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BRES2021-0182 Building Plans-compressediv)J • 4Q 00 (c\'' / La Quints De! Oro HOA ht+iosAYe QOne Eleven La Quintal Center +pH I. ['Cork& Fork A. 48 V La in u enue 5C PGA WEST Mountain Course Big Rock Golf at Indian gi �vt 4incho L.8 nta Golf Club Lojarro Dr, a, CA 9225$ nue MI A. entice 50 The Citrus CLLth 21 I (0 nin'ta Rccnr!111 01111111PNb...1.1 mue 50 Avenue 50 Cli Nome a 1 Avenue SO CII Norte Sur? Comfart BI Fbds 13iinbs sngp Cfiuail se Monier]) Estates 9 Avenue S4 Cli Nnrfe Saguaro Park z � N 47 ur V/C/N//Y MAP P/O/ P/AN EXISTING 1-'LAN NO CHANGE PROPOSED SCALE: 3/16 "-1 ' )9 L / / / S 89°17' 00" E L=177.97' 1 et kflic NEW CONDENSER LOCATION. MIN. 5' FROM PROP. LINE • • REIM RESIDENCE SET DATE: 08-23-22 Q 05-05-21 PLANNING AND BUILDING DEPT. COMMENTS p2 08-23-22 BUILDER REVISIONS SQ. FTG. EXISTING FIRST FLOOR SECOND FLOOR ADDITION 2,690 SQ. FT. 659 SQ. FT. TOTAL 3,349 SQ. FT. SECOND FLOOR DECK ADD. 81 SQ. FT. NO CHANGE NUMBER OF STORIES: CODE: OCCUPANCY GROUP: TYPE OF CONSTRUCTION: 2 2019 CRC R-3/U V-B INDEX 49-363 Guijarro Drive La Quinta, CA ARCHITECTURAL LSA ARCHITECTURE INC_ 8018 E. SANTA ANA CYN. RD., ANAHEIM, CA 949-873-5255 00.A PLOT PLAN, VICINITY MAP B.01 GENERAL NOTES A.01 EXIST'G FLOOR PLAN A.02 PROPOSED FIRST AND SECOND FLOOR PLAN A.03 EXISTING AND PROPOSED SECTIONS A, B, C . A.04 EXISTING AND PROPOSED SECTIONS D, E A.05 EXISTING AND PROPOSED SOUTH ELEVATION A.06 EXISTING AND PROPOSED EAST ELEVATION . A.07 EXISTING AND PROPOSED WEST ELEVATION A.08 EXISTING AND PROPOSED ROOF PLAN D.01 ARCHITECTURAL DETAILS . D.02 ARCHITECTURAL DETAILS D.03 ARCHITECTURAL DETAILS TITLE 24 RICK MAURER - T24 7544 E. SADDLEHILL TRAIL, ORANGE, CA 714-771-1507 CG CALIFORNIA GREEN BUILDING STANDARDS T-24.1 MANDATORY MEASURES AND ADDITIONAL INFORMATION T-24.2 CF1R CERTIFICATES STRUCTURAL ESI / FME INC. 1800 E. 16th ST., SANTA ANA, CA 657-335-4103 SGN STRUCTURAL GENERAL NOTES . S-1 FOUNDATION PLAN S-2 FRAMING PLANS FD1 FOUNDATION DETAILS . SD1 STRUCTURAL DETAILS EXISTING 1-'LAN NO CHANGE PROPOSED /1/ S 89° 17' 00" E L=170.15' • REVISION 2 BRES2O2I-01 82 THIS PROJECT SHALL COMPLY WITH THE 2019 CALIFORNIA RESIDENTIAL CODE 2019 CALIFORNIA BUILDING CODE • 2019 CALIFORNIA ELECTRICAL CODE 2019 CALIFORNIA MECHANICAL CODE • 2019 CALIFORNIA PLUMBING CODE • 2019 CALIFORNIA FIRE CODE 2019 CALIFORNIA GREEN BUILDINGS CODE 2019 CALIFORNIA ENERGY CODE LA QUINTA MUNICIPAL CODE - LATEST EDITION STRUCTURAL AND OTHER CONSULTANTS DRAWINGS INCLUDED IN THIS PACKAGE ACCOMPANY THE ARCHITECTURAL DRAWINGS FOR LOCATIONAL CONVENIENCE ONLY.THE ARCHITECT ASSUMES NO LIABILITY FOR THE CORRECTNESS OF CLIENT/CONSULTANT DRAWINGS. CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE oATE10/25/2022 By F ADD REPLACEMENT OF LIGHTING THROUGHOUT, PLUMBING FIXTURE REPLACEMENT AT (4) 1ST FLOOR BATHROOMS, DUCT WORK REPLACEMENT +FRAMING UPDATES TO MATCH FIELD CONDITIONS. • NOPT without the express written 0 > c a .0 Q- ) U O Q Q) O a- ) 0 U 0- >. C, —o 0 C, - O — U 0 C a >JO O C) c0 cn O O Q 0 C) 0 C) -6 cn a) a - Q OC.) co U - 0 c O E_ E_ 0 U U a) 0 Q U cu U�= U 0< �< U) -a J C a a)0 Inc 0 0 0 O 4- cn 0 4- 0 Q O 0 0 0 - U O 4- U 0 0cr) cn _c 0 �.cn > -c)E 0- 0 �)• C,) 0 CD C) Q X o� :-)CM=C)Cu) 00_0) 0 0 CID � 0 _0Q a, �� 0 0 0 0 0 O 0 O E 0 U U) L D ARC,y�� AGENT FOR��' c� LSA ARCH. INC. A CALIF. CORP. C013818 yfJ �REN.09-30-23 / TEC'����Q�� OF CA'-\* STAMP NOT VALID UNLESS SIGNED BY ARCHITECT IN BLOCK ABOVE CL_ A Architecture Inc. 5753 E. Santa Ana Canyon Road Suite G-213 Anaheim, CA 92807 (949) 873-5255 Job No. Revisions: Drawn: Date: 08-23-22 Sheet OO.A CALIFORNIA ELECTRICAL CODE - BRANCH CIRCUITS & RECEPTACLES ALL 120 VOLT, SINGLE PHASE, 15 $ 20 AMP BRANCH CIRCUITS SUPPLYING OUTLETS INSTALLED IN DWELLING UNIT KITCHEN, DINING ROOMS, FAMILY ROOMS, LIVING ROOMS, PARLORS, LABRARIES, DENS, BEDROOMS, SUNROOMS, REC ROOMS, CLOSETS, LAUNDRY AREAS, HALLWAYS AND SIMILAR ROOMS SHALL BE PROTECTED BY A LISTED ARC -FAULT CIRCUIT INTERRUPTER, COMBINATION TYPE, INSTALLED TO PROVIDE PROTECTION OF THE BRANCH CIRCUIT. CEC 210.12 ALL RECEPTACLES, EXCEPT REQUIRED GFCI RECEPTACLES (SHOWN ON PLAN), SHALL BE ARC -FAULT CIRCUIT INTERRUPTER. CALIFORNIA MECHANICAL CODE CONDENSATE LINES FROM MECHANICAL EQUIPMENT SHALL DISCHARGE TO A PLUMBING FIXTURE OR STORM DRAIN BY MEANS OF AN INDIRECT WASTE PIPE. CONDENSATE LINES SHALL NOT TERMINATE IN LANDSCAPE OR YARD AREAS. (30q.1 CMC) AGFI • • • • • LED • • • • • • • • • • • • • ► I ., LED AGFI SCOND OOR U//L//Y LED. -. AGFI AGFI D3 BAR 8'- 0" PLATE I DINING EXISTING EXISTING -NO CHANdE -NO CHANGE r7'-7.5" PLATE r7'-2" PLATE MASTER BEDROOM EXISTING -NO CHANGE FAMILY EXISTING -NO CHANGE MODIFY WITH: NEW VANITIES, SINKS, FAUCETS AND NEW CLOSET LAYOUT BY OTHERS PROP01- D PLAN 1-1R1 SCALE: 1/4" = 1'-0" PLUMBING GENERAL NOTES: EXISTING DUCTWORK TO BE UPGRADED AND RELOCATED AS NECESSARY 2 UPGRADE EXISTING CAN LIGHTS TO LED FIXTURES THROUGHOUT ALL NEW WASTE PIPING LINES CONTAINING/SERVICING A WATER CLOSET ARE TO BE CONNECTED TO A MINIMUM 4" PIPING. FIELD VERIFY AND GET FIELD INSPECTION OF PIPING. NOTIFY AND OBTAIN APPROVAL FROM THE LA QUINTA BUILDING DEPARTMENT OF ANY CHANGE REQUIRED. I LED AGFI CHASE FOR EXISTING W.H. AND FAU VENTS 4-LED AGFI LED �\ i A 1H KI TCHEN EXISTING -NO CHANGE NOOK EXISTING -NO CHANGE EN TR EXISTING -NO CHANGE P //DR NEW STEP ARD MASTER ATH COV RED COURT N W 3068 FR. DR. TEMP. GL. 3'4" HALL BEDROOM 3 EXISTING -NO CHANGE 39'-8" FIELD VERIFY FLAT ROOF EXISTING BATH 2 8' CLG. BATH 3 8' CLG. NL W NEW FLAT ROOF - TEMP GL. 3030 ' SEE ROOF PLAN NOTES AR A-27 ft2 FIXED W/' W SHGC-0.23, U 0.3 RAI TEA NF ATTIC '30• 27 \26 28,.8 HC DR. BEDROOM A NEW 6040 SL. WDW FLAT RO EXISTING 17'-10" FIELD VERIFY 0 D WDWN P. GL. 3030 FIXED WDW NEW WALL UDI2 AREA 5.62 (ft 2) SHGC 0.23, J-0.3 NE PR. 2868 FR DR. TEMP. GL. DECK 1/4: 12 12'-8" FIELD VERIFY CHASE EXI S TI FAU V AI 4 ROOF EXISTING 9'-2" FIELD VERIFY GARAGE EXISTING -NO CHANGE B��ROOM 2 EXI1-ING N CHANGE III III 9'0"PLATE IIIIII III III Ul 7'8 "PLATE MODIFY WITH: A NEW TILE, SHOWER WATERPROOFING AND SHOWER WATER FIXTURES NEW VANITIES, NEW SINKS, NEW FAUCETS FOR G W.H. AND NTS I- LOOR PLAN NO I I- S 1. PROVIDE BA TT INSULATION PER TITLE 24 REQUIREMENTS 2. RECESSED MEDICINE CABINET 3. VANITY. REFER TO INTERIOR DESIGN DWGS. 4. MIRROR. REFER TO INTERIOR DESIGN D WGS. 5. LINEN CABINET. REFER TO INTERIOR DESIGN DWGS. 6. SHOWER WITH CERAMIC TILE PAN AND WAINSCOAT TO ONE FULL TILE ABOVE SHOWER HEAD, 80" MIN. ABOVE DRAIN. SEE PLAN FOR PAN SIZE. PROVIDE SHATTER RESISTANT CLEAR GLASS ENCLOSURE. SEE GREEN BLDG. STDS. SHEET X. XX 7. TILE SEAT. 8. CEMENT, FIBER -CEMENT, FIBER -MAT REINFORCED CEMENT, GLASS MAT GYPSUM OR FIBER -REINFORCED GYPSUM BACKERS SHALL BE USED AS A BASE FOR WALL TILE IN TUB AND SHOWER AREAS AND WALL AND CEILING PANELS IN SHOWER AREAS. 