ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE, UNLESS NOTED OTHERWISE. NOTES AND DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS, 2. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF THE GOVERNING BUILDING CODE, 3. SEE ARCHITECTURAL DRAWINGS FOR DOORS, WINDOWS, NON -BEARING INTERIOR AND EXTERIOR WALLS, ELEVATIONS, SLOPES, STAIRS, CURBS, DRAINS, DEPRESSIONS, RAILINGS, WATERPROOFING, FINISHES, ETC. 4. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE AND SHALL REPORT ANY DISCREPANCIES TO THE STRUCTURAL ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK AND MATERIALS INCLUDING THOSE FURNISHED BY SUB -CONTRACTORS. 5. ALL ASTM DESIGNATIONS SHALL BE AS AMENDED TO DATE UNLESS NOTED OTHERWISE. 6. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS (AND/OR ARCHITECTURAL SPECIFICATIONS, WHERE APPLICABLE) SHALL BE BROUGHT TO THE ATTENTION OF THE A.RCHi1ECT AND/OR THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY OF THE WORK INVOLVED. 7. REFER TO THE ARCHITECTURAL PECIFICATION (WHERE APPLICABLE) FOR INFOPMATI(�N NOT COVERED B' I11= GENERAL IERAL NOTE-__('111. TI L STRU T 1 :AL r'RAWIN' 8. CONTINI.Uu =PE(. IA -) IN'-CTinIN SHAE� l MMEANINSPC I_fa C f E _N 11_-)U,r BY- A REGISTERED DEPUTY INS; ECIOR CURRENTLY LICENSED BY THE CITY AND APPROVED BY THE ARCHITECT AND ENGINEER. 9. THE CONTRACTOR SHAI I BE RESPONSIBLE FOR R - SAFETY IN AND AROUND D THE JOB SITE AND/OR ADJACENT PROPER III S. 10.ILHE CONTRACTOR SHALL BE RESPONSIBLE FOR BRACING AND SHORING ALL EXCAVATIONS, TEMPORARY AND EXISTING STRUCTURES, AND PARTIALLY COMPLETED PORTIONS OF THE WORK TO ASSURE THE SAFETY OF ANY PERSON COMING IN CONTACT WITH THE WORK. 11.013SERVATION VISITS TO THE SITE BY THE ENGINEER'S FIELD REPRESENTATIVE SHALL NEITHER BE CONSTRUED AS INSPECTION NOR APPROVAL OF CONSTRUCTION. 12.DURING AND AFTER CONSTRUCTION, BUILDER AND/OR OWNER SHALL KEEP LOADS ON STRUCTURE WITHIN THE LIMITS OF DESIGN LOADS. 13.IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM PLANS, SECTIONS OR DETAILS ON THE STRUCTURAL DRAWINGS. 14.SHOP DRAWINGS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION WITH SUFFICIENT TIME FOR REVIEW OF DESIGN INTENT (MINIMUM OF 10 WORKING DAYS). 15.FOR PROPER FIELD OBSERVATION BY THE " I NUGIUPAL LNUNI I R, THE STRUCTURAL ENGINEER SHALL BE NOTIFIED OF THE VARIOUS CONSTRUCTION PHASES. FOUNDATION 1. SOILS REPORT BY SLADDFN ENGINEERING = DATED: NOVEMBER 3, 201 / PROJECT NUMBER: 544-17302 REPORT NUMBER: 1 /-11-461 2. ALLOWABLE S011 PRI SSURE 1800 PSF 3. CARRY ALL FOOIINGS A MINIMUM OF 12" INTO NATURAL GRADE OR APPROVED COMPACT FILL. 4. ALL FOOTINGS SHALL BE INSPECTED BY THE IF BUILDING DEPARTMENT PRIOR TO PQURIN.G CONCRETE. 5. ALL WATER SHALL BE REMOVED FROM FOUNDATION EXCAVATIONS PRIOR TO POURING CONCRETE. IE REINFORCING STEEL 1. REINFORCING STEEL SHALL BE NEW STOCK DEFORMED BARS CONFORMING TO ASTM A615 A #4 BARS AND SMALLER .... GR40 B3 #5 BARS AND LARGER ..... GR60 2. ELECTRIC WELDED WIRE MESH SHALL CONFORM TO ASTM A-185 (EXCEPT AT SLABS ON GRADE WHICH MAY BE GR40). 3. ALL BARS SHALL BE FREE OF LOOSE AND FLAKY RUST AND,,SCALE, GREASE, OR OTHER MATE IAI S WHICH MIGHT AFFECT OR IMPAIR BOND. 4. ALL BENDS TO BE MADE COLD. WOOD - 4) AT INTERIOR WALLS, BOLTS MAY BE 1. A_L WOOD CONSTRUCTION PER CALIFORNIA SUBSTITUTED WITH HILL KWIK BOLTS GLUE -LAM BEAM BUILDING CODE, CHAPTER 23. INSTALLED PER I.C.C. REPORT ESR-1917. 1. GLUE -LAM MEMBERS SHALL BE FABRICATED BY A 6. ALL RETAINING WALLS WITH SLAB TIES AT TOP 2. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS KWIK BOLTS SHALL BE SAME SIZE & SPACING LICENSED FABRICATOR PER WCLA, AITC, AND SHALL REMAIN SHORED UNTIL UPPER SLAB IS FIR, UNLESS NOTED OTHERWISE, AND CONFORM AS ANCHOR BOLTS. PROVIDE MINIMUM C.B.C. REQUIREMENTS. POURED AND REACHES DESIGN STRENGTH TO THE GRADING RULES OF THE WESTERN WOOD EMBEDMENT PER THE I.C.C. REPORT. 2. FABRICATOR TO PROVIDE A CERTIFICATE OF (MINIMUM OF 28 DAYS OR APPROVED TESTING). PRODUCTS ASSOCIATION. 10.ALL BOLT HEADS AND NUTS WHICH BEAR INSPECTION TO GENERAL CONTRACTOR. 7. PROVIDE DRAINAGE AT THE BASE OF RETAINING A 2X LUMBER GRADE #2 AGAINST THE FACE OF WOOD MEMBERS SHALL 3. CUTTING, NOTCHING OR DRILLING OF GLUE- WALLS AND AT THE BASE OF ALL BASEMENT B 4X LUMBER__ #2 BE PROVIDED WITH WASHERS. LAMS ONLY WITH THE APPROVAL OF THE WALLS. (DESIGNED BY OTHERS) _____GRADE _C 6X BEAMS, LEDGERS AND POSTS 11.PROVIDE MULTIPLE STUDS FOR SOLID BEARING STRUCTURAL ENGINEER. GRADE #1 AT ENDS OF MISCELLANEOUS BEAMS OR GIRDER 4. LUMBER SPECIES TO BE DOUGLAS FIR, CONCRETE D) STUDS (U.N.O. ON PLANS) TRUSSES WHERE POSTS ARE NOT SHOWN. COMBINATION 24F-V8, Fb = 2,400, Fv - 1. ALL CONCRETE CONSTRUCTION PER CALIFORNIA 1) FROM 0 FT. TO 8 FT_ -2X4 STUD GRADE 12.HOLES IN STRUCTURAL MEMBERS FOR PIPES AND 165, Fc = 385 AT TOP, Fc = 450 AT BUILDING CODE, CHAPTER 19. 2) FROM 8 FT. TO 14 FT----2X6 GRADE #2 CONDUITS SHALL COMPLY WITH THE BUILDING BOTTOM, E = 800,000, UNLESS NOTED 1, 2. ALL CONCRETE TO OBTAIN A 28 DAY 3) FROM 14 FT. TO 20 FT---2X8 GRADE #2 CODE AND THE TYPICAL DETAILS ON THIS OTHERWISE ON PLANS. COMPRESSIVE STRENGTH OF 2500 PSI. E) SILL PLATES (P.T.D.F.)_ -CONST OR BETTER SHEET. 13.PROVIDE DOUBLE FLOOR JOISTS UNDER 5. PROVIDE TENSION LAMINATIONS AT BOTTOM OF BEAMS AND AT TOP OF CONTINUOUS BEAMS UNLESS NOTED OTHERWISE. F) TOP & BOTTOM PLATES_ CONST OR BETTER PARALLEL PARTITIONS. OVER COLUMNS UNLESS NOTED OTHERWISE. 