9. BATHTUB AND SHOWER FLOORS, WALLS ABOVE BATHTUBS WITH SHOWERS AND SHOWER COMPARTMENTS SHALL BE FINISHED WITH A NON ABSORBENT SURFACE TO A HEI GH T OF 72" ABOVE THE FLOOR. 10. PROVIDE SHELF AND POLE 11. 22"X30" ATTIC ACCESS 15. TRACE OF FLOOR ABOVE. 16. DUCT CHASE. PROVIDE DRAFT / FIRE STOP AS REQUIRED BY CODE. 17. PROVIDE COMBUSTION AIR PER MECH. DWGS. 25. 42" HIGH W.I. GUARDRAIL. SEE DETAIL X/XX DESIGN TO BE SELECTED BY OWNER 26. HANDRAIL - WALL MOUNT. SEE DETAIL X/XX 27. STAIRS - SEE FRAMING SECTIONS AND DETAIL 4/D.03 28. LOW WALL WITH CAP. 42" ABOVE HIGHEST ADJACENT FLOOR SURFACE. REFER TO INTERIOR DESIGN D WGS. 29. ENCLOSED USABLE SPACE UNDER STAIRWAYS SHALL BE PROTECTED ON THE ENCLOSED SIDE WITH MIN. 5/8" TYPE 'X' GYPSUM BOARD. CRC 302.7 35. STUCCO CEILING / SOFFIT 36. EXTERIOR DECK. DECK SHALL HAVE A SLOPE OF 1/4" PER 12" MIN (2%) FOR DRAINAGE. CRC 908.9 37. DECK SHALL HAVE A CLASS 'A' DECKING MATERIAL "ENDURO-FLEX KOTE" WATERPROOF DECKING (ICBO REPORT NO. 4223) APPLIED OVER PLYWOOD DECK SHEATHING PER STRUCTURAL AND MANUF. RECOMMENDATIONS. INSTALL PER MANUF. DETAILS, SPECIFICATIONS AND RECOMMENDATIONS. DECK SHALL HAVE A TILE FINISH PER OWNER SELECTION OVER. 50. APPROVED SMOKE ALARM PER C.R.C. SECTION 314. ALARM TO BE PERMANENTLY WIRED AND WITHOUT A DISCONNECT SWITCH OTHER THAN THOSE REQUIRED FOR OVER CURRENT PROTECTION. ALL SMOKE ALARMS TO BE WIRED TOGETHER FOR SIMULTANEOUS ALARM. ALL SMOKE ALARMS SHALL HAVE APPROVED BATTERY BACKUP. SEE GENERAL NOTES SHEET B.01/DIV.16/ITEM16 FOR FULL REQUIREMENTS. 51. APPROVED CARBON MONOXIDE ALARM PER C.R.C. SECTION 314. ALARM TOBE PERMANENTLY WIRED AND WITHOUT A DISCONNECT SWITCH OTHER THAN THOSE REQUIRED FOR OVER CURRENT PROTECTION. ALL CARBON MONOXIDE ALARMS TO BE WIRED TOGETHER FOR SIMULTANEOUS ALARM. ALL CARBON MONOXIDE ALARMS SHALL HAVE APPROVED BATTERY BACKUP. SEE GENERAL NOTES SHEET B. 01/DI V.16/ITEM17 FOR FULL REQUIREMENTS. 52. FAU PER MECHANICAL DWGS. AND TITLE 24 NOTES. INSTALLATION MUST COMPLY WITH CMC AND CPC REQUIREMENTS. PROVIDE COMBUSTION AIR PER MECH. DWGS. PROVIDE 30" SQ. WORKING SPACE IN FRONT OF EACH UNIT. PROVIDE ALL REQUIRED CLEARANCES TO COMBUSTIBLE MAT'LS. PROVIDE ELECT. AND GAS AS REQUIRED. VERIFY WITH MANUF. SPECIFICATIONS. 53. RETURN AIR GRILL. FIELD INSTALL TO FAU BELOW 54. A.C. CONDENSOR LOCATION. SEE MECH. DWGS. PROVIDE CONCRETE PAD EXTENDING 3" MIN ABOVE GRADE - PER CMC. 55. PROVIDE 220V AT A.C. CONDENSER LOCATION. VERIFY EXACT LOCATION WITH H. V.A.C. CONTRACTOR PRIOR TO INSTALLATION. PROVIDE DISCONNECT SWITCH. 56. PROVIDE EXHAUST FAN (OR FAN/LIGHT COMBO). EXHAUST FAN SHALL BE CAPABLE OF PROVIDING 50 CFM EXHAUST CAPACITY. 57. VANITY / LAV LIGHTING. 58. CLOSET / STORAGE / PANTRY LIGHTING SHALL COMPLY WITH C.E.C. FOR MIN. CLEARANCE FROM STORAGE SPACE. 59. PROVIDE WHOLE HOUSE FAN PER TITLE 24 REQUIREMENTS. 65. LIGHTING CONSULTANT AND/OR BUILDER SHALL VERIFY STAIR LIGHTING IS SUFFICIENT TO MEET ALL APPLICABLE CODES AND REGULATIONS. CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATE1OI2rJI2OZ2 BY 3- NEW OR MODIFIED 2X4 WALL CONSTRUCTION - SEE STRUCTURAL NEW OR MODIFIED 2X6 WALL CONSTRUCTION - SEE STRUCTURAL EXISTING WALLS - SEE STRUCTURAL MAY HAVE ADDITIONAL INTERNAL STRUCTURE -6 0 0 oQ o o o o_ 0 o a> (D u) • - Q 0Q 0� 0 0 0 0 .� _0•� a.) a� 0 0 0 s._•= o- a.> 0 0 0 o- 0 U -- i 0 o U 0 Q 0-0 VD 0 0 0 U) CD X a.) CD 0 > 0 a) U 0 0 0 a.) 0 U o �� L 0 U U 0 0 0 0 0 a) 0 0 0 0 0 L 0 0 0 OD 0 0 0 0 o- • 0_a) o - U 0 AGENT FOR �' \ C) LSAARCH.INC. KA CALIF. CORP. "^ C013818 REN. 09-30-23 9>'�yITECI - F Op CA`\Fo STAMP NOT VALID UNLESS SIGNED BY ARCHITECT IN BLOCK ABOVE 0 z CL '✓j • SA Architecture Inc. 5753 E. Santa Ana Canyon Road Suite G-213 Anaheim, CA 92807 (949) 873-5255 Job No. Revisions: Drawn: Date: 08-23-22 Sheet A.02 GENERAL NOTES 1. THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING WORK. THE ARCHITECT OR ESV/FME, INC. SHALL BE NOTIFIED OF ANY DISCREPANCY. 2. DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. TYPICAL DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE. 3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON PROJECT. 4. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2019 EDITION OF THE CALIFORNIA BUILDING CODE, AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHO- RITY OVER ANY PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS. 5, APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OR ALLOWABLE FAILURE TO COMPLY WITH THE PLANS AND SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE DESIGNER OR ENGINEER FOR INTERPRETATION OR CLARIFICATION. 6. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR PITS, TRENCHES, ROOF OPENINGS, DEPRESSIONS ETC. NOT SHOWN ON STRUCTURAL DRAWINGS. 7. VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY ESVFME, INC. 8. THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY ESI/FME, INC. THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. HE SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE AFOREMENTIONED MATERIALS. OBSERVATION VISITS TO THE SITE BY ESI/FME, INC. SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 9. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, ESI/FME, INC. AND THE SOIL ENGINEER SHALL BE NOTIFIED IMMEDIATELY. 10, CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. 11. CONSTRUCTION DOCUMENTS IDENTIFIED AS 'BID SET' ON ANY OR ALL SHEETS MAY BE SUBJECT TO REVIEW. THIS REVIEW MAY RESULT IN CHANGES WHICH MAY BE MADE TO THE PLANS PRIOR TO THE ISSUANCE OF THE FINAL CONSTRUCTION SET WHICH WILL CONTAIN NO 'BID SET' DESIGNATIONS. CONSTRUCTION DOCUMENTS IDENTIFIED AS 'BID SET' ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL DRAWINGS AND THEY SHOULD NOT IN ANY WAY BE USED AS SUCH. 12. ALL GUARD RAILS AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A POINT LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION @ TOP OF GUARDRAIL. A 50 PLF LOAD IS REQUIRED AT 3-STORY AND MULTI -FAMILY. 13. THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER FOR CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE IN MARKETING. EXTERIOR ELEVATIONS AND OTHER DETAILS ON THESE PLANS ARE ONLY A REPRESENTATION AND MAY VARY SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION. 14. SLAB ON GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS RECOMENDATIONS SOLELY. THE SLAB ON GRADE IS A NON-STRUCTURAL ITEM AND THEREFORE HAS NOT BEEN DESIGNED BY THE STRUCTURAL DESIGN ENGINEER. 15, IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL NOTES AND THE STRUCTURAL GENERAL NOTES (SHT SGN), THE MORE STRINGENT REQUIREMENT SHALL GOVERN. REINFORCING STEEL 1. ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #5 BARS AND SMALLER. ALL REINFORCING SHALL BE ASTM A-615 GRADE 60 FOR #6 BARS AND LARGER. WELDED WIRE FABRIC TO BE ASTM A-185, LAP 1-1/2 SPACES, 9' MIN. FOR STRUCTURAL SLABS ALL REINFORCING #5 AND LARGER TO BE ASTM A-615 GRADE 60 2. ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M. 3. ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR OR OTHER MATERIALS LIKELY TO IMPAIR BOND. 4. ALL BENDS SHALL BE MADE COLD. 5. SPLICING OF #3-#5 BARS SHALL HAVE A MIN. LAPPING OF 42 DIA. OR 39' MIN., WHICH EVER IS GREATER, IN ALL CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON PLANS. MASONRY REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40 & 48 DIA. FOR GRADE 60 MIN. OR 2'-0', WHICH EVER IS GREATER. REFER TO DETAIL 17/FD1 6. ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE. 7. CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BARS. COVER SHALL BE AS FOLLOW: CONC. A. POURED AGAINST EARTH 3" B. POURED AGAINST FORM BELOW GRADE #6 AND LARGER #5 AND SMALLER C. D. EF. FORMED SLABS SLABS ON GRADE (FROM TOP OF SLAB) COLUMNS AND BEAMS TO MAIN BARS WALLS - EXPOSED TO WEATHER NOT EXPOSED TO WEATHER, #11 AND SMALLER #14 AND #18 CONCRETE 2" 1 1/2" 1" 1" 1 1/2" 1 1/2" 3/4' 1 1/2' 1. ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA BUILDING CODE. 2, CONCRETE SHALL BE DESIGNED AND TESTED AS OUTLINED IN THE SPECS. 3. ALL CEMENT SHALL CONFORM TO ASTM C-150. PLEASE CROSS-REFERENCE EXPOSURE CLASS SHOWN BELOW WITH CORROSION TABLE AT LOWER LEFT CORNER OF SGN SHT, FOR CONCRETE REQUIREMENTS. PROJECT EXPOSURE CLASS CLASS LOTS SO 4, FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR STANDARD WEIGHT CONCRETE AND ASTM C-330 FOR LIGHT WEIGHT CONCRETE. 5. ALL AGGREGATE SHALL BE COMPARABLE TO 'SAN GABRIEL VALLEY' AGGREGATE. THE SHRINKAGE SHALL BE AS PER ASTM C-157 WITH THE AVERAGE DRYING SHRINKAGE AT 28-DAYS NOT EXCEEDING 0,04%. 6. DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND. 7. ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURELY TIED IN PLACE PRIOR TO POURING CONCRETE. 8. CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10-DAYS OR BY AN APPROVED CURING COMPOUND. 9. TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR DEPRESSIONS, PITS, ETC. 10. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, SCORING, ETC. FOR CONCRETE WALKS AND SLABS. 11, ALL STRUCTURAL CONCRETE, TYPE II OR V ALL SLAB -ON -GRADE, TYPE II OR V ALL CONTINUOUS FOOTINGS AND PADS, TYPE II OR V F'c = 3,000 F'c = 2,500 F'c = 2,500 ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS. 12, ALL CONCRETE WITH F'c GREATER THAN 2,500 PSI SHALL HAVE SPECIAL INSPECTION PER SECTION 1705.3 OF THE 2019 CBC UNLESS NOTED OTHERWISE. PSI PSI PSI 13. CONCRETE FOR SLAB ON GRADE SHALL HAVE A MAXIMUM OF 5 in. OF SLUMP PER ASTM C-143. 5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE. CEMENT ASTM C-150 TYPE 1 OR 2 MIN. CORROSION REQUIREMENTS COMBINED TABLE 19.3.1.1 AND TABLE 19.3.2.1 ACI 318-14 REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASS CAT. SEVERITY CLASS CONDITION MAX. WATER- CEMENTITIOUS MATERIAL RATIO BY WEIGHT, Normal Weight of Concrete LIGHTWEIGHT AGGREGATE CONC. f'C ) Normal f'c Weight and Lightweight Aggregate Concrete, psi ADDITIONAL REQUIREMENTS S SULFATE WATER-SOLUBLE SULFATE (SO4)IN SOIL, PERCENT BY MASS### DISSOLVED SULFATE (SO4)IN WATER, PPM* CEMENTt TYPE ASTM C150 ASTM C595 ASTM C1157 NAPPLICABLE SO** 0-0,10 0-150 N/A 2,500 NO TYPE RESTRICTION NO TYPE RESTRICTION NO TYPE RESTRICTION MODERATE S1** 0,10-0,20 150-1500 (SEAWATER) MO 4,000 II $§ Types IP, IS or IT with (MS) designation MS SEVERE S2*** 0.20-2.00 1500-10.000 0,45 4,500 V § Types IP, IS or IT with (HS) designation HS VERY SEVERE S3*** >2.00 >1 0,000 0.45 4,500 V plus pozzolan or slag" Types IP, IS or IT with (HS) designation plus pozzolan 11 or slag cement HS plus pozzolan or slag cement" MAX. WATER-SOLUBLE CHLORIDE ION(CI-) CONTENT IN CONCRETE PERCENT BY WEIGHT OF CEMENT# REINFORCED CONCRETE PRESTRESSED CONCRETE C CORROSION PROTECTION OF REINFORCE- MENT NOT APPLICABLE CO CONCRETE DRY OR PROTECTED FROM MOISTURE N/A 2,500 1.00 0.06 MODERATE C1 CONCRETE EXPOSED TO MOISTURE BUT NOT TO EXTERNAL SOURCES OF CHLORIDES. N/A 2,500 0.30 0.06 SEVERE## C2 CONCRETE EXPOSED TO MOISTURE AND EXTERNAL SOURCES OF CHLORIDES FROM DEICING CHEMICALS, SALT, BRACKISH WATER, SEA WATER, OR SPRAY FROM THESE SOURCES. .40 5,000 0.15 0.06 1I Alternative combinations of cementitious materials of those listed in Table Above shall be permitted when tested resistance and meeting criteria in ACI 318-14, SECTION 26.4.2.2(c) t For seawater exposure, other types of portland cements with tricalcium aluminate (C3 A) contents up to 10 percent are permitted if the w/cm does not exceed 0.40. § Other available types of cement such as Type I or Type III are permitted in Exposure Classes S1 or S2 it the C3A contents are less than 8 percent for Exposure Class S1 or less than 5 percent for Exposure Class S2. II The amount of the specific source of the pozzolan or slag cement to be used shall not be less than the amount that has been determined by service record to improve sulfate resistance when used in concrete containing Type V cement. Alternatively, the