3. CONCRETE MIX: MINIMUM OF 5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE. G) BLOCKING STD OR BETTER 14.SOLID BLOCK AT BEARING WALLS, UNDER 6. MOISTURE CONTENT PER PS 56. MAXIMUM OF 7.5 GALLONS OF WATER' PER 94# ------------ PERPENDICULAR PARTITIONS AND ELSEWHERE 7. SCARF PER PS 56 (FINGER TYPE). SACK OF CEMENT, MAXIMUM SLUMP JF 4". REFER TO ARCHITECTURAL DRAWINGS FOR AS REQUIRED PER C.B.C. 8. LAMINATIONS TO BE 1 1/2 INCHES. CEMENT SHALL CONFORM TO ASTM C150, TYPE ADDITIONAL APPEARANCE REQUIREMENTS. 15.MINIMUM SPLICE NAILING OF DOUBLE PLATES 9. GLUE LAMINATED BEAMS TO BE INSPECTED II. (OR ENGINEERED MIX DESIGN TO 3. INTERIOR NON -BEARING WALL HEADER SHALL BE AS FOLLOWS UNLESS OTHERWISE DURING FABRICATION BY AN APPROVED STRENGTH). TYPE V CEMENT WHERE, SOIL SCHEDULE: (U.N.O. ON PLANS) SPECIFIED: (12)16d EACH SIDE OF SPLICE TESTING LABORATORY. EACH BEAM TO BE CONTAINS MORE THAN 0.2 PERCENT SULFATE TO 4'-0' .......... 4X4 #2 WITH NO ADJACENT SPLICE WITHIN 4'-0". STAMPED WITH AN IDENTIFYING NUMBER. CONCENTRATIONS. TO 7'-0" _ 4X62 # (SEE TYPICAL DETAIL ON THIS SHEET) BEAMS ARE NOT TO BE ERECTED UNTIL 4. HARD ROCK AGGREGATES SHALL CONFORM TO /TO 10'-0" ... ... 4X8 2 .. # 16.FACE NAIL TWO PIECE BUILT-UP BEAMS WITH CERTIFICATE OF INSPECTION FROM TESTING ASTM C33. THEIR MAXIMUM SIZE S ALL BE 1 TO 13'-O" .......... 4X10 #2 AT 12' 0/C AT TOP AND BOTTOM. FACE 16dNAIL LAB HAS BEEN APPROVED BY THE BUILDING 1/2" INCHES FOR FOOTINGS, CAISSONS AND TO 16'-0.. ._. 4X12 2 # NAIL MEMBERS OF THREE PIECE BUILT-UP DEPARTMENT. GRADE BEA AS AND 1 INCH FOR AL_L OTHER 4.-AI1L SHEATHING SHALL BE STAMPED BY THE BEAMS WITH 16d AT 12" 0/C AT TOP AND = 10. SEAL _. ENDS WORK. AMERICAN PLYWOOD ,ASSOCIATION APA AND BOTTOM -TO ALTERNATE SIDES OF BEAM. _- _ APPEARANCE .. INDUSTRIAL (U�1.0_) - 5. LIGHTWEIGHT AGGREGATES (CONFORM T ASTM SHALL CONFORM TO THE U.S. PRODUCT) PROVIDE ADDITIONAL ROW OF NAILING AT ALL ADHESIVE WET -PER PS 56 C330) SHALL BE APPROVED AND TH-1R STANDARD (PS 1 WITH EXTERIOR GLUE. BEAMS GREATER THAN 12 DEEP. BOLT PRIME NONE MAXIMUM SIZE SHALL BE I - COMPOSITE OR NON -VENEERED PANELS: BUILT-UP BEAMS OF FOUR OR MORE MEMBERS = WRAP 6- CIN S CONCRETE COVER AT REINFORCING SHALL BE AS COMPLY WITH NATIONAL RESEARCH BOARD f CAMBER ....GSEE PLAN FOLLOWS: REPORT NER-108. SUBFLOOR ADHESIVE: APA ITBALLOON FRAME ALL STUD WALLS AT SLOPING � INSPECTION AITC WITH ATTACHMENTS 1&2 A POURED AGAINST EARTH 3" CLEAR - SPECIFICATION AFG-01. INSTALL PLYWOOD CEILINGS. __= 11.SHOP DRAWINGS SHALL BE SUBMITTED FOR B) EXPOSED TO EARTH BUT AND NON -VENEERED PANELS PER APA 18.PREDRILL ALL HOLES FOR 20d AND LAMER = REVIEW BY BUILDING DEPARTMENT, ARCHITECT POURED AGAINST FORMS 2" (-LEAR N CONSTRUCTION GUIDE LATEST I ES EDITION. SEE NAILS SPIKES A BOLTS, L Afl F LL_ KES AND LAG BOL � c ,I. F . AND STRUCTURAL EN_NE,R � �i r C SCABS ON GRADE AT LATER STRUCTURAL FRAMING NG PLANS FOR THICKNESS S n � FOR LAGS SHALL BE A FOLL_W� i RS WHICH ARE 12�LJE-LAM STRUCTURAL MEMBERS _.. D� MAIN BARS IN BEAM AND TYPE OF FLOOR AND ROOF SHEATHING. A) SHANK PORTION - SAME DIAMETER AND EXPOSED TO WEATHER AND NOT PROPERLY AND COLUMNS ...... 1 1/2' (_11, FAR - SEE SHEAR WALL NOTES FOR SIZE AND TYPE LENGTH AS SHANK PROTECTED BY A ROOF, EAVE, OVERHANGS OR E) BARS PARALLEL TO OF WAI-I_ SHEATHING. B) THREADED PORTION - 60 TO 7.) OF THE SIMILAR COVERING SHALL BE PRESSURE COLD JOINTS 2" CLEAR i. NAILING OF HORIZONIAL AND VERTICAL DIAMETER OF THREAD AND SAME LENGTH AS TREATED WITH AN APPROVED PRESERVATIVE OR /. ........... RI INI ORCING SHALL HAVE A MINIMUM OF DIAPHRAGMS SHALL 131- INSPECIED AND THREAD, BE MANUFACTURED FROM WOOD WITH NATURAL _AP 40 BAR DIAMETERS OR 2'-0" WHICHEVER IS APPROVED BY THE BUILDING DEPARTMENT 19.PARALLAM BEAMS SHALL BE CONSTRUCTED, RESISTANCE TO DECAY. I ARGER, UNLESS NOTED OTHERWISE. PRIOR TO COVERING. INSTALLED AND MANUFACTURED PER S. ALL REINFORCING STEEL, DOWELS, ANCHOR 6. ALL NAILS USED IN TIMBER - TO- TIMBER SPECIFICATIONS OF TRUS JOIST CORPORATION BLOCK MASONRY BOLTS, AND OTHER INSERTS SHALL BE CONNECTIONS SHALL BE COMMON OR COATED AND I.C.C. REPORT ESR-1153, THE 1. ALL MASONRY CONSTRUCTION PER CALIFORNIA SECURED IN POSITION PRIOR TO POJRING SINKER NAILS AND NAILING SHALL CONFORM PROPERTIES OF MICRO=LAM MEMBERS SHALL BUILDING CODE, CHAPTER 21. CONCRETE. TO THE APPLICABLE BUILDING CODE. ALL BE: 2. REINFORCED BLOCK MASONRY: ASSUMED DESIGN 9. CONTINUOUS INSPECTION IS REQUIRED FOR ALL NAILS CONNECTING PRE -MANUFACTURED METAL E = 2,000,000 PSI, Fb = 2,800 PSI, Fv = STRENGTH F'm=1500 PSI. CONCRETE IN EXCESS OF 2500 PSI. ITEMS (CONNECTORS, HANGERS, STRAPS, 285 PSI. 3. UNITS SHALL BE NORMAL WEIGHT (OR LIGHTER) 10.ANCHOR BOLTS SHALL BE EMBEDDED INTO ETC.) TO TIMBER SHALL CONFORM TO THE 20.PROVIDE 2X3 CROSS BRIDGING OR 2X SOLID CONCRETE BLOCK, GRADE N, CONFORMING TO CONCRETE PER C.B.C. TABLE 1911.2, ^:,UNLESS MANUFACTURER'S CATALOGUE AND APPLICABLE BLOCKING AT A MINIMUM OF 8'-0" O/C FOR ASTM C90 WITH A MINIMUM COMPRESSIVE NOTED OTHERWISE. I I.C.C. REPORTS. JOISTS (CONTACT METAL BRIDGING OR EQUAL STRENGTH OF 2,000 PSI. 11.DIMENSIONS ARE NOT FURNISHED TO S'MPSON 7. ALL STUD WALLS SHALL HAVE FIRE BLOCKING MAY BE USED) WHERE SHEATHING OR GYP. BD, 4. GROUT SHALL BE OF FLUID CONSISTENCY, "HDU" AND "HDQ" TYPE HOLDOWNS (ESR-2330), AT 10'-0" 0 C MAXIMUM. / IS NOT APPLIED TO TOP & BOTTOM OF JOISTS GROUT MIX SHALL BE BY VOLUME 1 PART IT IS THE RESPONSIBILITY OF THE CCYJVTRACTOR S 8. WHERE WOOD IS IN CONTACT WITH