amount of the specific source of the pozzolan or slag cement to be used shall not be less than the amount tested in accordance with ASTM C1012 and meeting the criteria of 26.4.2.2(c) of ACI 318. # Water-soluable chloride ion content that is contributed from the ingredients include water, aggregates, cementitious materials, and admixtures shall be determined on the concrete mixture by ASTM C1218 at age between 28 and 42 days. ## Concrete cover shall be in accordance with Section 20.6 of ACI 318 ### Percent sulfate by mass in soil shall be determined by ASTM C1580 * Concentration of dissolved sulfate in water, in PPM, shall be determined by ASTM D516 or ASTM D4130 ** No restriction on calcium chloride admixture *** Calcium chloride admixture not permitted for sulfate STRUCT. STEEL 1. THE DEPICTIONS OF ALL MISCELLANEOUS FABRICATED METAL PRODUCTS SHOWN HEREON ARE NOT INTENDED TO BE USED AS FABRICATION SHOP DRAWINGS. THE METAL FABRICATOR SHALL BE RESPONSIBLE FOR ALL METAL FABRICATION DESIGNS IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL CODES AND POLICIES AS WELL AS THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION AND ANY OTHER INDUSTRY STANDARDS. ALL METAL FABRICATION DESIGNS ARE TO BE SUBMITTED TO AND APPROVED BY THE LOCAL BUILDING INSPECTION DEPARTMENT RESPONSIBLE FOR THE PROJECT PRIOR TO FABRICATION. ALL DIMENSIONS, DETAILS, ETC., SHOWN HEREON ARE INTENDED TO BE SCHEMATIC AND THE DESIGN IS TO BE VERIFIED WITH ALL AFFECTED SUBCONTRACTORS, FIELD CONDITIONS, AND THE REQUIREMENTS OF ALL GOVERNING AGENCIES AND FABRICATION STANDARDS. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH 'SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.',AISC, CURRENT EDITION. STEEL TO CONFORM TO ASTM A-992. 2. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, USING THE ELECTRIC SHIELDING PROCESS AND CONFORMING TO AWS SPECIFICATIONS, E70XX ELECTRODE. 3. ALL STRUCTURAL STEEL SHALL BE FABRICATED IN THE SHOP OF A LICENSED FABRICATOR AND SHOP DRAWINGS SHALL BE SUBMITTED TO ESI/FME, INC. THROUGH THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION. STEEL FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE GENERAL CONTRACTOR AND OWNER FOR REVIEW PRIOR TO FABRICATION. ANY PROPOSED DEVIATION, ADDITION OR QUESTIONS SHALL BE NOTED CONSPICUOUSLY AND CLEARLY ON THE SHOP DRAWINGS. STEEL FABRICATOR SHALL FIELD CHECK ALL DIMENSIONS PRIOR TO ERECTION TO PROVIDE FOR A PROPER FIT. ALL FIELD WELDING EXCEPT MINOR AND TACK WELDING SHALL BE CONTINUOUSLY INSPECTED BY AN APPROVED WELDING INSPECTOR. 4. USE 3/4' ROUND MACHINE BOLTS, 13/16' ROUND HOLES, FOR ALL CONNECTIONS, UNLESS OTHERWISE SHOWN. ALL BOLTS SHALL CONFORM TO ASTM A-307 FOR UNFINISHED BOLTS, EXCEPT WHERE SPECIFICALLY NOTED AS HIGH STRENGTH BOLTS WHICH SHALL CONFORM TO ASTM A-325 OR ASTM A-490. HI TENSILE BOLTS SHALL BE THE FRICTION TYPE AND THERE SHALL BE NO PAINT, OIL, LACQUER, OR GALVANIZING BETWEEN THE CONTACT SURFACE. HIGH STRENGTH BOLTS REQUIRE SPECIAL INSPECTION PER AISC 360 5. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT -DIPPED GALVANIZED AFTER FABRICATION. 6. PIPE COLUMNS SHALL CONFORM TO ASTM A-53-B (TYPE E OR S), U.N.O. 7. TUBE COLUMNS SHALL CONFORM TO ASTM A-501 OR A-500 GRADE B. U.N.O. 8. WHERE FINISH IS ATTACHED TO STRUCTURAL STEEL PROVIDE 1/2' BOLT HOLES AT 4'-0' 0/C FOR ATTACHMENT OF NAILERS. SEE ARCHITECTURAL DRAWINGS FOR FINISHES. (OR NELSON STUDS 1/2' X 3' CPL ). 9. NONDESTRUCTIVE TESTING PER 2019 CBC SECTION 1705.13.1 ON STEEL MOMENT CONNECTION BETWEEN STEEL BEAM AND STEEL COLUMN, LUMBER/CARPENTRY 1, ALL STRUCTURAL LUMBER SHALL BE GRADED IN ACCORDANCE WITH THE AMERICAN SOFTWOOD LUMBER STANDARD DOC PS 20. 2. ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUG FIR OR REDWOOD WITH SODIUM BORATE (SBX) OR DISODIUM OCTABORATE TETRAHYDRATE (DOT). 3. HOLES FOR BOLTS SHALL BE BORED WITH A BIT 1/32' TO 1/16' LARGER THAN THE NOMINAL BOLT DIAMETER. 4. ALL BOLTS SHALL BE RE -TIGHTENED PRIOR TO APPLICATION OF PLYWOOD, PLASTER, ETC. 5. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR DETAILED. 6. 2X SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS OR RAFTERS AT ALL SUPPORTS, EXCEPT WHEN LEDGERED. 7. CROSS -BRIDGING SHALL BE PROVIDED AT 8'-0' 0.C. MAX. FOR ALL FLOOR JOISTS OVER 10' IN DEPTH AND ALL ROOF JOISTS OVER 10" DEPTH. USE SOLID BLOCKING OR AN APPROVED TYPE METAL BRIDGING. WHERE STATED IN PRODUCTS ICC REPORT, CROSS -BRIDGING IS NOT REQUIRED FOR PRE -FABRICATED I -JOISTS. 8. ALL STRUCTURAL PLYWOOD SHALL BE STRUCTURAL II OR C-D GRADE WITH EXTERIOR GLUE UNLESS NOTED OTHERWISE AND CONFORM TO DOC. PS1-09 OR DOC. PS2-010, EACH SHEET SHALL BE IDENTIFIED BY A REGISTERED STAMP D.F.P.A OR A.P.A. 9, ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND NUT UNLESS NOTED OTHERWISE. 10, ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SHALL BE FROM SIMPSON STRONG -TIE (TM). ESR# HARDWARE ESR# HARDWARE ESR# HARDWARE 2105 STRAPS 2613/112 A35's, H1LTP's's, 130 HTT's 2330 HDU's 2615 M'FR& HANGERS . HAN 2549 HANGERS 2616 GLB. 2552 I JOIST HANGERS 2920 PA's 2604 CC, CCQ 3050 CB, CBSQ, PB SUBSTITUTIONS MUST BE PRE -APPROVED IN WRITING BY ESI/FME. 11, ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR -LARCH, 19% MAX. MOISTURE CONTENT, OF THE FOLLOWING GRADES UNLESS NOTED OTHERWISE: MOISTURE CONTENT IN LUMBER SHALL BE CERTIFIED BY ONE OF THREE METHODS LISTED IN CGC 4.506.1 CONTRACTOR TO DETERMINE METHOD. 2X4 STUDS (UP TO 10') "STUD' OR BETTER 2X4 STUDS (OVER 10') 'NO.2' OR BETTER 2X PLATES & 3X PLATES 'STANDARD' OR BETTER 2X6 STUDS NO.2 2X JOIST NO.2 4X10 POST AND SMALLER NO.2 OR STANDARD 4X12 POST AND LARGER NO.1 BEAMS AND STRINGERS 4X10 AND SMALLER 4X12 AND LARGER 6X AND 8X POST/TIMBERS NO.2 NO.1 NO.1 NO.1 ROOF PLANKING AND DECKING..COM.DEX. BOARD SHTG. AND STRIPPING..SUITABLE FOR INTENDED USE. 2018 NDS STRESS VALUES FOR DOUGLAS FIR -LARCH: SINGLE/REPETITIVE 2X4 #2; Fb= 1350/1552 PSI ; Fv=180 2X6 #2: Fb= 1170/1345 PSI 2X8 #2: Fb= 1080/1242 PSI 2X10 #2: Fb= 990/1138 PSI 2X12 #2: Fb= 900/1150 PSI 2X14 #2: Fb= 810/ 931 PSI 4X4 #2: Fb= 1350 PSI 4X6 #2: Fb= 1170 PSI 4X8 #2: Fb= 1170 PSI 4X10 #2: Fb= 1080 PSI 4X12 #1: Fb= 1100 PSI ; Fv=180 psi E= 1.7x10 4X14 #1: Fb= 1000 PSI 4X16 #1: Fb= 1000 PSI 6X10 #1: Fb= 1350 PSI ; Fv=170 6X12 #1: Fb= 1350 PSI 12. ALL NAILING TO BE PER TABLE NUMBER 2304.10.1 OF THE LATEST 6 psi E=1.6x10 6 6 psi, E=1.6x10 CALIFORNIA BUILDING CODE, UNLESS NOTED OTHERWISE. 13. PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWSE), STAGGER ALL PLYWOOD PANELS A MINIMUM OF 4'-0', 14. WHENEVER LATERAL BRACING OF WEB MEMBER IN TRUSSES IS REQUIRED, THE LATERAL BRACE MUST END ON AN EXTERIOR BEARING WALL. 15. FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL LIGHT FIXTURES, CABINETS, WARDROBES, TOWEL BARS, AND HANDRAILS AS REQUIRED AND REQUESTED BY GENERAL CONTRACTOR. 16. EXTERIOR WOOD POSTS AND COLUMNS SUPPORTED BY A CONCRETE SLAB SHALL BE INSTALLED A MINIMUM OF 8' ABOVE EXPOSED EARTH AND AT LEAST 1' ABOVE SLAB ON METAL POST BASES. (EXCEPTION: POSTS OR COLUMNS OF APPROVED WOOD WITH NATURAL RESISTANCE TO DECAY OR TREATED WOOD). POSTS OR COLUMNS RESTING ON CON- CRETE PIERS SURROUNDED BY EXISTING GRADE SHALL BE A MINIMUM OF 8' ABOVE ADJACENT GRADE PER C.B.C. SECT. 2304.12.2.2 ALL ISOLATED INTERIOR AND EXTERIOR WOOD POSTS ATTACHED DIRECTLY TO CONCRETE SHALL BE SECURED WITH SIMPSON 'PB' OR EQUIVALENT. 17. PROVIDE 2x4 FLAT HEADERS AT ALL INTERIOR NON -BEARING OPENINGS UP TO 36 INCHES IN WIDTH AND 4x4 HEADERS FOR OPENINGS 3 TO 6 FEET IN WIDTH. 18. PROVIDE MINIMUM 1/2' CLEARANCE (VOID SPACE) FROM TOP OF ALL INTERIOR NON -BEARING PARTITIONS TO ROOF AND CEILING FRAMING ABOVE. 19. ALL EXTERIOR WALLS ADJACENT TO VAULTED CEILINGS SHALL BE BALLOON FRAMED WITH CONTINUOUS STUDS TO BOTTOM CHORD OF TRUSS OR RAFTER. U.N.O. 20. WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL COVERING, PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINTS BETWEEN SOLE PLATE AND ANY TOP PLATE. 'Z' BAR METAL SHALL BE USED AT EXTERIOR HORIZONTAL JOINTS. 21. INSTALL FIREBLOCKS TO CUT OFF ALL HORIZONTAL AND VERTICAL DRAFT OPENINGS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BE OF 2 INCH NOMINAL THICKNESS. LOCATION OF FIREBLOCKS SHALL INCLUDE: A. STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS. B. AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOORS C. BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS. 22. FASTENING OF MULTIPLE MEMBERS: DOUBLE & TRIPLE JOISTS; 16d NAILS AT 12' 0.0 STAGGERED (BOTH SIDES FOR TRIPLES). FOUR OR MORE JOISTS; 1/2' DIA. M.B's AT 18' 0.0 STAGGERED. 4X OR LARGER BEAMS; 1/2' DIA. M,B's AT 12' 0.0 STAGGERED. 23. ALL ROUGH OR RESAWN BEAMS ARE TO BE FREE OF GRADING STAMP LABELS AND FREE OF HEART CENTER. 24. ALL HANGING JOISTS SHALL BE HUNG WITH SIMPSON 'LUS' HANGERS U.N.O., AND SIMPSON 'IUS' FOR TJI's, U.N.O. ALL BEARING WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED WITH DOUBLE JOISTS OR SOLID BLOCKING UNLESS NOTED OTHERWISE. 26, ALL BEAMS TO BE SUPPORTED WITH FULL BEARING, U.N.0 27, ROOF SHEATHING IS TO CONTINUE UNDER CALIFORNIA FRAMING, TYP. 28. APPLY SHEAR WALL PLYWOOD PRIOR TO ALL BOX -OUTS, FUR -OUTS, SOFFITS OR ANY OTHER FRAMING THAT MAY INTERRUPT CONTINUITY OF THE PLYWOOD. 29. PROVIDE FURRING AS NEEDED TO ALIGN NON -SHEAR WALLS WITH SHEAR WALLS. 30. PROVIDE 4X OR DOUBLE 2X MEMBERS UNDER SOLE PLATE NAILING LESS THAN 4 in. 0.C. 31. DOUBLE TOP PLATES w/MIN. 48 in. LAP SPLICES TO BE PROVIDED w/MIN (8) 16d's PER TOP PLATE SPLICE. 32. TOP PLATE BREAKS AND SPLICES SHALL OCCUR OVER A STUD OR POST. 33. SOLID BLOCKING BETWEEN PERPENDICULAR JOIST AT BEARING AND AT SHEAR WALLS. 34. ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE FREE OF HEART CENTER. 35. ALL ISOLATED POSTS AND BEAMS TO HAVE SIMPSON PB's AND/ OR BC's MINIMUM, UNLESS NOTED OTHERWISE. 36. ALL SIMPSON HD, HTT, HDQ, HDU, PHD, HDA, AND CB HOLDOWNS TO BE FASTENED TO 4x4 POST MIN., U.N.O. 37. ALL EXTERIOR WALLS ARE TO BE SECURED WITH MIN. 5/8' DIA. x 10' ANCHOR BOLTS AT 72 in. 0.C., U.N.O. 38. ALL INTERIOR WALLS TO BE SECURED WITH SHOT PINS PER MANUFACTURER 'S RECOMMENDATION, U.N.O. CALCULATIONS GOVERN IN ALL CASES. RECOMMEND SIMPSON .145' DIA. PDP POWER ACUATED ANCHORS 3" LONG @ 24"o.c. U.N.O. (ICC ESR#2138) OR EQUAL. 39. ALL CONVENTIONAL FRAME PORTIONS OF STRUCTURE ARE TO BE CONSTRUCTED PER SECTION 2308 OF THE CALIFORNIA BUILDING CODE, U.N.O. 40, ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE CONTRACTOR AND THE ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER REVIEW, 41, TRUSS MANUFACTURER TO PROVIDE CALCULATIONS, SHOP DRAWINGS, DETAILS, TRUSS HANGERS, BRIDGING AND ERECTION BRACING. 42. PROVIDE DOUBLE 2X SOLE PLATES WITH SOLE PLATE NAILING AS SPECIFIED ON THE PLANS AT BOTH PLATES WHERE 1 1/2' LIGHT WEIGHT CONCRETE IS USED AT THE FLOOR. 43. WHERE BOTH TOP PLATES ARE BROKEN, STRAP WITH ST6224 MIN. U.N.O. 44, COMMON NAILS SHALL BE USED FOR ALL PLY SHEATHING TOP PLATE SPLICES. BOX NAILS MAY BE USED AT SOLE PLATE NAILING. ALL HARDWARE SHALL BE INSTALLED WITH NAILS PER THE MANUFACTURERS SPECIFICATIONS AND RECOMMENDATIONS. 45, ALL HEADERS SHALL BE FRAMED WITH A MINIMUM OF (1) 2X4 TRIMMER AND (1) 2X4 KING STUD AT EACH END, U.N.O. 46. AT ANY SOLE PLATES OR TOP PLATES CUT FOR PIPES, PROVIDE A .058" THICK (16 GA.) AND 1 ' WIDE PLATE ACROSS EACH SIDE OF OPENING WITH NOT LESS THAN (6) 16d NAILS. 47. PROIVIDE SOILD BLOCKING AT SOFFIT CEILINGS. 48. SHEAR SHALL BE CONTINUOUS FROM BOTTOM PLATES TO TOP PLATES., U.N.O. 49, STAIR STRINGER SHALL BE 2x12 DF#1 @ 12' 0.0. EXTERIOR STAIR STRINGERS SHALL BE (2)2x12 D.F.#1 WHEN OVER 6 FT. SPAN AND UNDER 9'-6' SPAN 50. A SINGLE TOP PLATE IS PERMITTED PROVIDED THE PLATE IS ADEQUATELY TIED AT JOINTS, CORNERS AND INTERSECTING WALLS BY AT LEAST THE EQUIVALENT OF 3 IN, X 6 IN. X .036 IN. THICK GALVANIZED STEEL PLATE THAT IS NAILED TO EACH WALL OR SEGMENT OF WALL BY (6) 8d NAILS OR EQUIVALENT. 51. DO NOT PENETRATE SHEAR PANELS WITH ELECTRICAL PANELS, RETURN AIR GRILLES AND TANKLESS WATER -HEATER PANELS. NOTIFY ESI/FME PRIOR TO POURING OF FOUNDATION, IF UNABLE TO FIND ALTERNATE LOCATION. 52. RAISED FLOOR AREA: PROVIDE FULL DEPTH I-BLK'G. @ 3RD POINTS w/CS16 @ BOTTOM OF BLK'G. 53. ALL POSTS, GIRDER BEAMS, AND DECK JOISTS AT PATIO DECKS SHALL BE PRESERVATIVE TREATED OR PAINTED WOOD, OR REDWOOD #1 GLULAMS/MFR. WD. PROD. MASONRY 1. ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF 1-1/2' DOUGLAS FIR LAMINATIONS, COMBINATION 24-F PER AITC. 2. IND, APP. GRADE: Fb=2400 PSI; Fv=240 PSI; E=1,8X106 PSI 3. INDUSTRIAL APPEARANCE GRADE SHALL BE USED, WITH MOISTURE CONTENT BETWEEN 7 - 14 PERCENT, UNLESS NOTED OTHERWISE. 4, FABRICATOR SHALL BE A MEMBER OF AITC AND ALL FABRICATION SHALL BE PERFORMED IN ACCORDANCE WITH AITC A190.1 & ASTM 3737. LUMBER SHALL BE MARKED WITH AN AITC QUALITY MARK INDICATING CONFORMANCE WITH THE COMMERCIAL STANDARD 'STRUCTURAL GLUED LAMINATED LUMBER 5. GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A CERTIFICATE OF INSPECTION. CONTRACTOR SHALL BEAR EXPENSES OF INSPECTION AND TESTS, A CERTIFICATE OF INSPECTION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT. 6. THE FABRICATOR SHALL SUBMIT COMPLETE SHOP DRAWINGS TO BUILDING DEPARTMENT AND ESI/FME, INC. FOR APPROVAL PRIOR TO FABRICATION. 7. ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER BASED ON A RADIUS=1600 UNLESS NOTED OTHERWISE. 8, PARALLAM PSL 2.0E BY I -LEVEL PER ESR-1387 fb=2900 PSI; fv=290 PSI; E=2.0 x 106 PSI - RR# 25202 TIMBERSTRAND LSL 1.55E BY I-LEVEI6 PER ESR-1387 fb=2325 PSI; fv=310 PSI; E=1.55 x 10 PSI - RR# 25202 VERSA -LAM PSL 2.0 E BY BOISE CASCADE PER ICC ESR-1040 fb=3100 PSI, fv=285 PSI; E=2.0 x 106 PSI RIGIDLAM LVL 2.0E BY ROSEBURG PER ICC ESR-1210 fb=2900 PSI, fv=285 PSI; E=2.0 x 105 PSI RR#25439 RIGIDLAM LVL 1.5E BY ROSEBURG PER ICC ESR-1210 fb=2400 PSI, fv=220 PSI; E=1.5 x 106 PSI RR#25439 GLULAM (V4) BY BOISE CASCADE PER ANSI/AITC A190.10 fb=2400 PSI, fv=265 PSI; E=1.8 x 106 PSI 9. PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT LOAD FROM ABOVE TO TOP PLATES BELOW AT FLOOR LEVEL. 10. I -LEVEL I -JOISTS PER ICC ESR#1153, RR#25538 LOUISIANA PACIFIC I -JOISTS PER ICC ESR#1305, RR#25176 BOISE CASCADE I -JOISTS PER ICC ESR#1336, RR#24999 ROSEBURG I -JOISTS PER ICC ESR#1251, RR#25439 11. PROVIDE DOUBLE I -JOISTS OR DOUBLE I -JOIST BLOCKS WHEN 16d SOLE PLATE NAILING IS LESS THAN 4' 0.C. AT SHEAR WALL ABOVE. 12. REFER TO I -JOIST MANUFACTURER SPECIFICATION FOR DRILLING OF HOLES THRU I -JOIST WEB. 13. CANTILEVER I -JOIST BACK SPAN MUST BE PERMANENTLY BRACED WITH EITHER DIRECT APPLIED CEILING OR PERMANENT BRACING AT 1/3 POINTS. REFER TO M'FR. SPECS. 14. FLOOR SHEATHING TO BE NAILED AND GLUED WITH A SOLVENT -BASED SUBFLOOR ADHESIVE THAT MEETS ASTM D3498 PERFORMANCE STANDARD 10d(0.148x3') NAILS @ 4' o.c. @ EDGES & BOUNDARIES ARE TO BE USED ON FLOOR SHEATHING. FOUNDATION/SITEWORK 1, THE FOUNDATION DESIGN IS BASED ON THE FOUNDATION INVESTIGATION BY SOIL REPORT SUBMITTED: PER: 2019 CBC TABLE 1806.2 2. THE ALLOWABLE SOIL BEARING VALUE IS 1,000 PSF FOR CONTINUOUS FOOTINGS. 3. ALL SITE PREPARATION, EXCAVATION AND COMPACTION SHALL BE DONE UNDER THE SUPERVISION OF THE SOIL ENGINEER. 4, SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES AND WALLS, AS REQUIRED. 5. PROVIDE NON -EXPANSIVE FILL AS REQUIRED TO LEVEL PAD. 6. SURFACE WATER WILL DRAIN AWAY FROM BUILDING. DRAINAGE SHALL BE 2% FROM BUILDING TO SWALE LINE. SWALE SHALL DRAIN AT 1% (MIN.) FROM REAR OF BUILDING TO STREET. 7. THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FROM THE BOTTOM OUTSIDE CORNER OF ANY FOOTING. 8. SLAB SUBGRADE REQUIREMENTS ARE NOT WITHIN THE SCOPE OF WORK OR LIABILITY OF ESI/FME, INC. THE SUBGRADE CONFIGURATION SHOWN IN DETAIL 1/FD1 OR THE POST -TENSION DETAILS REFLECT THE GENERAL RECOMENDATIONS OF THE SOILS ENGINEER, AND/OR THE SITE CONDITIONS. IT IS THE RESPONSIBILITY OF THE OWNER TO REVIEW THE SLAB SUBGRADE CONFIGURATION WITH THE SOILS ENGINEER, AND CONCRETE/FLOORING CONTRACTORS, FOR ADEQUATE MOISTURE PROTECTION. PLEASE REFER TO THE SOILS REPORT FOR ADDITIONAL RECOMMENDATIONS. 9. ALL HOLDOWN ANCHORS, POST BASES AND HOLDOWN BOLTS SHALL BE TIED INTO PLACE PRIOR TO FOUNDATION INSPECTION. 10. PLACE 20'-0' REBAR IN FOUNDATION AT SERVICE LOCATIONS. STUB UP REBAR ABOVE THE FLOOR BY ELECTRIC SERVICE METERS. 11, FOR THE LOCATION OF CONTROL JOINTS, REFER TO THE FOUNDATION PLAN. (ZIP STRIP OR EQUAL). MIN. OF 20'-0' O.C. E/W IS RECOMMENDED. 12. DRIVEWAY PAVING SHALL BE 4' PORTLAND CEMENT CONCRETE. (5 SACKS MIN.). 13. FOR POST -TENSION SLAB, REFER TO APPROVED PLANS PREPARED BY OTHERS. 14. MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENT SHALL CONFORM TO THE SOILS ENGINEER'S RECOMMENDATIONS, U.N.0.. A L-� CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATE 1 O/2 rJ/2O22 BY 3- F. 1. ALL MASONRY WORK SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA BUILDING CODE. 2. CONCRETE BLOCK SHALL BE OF SIZES SHOWN ON ARCHITECTURAL DRAWINGS AND/OR CALLED FOR IN SPECS. AND CONFORM TO ASTM C90-05, GRADE "A' NORMALWEIGHT UNITS WITH MAXIMUM LINEAR SHRINKAGE OF 0.06 % f'm = 2,000 PSI GROUTED REINFORCED CELLS. 3, MORTAR MIX SHALL CONSIST OF ONE PART PORTLAND CEMENT, VOLUME OF SAND NOT LESS THAT 2-1/2 AND NOT MORE THAN 3 TIMES THE SUM OF THE VOLUMES OF CEMENT AND LIME USED, AND 1/4 TO 1/2 PART HYDRATED LIME OR LIME PUTTY. MINIMUM COMPRESSIVE STRENGTH OF MORTAR TO BE f'm=1800PSI 4, GROUT SHALL CONSIST OF ONE PART PORTLAND CEMENT, 3 PARTS SAND AND 2 PARTS PEA GRAVEL. COMPRESSIVE STRENGTH OF GROUT SHALL NOT BE LESS THAN f'c = 2000 PSI. 5. PROVIDE CLEANOUT OPENINGS AT BOTTOM OF ALL VERTICALLY GROUTED CELLS IF GROUT LIFT EXCEEDS 4'-0', 6. ALL REINFORCING SHALL HAVE A MINIMUM COVERAGE OF 1/2' GROUT. 7. BOLTS SHALL BE GROUTED WITH 1' OF GROUT BETWEEN BOLT AND MASONRY. 8. NO PIPES OR DUCTS SHALL BE PLACED IN MASONRY WALLS UNLESS SPECIFICALLY NOTED OR DETAILED. 9. DOWELS IN CONCRETE FOR MASONRY WALLS SHALL BE THE SAME SIZE AND SPACING AS MASONRY WALL REINFORCING. 10, ALL MASONRY, EXCEPT VENEER, SHALL BE REINFORCED GROUTED MASONRY, GROUT CELLS CONTAINING REINFORCING UNLESS NOTED OTHERWISE. GROUT SOLID ALL MASONRY RETAINING EARTH UP TO 6 in. ABOVE RETAINING WALL. 11. ALL VERTICAL REINFORCING IN MASONRY WALLS NOT RETAINING EARTH SHALL BE LOCATED IN THE CENTER OF THE WALL, U.N.O. 12. REINFORCING SHALL BE SECURELY HELD AND BRACED IN PLACE TO PREVENT MOVEMENT WHILE PLACING MASONRY. 