CONCRETE OR FOR ENTIRE LENGTH OF JOIST. CEMENT, 3 PARTS SAND (FINE GROUT) AND SUPERINTENDENT, THE FRAMING CONTRACTOR MASONRY, USE PRESSURE TREATED DOUGLAS 21.ALL PRE MANUFACTURED METAL ITEMS MAY CONTAIN AN ADDITIONAL 2 PARTS PEA AND THE CONCRETE CONTRACTOR TQ'1LOCATE FIR OR SHEET METAL CONNECTORS. (CONNECTORS, HANGERS, STRAPS, ETC.) GRAVEL IF SPACES ARE 4 INCHES OR MORE IN THESE ANCHORS IN THE EXACT LOCAKON. 9. UNLESS OTHERWISE SPECIFIED, ALL SILL SHALL BE BY SIMPSON STRONG TIE COMPANY, EVERY DIRECTION (COARSE GROUT). F'c = REFER TO THE DETAILS FOR PROPER: PLATES IN CONTACT WITH CONCRETE OR INC. U.N.O. (SEE NOTE 6 ABOVE 2,000 PSI AT 28 DAYS. INSTALLATION. MASONRY SHALL BE BOLTED TO THE CONCRETE CONCERNING NAILING.) 5. MORTAR SHALL BE TYPE S, (BY VOLUME) 1 OR MASONRY WITH 1/2" DIA. BOLTS AT 6'-0" 22.A MAXIMUM OF 10 % OF LUMBER USED FOR - PART PORTLAND CEMENT, 3 1/2 PARTS SAND, /C, CONSTRUCTION MAY CONTAIN "WANE". HOSE 1/4 TO 1/2 PARTS LIME PUTTY OR HYDRATED WOOD TRUSS NOTE: MEMBERS WITH "WANE" SHALL NOT BE USED AT LIME. F c = 2,000 PSI AT 28 DAYS. 1. TRUSS FABRICATOR SHALL SUBMIT a) , L BOLTS SHAI I I XTEND A MINIMUM OF 7" PLYWOOD OR DRY WALL EDGES, SOLID 6. REINFORCING SHALL HAVE A MINIMUM LAP OF CALCULATIONS AND SHOP DRAWIH' S, SIGNED INTO F0011NC, WIIII 5" MIN. IN10 HIT BI.00KING OR AT DOUBLE PLATES 40 BAR DIAMETERS OR 2'-Q" W�{ICH EVER LS:., #. � BY A REGISTERED CIVIL OR STRUCTURAL DEPAR MENT, FIRST POUR OI CONCRETE. 1 r .____ ._ - - L.ARGLR, UNLESS NOTED OTHI RRISF. ENGINEER, TO THE BUILDING b) PRUVIDi A MINIMUM OF TWO ANCHOR BOLTS �: _ __ 7. ALL BLOCK WALLS TO BE RUNNING BOND, ARCHITECT, AND STRUCTURAL ENGIN�vEER FOR PER I'll 0 OF SILL PLA I I WI III ONE BOLT UNLESS NOTED OTHERWISE. THEIR REVIEW PRIOR TO FABRICAT ON. LOCH I I U WITHIN 12" 01 HL END. SHEAR WALL 8. BRICK SHALL CONFORM TO THE STANDARD 2. ALL BLOCKING AND BRIDGING OF TRUSSES c) AT IN II RIOR NON SHEAR AND NON BEARING WALLS, 1. WALL SHEATHING SHALL BE 3 8" THICK, APA SPECIFICATION FOR BUILDING BRICK ASTM SHALL BE IN ACCORDANCE WITH THE BOI I', MAY BE SUB$TIT TED WITH 0.15"DIA, POWDER DRIVI N PINS AT 36' 0%C UNLESS NOTED RATED SHEATHING (OR 15 32 THICK, ALA STRUCTURAL 1 RATED SHEATHING), 24/0 SPAN C62, BRICK GROUTING PER T21-2413. RECOMMENDATIONS OF THE TRUSS FABRICATOR AND I.C.C. APPROVAL, OII ILRWISE. (RAMSET #2330 INSTALLED PER RATING, EXPOSURE 1, SIZE AND NAILING MASONRY RETAINING WALL 3. THE TRUSS FABRICATOR SHALL COORDINATE I.C.C. REPORT ER-1147, HILTI "SOM72" PER SHEAR WALL SCHEDULE. 