13. THE LEVEL 2 QUALITY ASSURANCE PROGRAM FOR RISK CATEGORY I, II, III PER 2019 CBC TABLE 1604.5 SHALL COMPLY WITH TABLE 3 OF TMS 602-16 THE LEVEL 3 QUALITY ASSURANCE PROGRAM FOR RISK CATEGORY IV PER 2019 CBC TABLE 1604.5 SHALL COMPLY WITH WITH TABLE 3 OF TMS 602-16 WOOD TRUSSES 1. MANUFACTURER SHALL SUPPLY TO THE ARCHITECT/ENGINEER AND THE BUILDING DEPARTMENT, CALCULATIONS AND SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION. ALL CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED BY A CALIFORNIA REGISTERED PROFESSIONAL ENGINEER. iT SHALL BE THE RESPONSIBILITY OF THE MANUFACTURER TO OBTAIN BUILDING DEPARTMENT APPROVAL FOR CALCULATIONS AND SHOP DRAWINGS PRIOR TO FABRICATION. 2. TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST LOCAL BUILDING CODE FOR ALL LOADS IMPOSED, INCLUDING LATERAL LOADS AND MECHANICAL EQUIPMENT LOADS. 3, ALL CONNECTORS SHALL BE ICC APPROVED AND OF ADEQUATE STRENGTH TO RESIST STRESSES DUE TO THE LOADINGS INVOLVED. 4. TOTAL LOAD DEFLECTIONS SHALL BE LIMITED TO L/240 5. CROSS BRIDGING AND/OR BRACING SHALL BE PROVIDED AND DETAILED AS REQUIRED TO ADEQUATELY BRACE ALL TRUSSES. 6, EACH TRUSS SHALL BE LEGIBLY BRANDED, MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED THERETO THE FOLLOWING INFORMATION LOCATED WITHIN 2 FEET OF THE CENTER OF THE SPAN ON THE FACE OF THE BOTTOM CHORD. a) IDENTITY OF THE COMPANY MANUFACTURING THE TRUSS b) THE DESIGN LOAD c) THE SPACING OF THE TRUSSES 7, DOUGLAS FIR SPECIES TO BE USED FOR TOP AND BOTTOM CHORDS OF TRUSSES U.N.O. DESIGN LOADS: RISK CATERGORY = II VERTICAL SEISMIC WIND ROOF DL = 20 PSF SEISMIC DESIGN CATEGORY= D WIND VELOCITY = 110 MPH ROOF LL = 20 PSF SITE CLASS = D WIND EXPOSURE = C FLOOR DL = 14 PSF BASIC -SEISMIC -FORCE -RESISTING SYSTEM LIGHT FRAMED WALLS FLOOR LL = 40 PSF ANALYSIS PROCEDURE SIMPLIFIED METHOD [SM] SOILS DECK DL = 14 PSF le= 1 R = 6.5 C@ LIGHT FRAME SBP = 1,500 psf DECK LL = 60 PSF w/WD PANEL (PER OSHPD REPORT) Ss = 1.5 Si = 0.6 (FOR SM DESIGN) Ss = 1.5 (PER USGS WEBSITE) Fa = 1.0 (PER SOILS REPORT) SDs = 1.0 (FOR SM DESIGN) Fa = 1.0 (FOR SM DESIGN) SDs = 1.0 Cs = 0.154 DESIGN BASE = 0.154W TRUSS DESIGN: UNINHABITALE ATTICS WHICH QUALIFY FOR LIMITED STORAGE REQUIREMENTS SHALL BE DESIGNED WITH LL=20 PSF AND BOTTOM CHORD DL=10 PSF PER TABLE 1607.1. STRUCTURAL OBSERVATION REQ. STRUCTURAL OBSERVATIONS SHALL BE PROVIDED IN ACCORDANCE WITH SECTION 1704 OF THE CALIFORNIA BUILDING CODE FOR THIS PROJECT. STRUCTURAL OBSERVATION IS DEFINED IN CBC SECTION 202 AS "...THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM FOR GENERAL CONFORMANCE TO THE APPROVED PLANS 2. STRUCTURAL OBSERVATION SHALL BE PERFORMED BY THE ENGINEER RESPONSIBLE FOR THE DESIGN OF THE STRUCTURAL SYSTEM, OR BY AN OBSERVER DESIGNATED <, BY THE ENGINEER OF RECORD. THE STRUCTURAL OBSERVER SHALL BE EMPLOYED <`) BY ESI/FME, INC. NOT THE CONTRACTOR. <' 3. REQUIRED OBSERVATION 1. FRAMING PRIOR TO WRAPPING 0) W cc Lu cp W cc o 0 0) 0 CO co CV N I I LO LC) CO co 00 co I I ti W x O ¢ IL LL A W W � w ?mow~ Z w ce W I- N W w,>W (n > (n w =N}guj C W N.Ce 00 Aa_'- (')a_ZwL7 CO d 0=Z CO UH W (/) La L. 4 w J L 2 U <E 1- a_' Z D7¢0r H W M U J D'CeZ J.0 2>WC.,1¢ Z J Z Q O 7 Z =2 d U Z.. U CAJ aCL<w¢ -u d Q c J W Qcc 0 DZ J Q ZW � W Revisions / \ 1st P.C. 05/05/21 A CLIENT / \ CHANGES 05/14/21 CHANGES DUE TO EXISTING 10/11/22 CONDITION Job No. M077 Drawn: KF Date: 02/16/21 Sheet SGN REFER FOUNDATION PLAN BAR EXISTING NO CHANGE DINING EXISTING —NO CHANGE MASTER BEDROOM EXISTING —NO CHANGE FAMILY EXISTING —NO CHANGE KITCHEN EXISTING —NO CHANGE A ,2\ L 24" SQ. x 12" DEEP CONC. PAD w/(2)#4 BARS @ BOTTOM n n n n n UNDERMINE 30" SQ. CONC. PAD x 12" THICK w/(3)#4 BARS E/W (@ BOTTOM NON -SHRINK CONCRETES I 1-1 J NOOK EXISTING —NO CHANGE EN TR ). EXI S TI N —NO CHANGE J n CO 2EAB EAB48 MASTER BATH REMODEL s UNDERMINE 30" SQ. CONC. PAD x 12" THICK w/(3)#4 BARS E/W ® BOTTOM - NON -SHRINK CONCRETE EAB48 OV <IRED COURT HALL 42" SQ. CONC. PAD x EX I S17N —NO CHANGE )BOOM 24" SQ. CONC. PAD x 12" DP. w/(2)#4 BARS ID BOTTOM FP L- GARAGE EXISTING —NO CHANGE UNDERMINE 30" SQ. CONC. PAD x 12" THICK w/(3)#4 34—BARS E/W ® BOTTOM NON -SHRINK CONCRETE A / 1 \ L BATH 2 8' CLG. EXISTING —NO C BA THm 3 8' CLG. 1 EXISTING —NO CHANGE � J ANY CONCRETE EPDXY REQUIRES SPECIAL INSPECTION \ n n n n n n n n n n n n n n n n n n n n n n n n n n n n n n A. A. A. A. A. A. A. A. A. A. BEDROOM 2 EXISTING —NO CHANGE 0 0 CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATE 1 O/25IZO22 By I F FOUNDATION NOTES: ALL DIMENSIONS SHALL BE VERIFIED WITH THE ARCHITECTS DRAWINGS ANY DISCREPANCIES SHALL BE RESOLVED PRIOR TO COMMENCING OF WORK, 1, ALL EXTERIOR WALLS ARE TO BE SECURED WITH 5/8" DIAMETER BY 10' LONG ANCHOR BOLTS EMBEDDED AT LEAST 7' INTO CONCRETE WITH A MAXIMUM SPACING OF 72' 0.0. U.N.O. THERE SHALL BE A MINIMUM OF TWO ANCHORS PER PIECE OF FOUNDATION PLATE WITH ONE BOLT LOCATED WITHIN 12' MAX. & 4-1/2' MIN. OF EA. END OF EA. PIECE. SHEAR WALLS BOLTS SHALL HAVE A PROPERLY SIZED NUT AND A 35(3'x.229' WASHER. THE WASHER MAY BE SLOT CUT PROVIDED A STANDARD CUT WASHER IS PROVIDE BETWEEN THE NUT AND WASHER. WASHER TO BE INSTALLED WITHIN A 1/2' OF THE SHEATHED SIDE OF THE PLATE. A STANDARD CUT WASHER MAY BE USED AT NON -SHEAR WALL LOCATIONS, 2, ALL INTERIOR NON -SHEAR WALLS ARE TO BE SECURED WITH SHOT PINS INSTALLED PER MANUFACTURERS RECOMMENDATIONS, U.N.O. STRUCTURAL ENGINEERS CALCULATIONS GOVERN IN ALL CASES. 3, INSTALL ALL SIMPSON (OR APPROVED EQUAL) FOUNDATION HARDWARE PER MANUFACTURERS RECOMMENDATIONS. DEEPEN FOOTING WHERE NECESSARY TO PROVIDE ANCHOR EMBEDMENT AT HOLDOWN LOCATIONS. 4. ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUG FIR OR REDWOOD WITH SODIUM BORATE (SBX) OR DISODIUM OCTABORATE TETRAHYDRATE (DOT). NOTE: WHEN REQUIRED BY LOCAL BUILDING DEPARTMENT ALL ANCHOR BOLTS AND HOLDOWN BOLTS TO BE SET IN PLACE PRIOR TO CITY FOUNDATION INSPECTION SOIL INFORMATION: 1, FOUNDATION SIZES, DEPTHS, AND REINFORCEMENT ARE AS RECOMMENDED WITHIN THE OWNER/DEVELOPER'S SOILS ENGINEERS REPORT, SOILS ENGINEER TO PROVIDE FOUNDATION INSPECTOR AS OUTLINED IN LATEST SOIL REPORT, 2. OWNER/DEVELOPER AND SUBCONTRACTORS ARE TO REVIEW THE SOILS REPORT PRIOR TO COMMENCING CONSTRUCTION, IT IS THE RESPONSIBILITY OF THE OWNER, DEVELOPER AND SUBCONTRACTOR TO VERIFY THAT THE REPORT DATE ABOVE IS CURRENT AND PLAN REQUIREMENTS ARE CONSISTANT WITH ANY UPDATED SOIL REPORTS. ESI/FME IS TO BE SUPPLIED WITH ALL UPDATED REPORTS, 1 L J (ASSUMED) 7 EXISTING 12 " WIDE x12 " DEEP FTG. NEW FOOTING & SLAB 18" WIDE x 24" DEEP GRADE BEAM w/(2)46 BARS TOP & BOTTOM CONT, ANCHOR BOLT LEGEND: AB64 AB56 AB48 AB40 AB32 AB24 AB16 AB 8 2AB 5/8' DIA. X 12" ANCHOR BOLTS AT 64" 0.C. 5/8" DIA. X 12" ANCHOR BOLTS AT 56" 0.C, 5/8' DIA. X 12' ANCHOR BOLTS AT 48' 0,C, 5/8' DIA. X 12" ANCHOR BOLTS AT 40" 0.C. 5/8" DIA. X 12" ANCHOR BOLTS AT 32' 0,C, 5/8" DIA. X 12" ANCHOR BOLTS AT 24" 0,C, 5/8" DIA. X 12" ANCHOR BOLTS AT 16" 0.C. 5/8' DIA, X 12" ANCHOR BOLTS AT 8" 0,C, (2) 5/8' DIA X 12" ANCHOR BOLTS. 