1. ALL MASONRY CONSTRUCTION PER BLOCK OPENINGS IN THE ROOF OR FLOOR WITH THE INSTALLED PER I.C.C. REPORT ESR-2379, OR 2. FIELD NAIL INTERIOR OF WOOD SHEATHED MASONRY NOTES. CONTRACTOR AND SHALL SUBMIT DETAILS, EQ.). SHOT PINS SHALL NOT BE INSTALLED SHEAR WALLS WITH 8d (10d AT 1/2" PLY) AT 2. ALL CONCRETE CONSTRUCTION PER CONCRETE DESIGN, AND HANGERS REQUIRED. UNTIL CONCRETE HAS CURED FOR 7 DAYS 12" O/C. NOTES, MINIMUM. AT TWO -POUR FOUNDATIONS, 2nd 3. ALL SHEATHING SHALL BE APPLIED DIRECTLY 3. ALL REINFORCED STEEL CONSTRUCTION PER 4. ALL LIGHT METAL PLATE CONNECTED TRUSS POUR SHALL HAVE 4 3/4" MIN. THICKNESS AT TO THE STUD WITH STUD SPACING NO GREATS REINFORCING STEEL NOTES. FABRICATION SHALL CONFORM TO 2016 C.B.C. SHOT PIN LOCATIONS. THAN 16" O/C. 4. ALL CELLS TO BE SOLID GROUTED BELOW STRUCTURAL STEEL 1. ALL STEEL CONSTRUCTION PER CALIFORNIA BUILDING CODE CHAPTER 22, AND THE LATEST AISC STANDARD PRACTICES. 7.�AEMBERS SHALL CONFORM TO ASTM A36. 5. 71PE COLUMNS SHALL CONFORM TO ASTM A53 FOR GRADE B PIPE. 4. LL STRUCTURAL STEEL TUBE SHALL CONFORM i TO ASTM A500, GRADE B. 5. LL BOLTS SHALL BE UNFINISHED, CONFORMING TO ASTM A307 OF SIZES SHOWN ON THE DRAWINGS, UNLESS NOTED OTHERWISE. 6. EOLT HOLES IN STEEL SHALL BE 1/16 INCH LARGER IN DIAMETER THAN THE NORMAL SIZE OF THE BOLT USED, EXCEPT AS NOTED. /. ALL WELDS SHALL BE IN CONFORMITY WITH THE STANDARD CODE FOR ARC AND GAS WELDING OF THE AMERICAN WELDING SOCIETY. ALL STRUCTURAL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS USING THE ELECTRIC ARC PROCESS WITH APPROVED ELECTRODES. USE LOW HYDROGEN ELECTRODES FOR BOLTS AND REINFORCING BARS. CONTINUOUS INSPECTION REQUIRED FOR FIELD WELDING. 8. SPOP DRAWINGS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, ARCHITECT, AND STRUCTURAL ENGINEER PRIOR TO FABRICATION WITH SUFFICIENT TIME FOR REVIEW OF DESIGN INTENT (MINIMUM OF 10 WORKING DAYS.) GRAVITY LOADS i SEISMIC LOADS SLOPE ROOF: D.L.= 15 psf, L.L.=20 psf FIAT ROOF: FLOOR: D.L.=16 psf +(10 psf D.L.-12 psf, stucco ceiling), L.L,=20 L.L.=40I psf psf DECK: D.L.=23psf+(10 psf stucco ceiling), L.L.=60, psf EXTERIOR WALL: TOTAL WEIGHT- 15 psf +(10 psf stone venleer) INTERIOR WALL: TOTAL WEIGHT= 10 psf wfflIMI[ol z SPEED: 123 mph 0 EXPOSURE: "C" L/1 IMPORTANCE FACTOR "I" 1.0 w ® TOPOGRAPHIC FACTOR "Kzt" 1 FLAT SEISMIC DESIGN CATEGORY: "D" SITE CLASS: "D" SDs: 1.000 SDI: 0.601 Si- 0.601 Ss: 1.000 WOOD SHEAR PANELS "R" 6.5 MANUFACTURE STRONG WALLS "R" 6.5 CANTILEVER STEEL COLUMN "R" 1.5 6 0 4. BLOCK ALL EDGES OF WOOD SHEATHED SHEAR GRADE. WALLS. 5. DO NOT BACKFILL RETAINING WALLS UNTIL ALL 5. PROVIDE 3X (OR 4X) MEMBERS AT ALL MASONRY AND CONCRETE HAVE REACHED DESIGN SHEATHING BOUNDARIES AND EDGES FOR SH STRENGTHS (MINIMUM OF 28 DAYS OR WALL #13, #14, AND AT ALL ADJOINING APPROVED TESTING). SHEATHING EDGES AT LOCATIONS WITH SHEATHING ON BOT' R S�IIrIES. A 1/2" EDGE DISTANCE IS REQUIRED FOR THESE NAILING CONDITIONS. 6. SHEAR WALLS SHALL RUN TO UNDERSIDE OF ROOF/FLOOR SHEATHING WITH APPROVED BLOCKING AS REQUIRED. 7. PLATES AND STUDS IN SHEAR WALLS SHALL NOT' HAVE HOLES LARGER THAN 1" DIA.. OR ANY NOTCHES WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. 8. SHOT PINS USED FOR INTERIOR NON SHEARING AND NON BEARING WALLS ANCHORAGE SHALL CONFORM TO WOOD NOTE 9C. 9. REFER TO TYPICAL SHEAR PANEL FRAMING DETAIL ON THIS SHEET. 10-BOLT HOLES TO BE NO MORE THAN1/16" OVERSIZED AT CONNECTION OF HOLDOWN TO THE POST. INSPECTOR TO VERIFY. 11.SPECIFIC HOLDOWN CONNECTORS SHALL TORQUED' AS REQUIRED BY THE MANUFACTURER. 12.ALL NAILS SHALL BE COMMON FOR SHEAR WALL CONSTRUCTION. NAILING SCHEDULE CONNECTION NAILING JOIST TO SILL OR GRIDER, TOENAIL 3 8d BRIDGING TO JOIST, TOENAIL EACH END 2 8d 1"x6" SUB FLOOR OR LESS TO EACH JOIST, FACE NAIL 2 8d WIDER THAN 1%6" SUB -FLOOR TO EACH JOIST, FACE NAIL (((3 8d 2" SUB FLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL (2)16d SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL 16d AT 16 O/C TOP PLATE TO STUD, END NAIL (2)16d STUD TO SOLE PLATE (4)8d TOENAIL OR (2)16d END NAIL DOUBLE STUDS, FACE NAIL 16d AT 24"O/C DOUBLED TOP PLATES, FACE NAIL 16d AT 16"0/C CONTINUOUS HEADER, TWO PIECES 16d AT 16"O/C ALONG EA. EDGE CEILG JOISS TO PTCONTINUOUSTHEADERL TOE,STODD, TOENAIL �AIL'4 8d CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 3 16d CEILING JOIST TO PARALLEL RAFTERS, FACE NAIL �3316d RAFTER TO PLATE, TOENAIL 3 8d 1" BRACE TO EACH STUD AND PLATE, FACE NAIL 2 8d 1"x8" SHEATHING OR LESS TO EACH BEARING, FACE NAIL 2 8d WIDER THAN 1 "x8" SHEATHING TO EACH BEARING, FACE NAIL 3 8d BUILT-UP CORNER STUDS 16d AT 24'O/C 2" PLANKS (2)16d AT EACH 9 1 10 BEARING POINT STRUCTURAL OBSERVATION STRUCTURAL OBSERVATION IS REQUIRED IN ACCORDANCE W/ SECTION TO OF THE 2016 CBC, STRUCTURAL OBSERVATION SHALL BE REQUIRED ON FO TO PRIOR TO POUR & ON ROOF & WALL SHEATING PRIOR TO COVERING. REQUIRED SPECIAL ISPECTIONS IN ADDITION TO THE REGULSR INSPECTIONS, THE FOLLOWING CHECKED WILL ALSO REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH SEC! OF THE INTERNATIONAL BUILDING CODE & SEC 1707.3 OF THE GBC ITEMS 1709 ITEM REQUIRED REMARKS SOILS COMPIANCE PRIOR TO FOUNDATION INSPECTION YES STRUCTURAL -CONCRETE OVER 2,500 PSI N/A WELDING YES 0 ALITY ASSURANCE P R 1705.2 HIGH STRENGTH BOLTS YES EXPANSION / EPDXY ANCHORS YES I STRUCTURAL MASONRY N/A MOMENT TRAMS / CONNECTIONS N/A PERIODIC SPECIAL INSPECTION IS REQUIRED FOR NAILING, BOLTING, ACHORING AND OTHER FASTENING OF THE COMPONENTS WITHIN THE SEISMIC-FORCI�RESISTING SYSTEM INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRJTS, BRACES, SHEAR PANELS AND HOLD-DOWNS SEE SHEET S-2 FOR ADDITION INFORMATION RE CE: I V E D NOV 2 8 2018 CITY OF LA QUINTA COMMUNITY DEVELOPMENT 2 1 �a I4 8N1 7 IMP ALEXANDER HADDAD 699 S. CALLE PETUNIA PALM SPRINGS, CA 92262 PH: (760) 408-4848 STRUCTURAL STAMP: i�i F':L1 t.SSI0 R q Q l F O t H. v H "' �«) 51 LL EX �D�= �NOV 2 7 2018 CLUBHOUSE ADDITION HI FOR GOLF CLUB 'I LA QUINTA D 60-15 � TRILOGY PARKWAY LA QUINTA, CA 92253 MARK I DATE I DESCRIPTION 1 1 10125(20181 PLAN CHECK SUBMITTAL PROJECT NO: 001 ORIGINAL DATE: 10-25-2018 SHEET TITLE STRUCTURAL NOTES ralk i r REVIEWED FO' D COMPLIANCE SN ra IM 1N I© I ME ICI I tam FQ I IJ■ I ICI IN IQI DETAIL I CONNECTION DETAIL# 1 CON I -U DETAIL # 2 = 11_n-, CONNECTION DETAIL#3 1" = 1 3" TYP. 01 - EXISTING 8 x 8 x 3/8" STEEL TUBE 02 - HSS 3 x 3 x 1/4 STEEL TUBE 03 -1/4" FILLET WELD w/ SPECIAL INSPECTION 04 - RING BY OTHERS 01 - EXISTING STUD OR POST PER PLAN 02 - 4" LONG 4 x 4 x 1/2 STEEL ANGLE 03 - 3/8" x 5" LAG SCREW 04 - HSS 3 x 3 x 1/4 STEEL TUBE 05 - RING BY OTHERS 06 - 1/4" FILLET WELD w/ SPECIAL INSPECTION 01 - HSS 10 x 10 x 3/8 STEEL PIPE, PER PLAN 02 - HSS 3 x 3 x 1/4 STEEL TUBE 03 - 1/4" FILLET WELD w/ SPECIAL INSPECTION 04 - RING BY OTHERS I 01 - HSS 10 x 10 x 3/8 STEEL PIPE, PER PLAN 02 - L 1 x 1 x 1/4 STEEL ANGLE, 14" LONG WELDED TO BPTTOM OF COLUMN W/ 1/4" FILLETIWELD. 03 - FLAG POLE F90TING w/ (10) #5 VERTICAL & #3 e 12" O.C. ROUND TIES. ALEXANDER HADDAD 699 S. CALLE PETUNIA PALM SPRINGS, CA 92262 PH: (760) 408-4848 Y_ STRUCTURAL STAMP: f (E)H558 x8 x 3/16 S1 (E)HSS 8 x 8 x 3116 81 - &1 (E)HISS 8 x 8 x 3116 91 (E)HSS 8x 8 x 3/16 S (E)HSS 8 x 8x3/16 SCGVA E I �0><ESSIO/yq< pp H. yg0�c2 1 1 1 11 1T�i Iq( r 1 11 11 1Il O�-�P I 1 1 (N)3x 3x11/4 STEEL TUBE' �Q 1 I 1 I I I I I I I * s 1 1 1 T wl I w 1TEOFCP��F 107 I UI I 1 1 1 I I QI I� U tUJ I w,a i i i i i i wia NOV 2 7 2013 SI'- I �10 IIII I I 1 1 I I 1 NI Z 1 1 1 11 1 ZIII 1. ;ILL 1 I I I I I I QI 1 1 11 1 1 1 J I �I I 1 11 1 1 1 QI L1 1 1 1 1 (N) 3 x 3 x 114 STEEL TUBE I I I ml MI 1 I I I II II I -z1 I zl 1 Al S x DEEP FL '' ' �' CLUBHOUSE S1 FLAGG POLE FOOTING Ai (N) 36" SO. x 48" DEEP 1 1 1 1 I 1 (N) 3 x 3 x 1/4 STEEL TUBE sl FLAG POLE FOOTING ............. 3 I -TT 1 ADDITION l I I I 1 1 1 1 1 1 1 F (14)4x4 x 112 STEELANGLE 13 - - _ FOR S1 'I 8" FACE OF COLUMN (N) HSS 10 x 10 x 318 F3 Sl F3 (N)HISS 10 x 10 x 3/8 ,. (N) 36 SO. x 48"DEEP Ai / D LF CL U B FLAG POLE FOOTING .: S AT NON -ROOF BEARING UrO E= to �NONSFEAR WALL wl�r LA QUINTA STRUCTURAL FLOOR PLAN SCALE:1/8" = 1'-0" 60-151 TRILOGY PARKWAY LA QUINTA, CA 92253 tMARKDATE DESCRIPTION 0/25/2018 PLANCHECKSUBMITTAL i y` PROJECT NO: 001 ORIGINAL DATE: 10-2&2018 SHEET TITLE PARTIAL STRUCTURAL FLOOR PLAN AND DETAILS I I CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE sl O 7 0