3AB : (3) 5/8" DIA. x 12" ANCHOR BOLTS. 2ABXX (2) 5/8" DIA X 12" ANCHOR BOLTS. 3ABXX : (3) 5/8' DIA X 12' ANCHOR BOLTS. INSTALL EPDXY ANCHORS w/ SIMPSON SET-XP @ (E) FOUNDATION PER ICC ESR-2508 EAB48: 5/8' DIA. ALL -THREAD ROD AT 48" 0.C. EAB32 5/8" DIA. ALL -THREAD ROD AT 32' 0.C. EAB24 5/8' DIA. ALL -THREAD ROD AT 24' 0.C, EAB16 5/8" DIA. ALL -THREAD ROD AT 16' 0.C. EAB 8 : 5/8" DIA. ALL -THREAD ROD AT 8" 0,0. 2EAB : (2) 5/8" DIA ALL -THREAD ROD. 3EAB (3) 5/8" DIA ALL -THREAD ROD, 2-#4 : PROVIDE A TOTAL OF 2 #4 AT TOP AND 2 #4 AT BOTTOM OF FOOTING, 3' PAST POSTS. 3-#4 : PROVIDE A TOTAL OF 3 #4 AT TOP AND 3 #4 AT BOTTOM OF FOOTING, 3' PAST POSTS. 4-#4 : PROVIDE A TOTAL OF 4 #4 AT TOP AND 4 #4 AT BOTTOM OF FOOTING, 3' PAST POSTS. HTT4 (1) SIMPSON HTT4 PER POST. HTT5 (1) SIMPSON HTT5 PER POST, HDU2 (1) SIMPSON HDU2-SDS2,5 PER POST. HDU4 (1) SIMPSON HDU4-SDS2,5 PER POST, HDU5 (1) SIMPSON HDU5-SDS2,5 PER POST, HDU8 (1) SIMPSON HDU8-SDS2,5 PER POST, HDQ8 (1) SIMPSON HDQ8-SDS3 PER POST, HDU11 : (1) SIMPSON HDU11-SDS2,5 PER POST, HDU14 : (1) SIMPSON HDU14-SDS2.5 PER POST. WALL LEGEND: EXISTING WALL TO REMAIN EXISTING WALL TO BE REMOVED NEW WALL WALL ABOVE (N) = NEW ITEM (E) = EXISTING ITEM TO REMAIN (VERIFY) (R) = EXISTING ITEM TO BE REMOVED (A) = ADD ITEM NOTE: IF EXISTING CONDITIONS CONFLICT WITH THAT SHOWN ON THESE PLANS, OR IF EXISTING CONDITIONS PREVENT NEW CONSTRUCTION AS INDICATED ON THESE PLANS, PLEASE CONTACT ESI/Fv1E, INC. BEFORE CONTINUING. 0) w w CID w CD cn N— ap CO C\I N OD co c OD I I ti w x oQ o-w N N 0 N 0 r` ti 0 z w '0 W w W zM j W Z w N >W <n>vw _�>�� C 0 <V Z Z 0 00 a Z W CI_ M 0 0 Z 2 Z M 7 U H W W j V W J W U < Z r � '- M < W M =() �Ce CewZ �0 >W(4¢ Z ><.. 00 Z F S d U Z.. Uf/�J < Q Y W < Fad<KU w d W W r �NoEm> w O 0§ E E E Z J d Z 0 0 z 0 Revisions A 1st P.C. 05/05/21 A CLIENT / \ CHANGES 05/14/21 CHANGES DUE TO EXISTING 10/11/22 CONDITION Job No. M077 Drawn: KF Date: 02/16/21 Sheet SCALE : 1/4" = 1'-0" s-1 2ND FLOOR ROOF FRAMING PLAN SCALE : 1/4" = 1'-0" r r--J ❑ L J -r J BAR BAR EXISTING NO CHANGI ST6224 BM. TO BM. z -H 0 C u jo co Lu o_ o_ X co DL. TOP PLATE ABOVEL=8'-0' DROP 4x10 L=9'-0"± SPN16 10 56 ATTIC BE/ i 0 6x8 F L A EXISTING co K.POST TYP. 0 LY SPN 16 lJ l L=8'-0" FLAT ROOF EXISTING MASTER B DROOM E ISTING -110 CHANGE 1ST FLOOR FRAMING PLAN DINING EXISTING NO CHANGE FAMILY EXISTING NO CHANGE (N) I fa A / 2 \ L 5 ( SD 1 r} -I I Jpc� Q I II I LJ- j(3)EXISTINC1 I>7%4"x41" I//INDOWS A L3;� 0 KITCHEN EXISTING -NO CHANGE (N) NOOK EXISTING -NO CHI1 NGE (N)FL. CANT. o z 3Y"x11 /8 T.4 GLB. -P L=18'-0"± w OAS EH //ART EXISTI G -NO C ANGE 1 EN IR EXISTING -NO CHANGE(N) L=8'-0" GS TA ANEW tN)F■ ■ ■ ■ ■ 0 L. 3y2"x11/8" D LSL (N) Ilk SD 1 (N) II limith (NO' IP- MIAS ILR BATH REMODEL SD1 4x6 4x6 ® GUARD RAIL /A L'? 2x10 RIDGE BOARD VVV V, � - 6x6 (N) ALN) L=13'-6" II II N14x6 --- --J L- (A) CS16 ABV. & BELOW WINDOW L=12'-6" L=12'-6" ,Eck rt- COV f (N)FL. 3Y2"x117/8' Yr VI- L=18'-0" _ 4k4 K. POST SPN16 L=7'-0" `I A /2\ L-� HA4L (N) (E)4x6 (N) B DROJM �3 EXISTING -NO CHA GE (N)FL. 5y"x117/8" GLB. L=22'-0"f 1 (N) (N) c6 J c i sQ R 0 0 FL_ EXISTING r 1 WALL LEGEND: EXISTING WALL TO REMAIN EXISTING WALL TO BE REMOVED NEW WALL WALL ABOVE (N) = NEW ITEM (E) = EXISTING ITEM TO REMAIN (VERIFY) (R) = EXISTING ITEM TO BE REMOVED (R) = ADD ITEM \OTE: IF EXISTI\G CO\TITIO\S CO\FLICT WITH THAT SHOW\ 0\ THESE PLA\S, 0H IF EXISTI\G CO\DITTO\S PEVE\T \EW CO\STRUCTIO\ AS I\DICATED 0\ THESE PLA\S, PLEASE CO\TACT ESI/FvE, I\C. E'EFOE CONTI\UING. CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATE 1 O/2rJ/2O22 BY J A /3\ L _3 ---f (A)3Y7Y42"x\ LSL OR LVL ` Cl? r' �� r 8' CL GI. LS /STING \ NO CIHAN (A)3Y2"x7Y4" OR LVL TRH 2 Z `B TII-//�`J 'JCL 1 EXISTING r N) -,• -NO �H�N�. I cp`I SJ(A)6x8 TO�o 1EIVE STRAP I r CA HA 4E EXISTINq -NO CHANGE 1 BEIRooM 2 EXI S -NO A L3\ L • (N) f NG CHANGE V S 4 ❑ SD1 A / 3 \ L_ J J LATERAL SHEAR NOTES ( 2019 CBC / AF&PA SDPWS SEISMIC DESIGN CATEGORY D & E ) VERTICAL: 10. 3/8" WOOD STRUCTURAL PANEL WITH EDGES AND 12" 0.0 AT FIELD (TABLE 11. 3/8" WOOD STRUCTURAL PANEL WITH EDGES AND 12" 0.0 AT FIELD (TABLE 12. 3/8" WOOD STRUCTURAL PANEL WITH EDGES AND 12" 0.0 AT FIELD (TABLE 13. 3/8" WOOD STRUCTURAL PANEL WITH EDGES AND 12" 0.0 AT FIELD (TABLE FRAMING MEMBERS DOUGLAS FIR -LARCH AT 16" 0.0 8d COMMON NAILS AT 6" 0.0 AT 4.3A, SDPWS) 8d COMMON NAILS AT 4" 0.0 AT 4.3A, SDPWS) 8d COMMON NAILS AT 3" 0.0 AT 4.3A, SDPWS) 8d COMMON NAILS AT 2" 0.0 AT 4.3A, SDPWS) 260 PLF 350 PLF 490 PLF 640 PLF 14. 1/2"(OR 15/32) WOOD STRUCTURAL PANEL WITH 10d COMMON NAILS AT 2" 0.0 AT EDGES AND 12" 0.0 AT FIELD (TABLE 4.3A, SDPWS) 770 PLF 15. 1/2"(OR 15/32) STRUCT. I WOOD PANEL WITH 10d COMMON NAILS AT 2" 0.0 AT EDGES AND 12" 0.0 AT FIELD (TABLE 4.3A, SDPWS) 870 PLF HORIZONTAL: (3/8" @ CEILING LIDS, 15/32" ® ROOF SHT'G) (3/8" PANEL VALUES AND NAILING BELOW MAY BE USED FOR 15/32" 20. BLOCKED PLYWOOD DIAPHRAGM WITH 3/8" WOOD STRUCTURAL PANEL AND 8d COMMON NAILS AT 6" 0.0 AT BOUNDARIES, 6" 0.C. AT EDGES AND 10" 0.0 AT FIELD (TABLE 4.2A, SDPWS-2015) 21. BLOCKED PLYWOOD DIAPHRAGM WITH 3/8" WOOD STRUCTURAL PANEL AND 8d COMMON NAILS AT 4" 0.0 AT BOUNDARIES, 6" 0.C. AT EDGES AND 10" 0.0 AT FIELD (TABLE 4.2A, SDPWS-2015) 22. BLOCKED PLYWOOD DIAPHRAGM WITH 3/8" WOOD STRUCTURAL PANEL AND 8d COMMON NAILS AT 2.5" 0.0 STAGG. AT BOUNDARIES, 4" 0.C. AT EDGES AND 10" 0.0 AT FIELD (TABLE 4.2A, SDPWS-2015) 23. BLOCKED PLYWOOD DIAPHRAGM WITH 3/8" WOOD STRUCTURAL PANEL AND 8d COMMON NAILS AT 2" 0.0 STAGG. AT BOUNDARIES, 3" 0.C. AT EDGES AND 10" 0.0 AT FIELD (TABLE 4.2A, SDPWS-2015) / >f \ HORIZONTAL: FRAMING MEMBERS DOUGLAS FIR -LARCH AT 24" 0.0 PANELS) 24. BLOCKED PLYWOOD DIAPHRAGM WITH 19/32" WOOD STRUCTURAL PANEL AND 10d COMMON NAILS AT 6" 0.0 AT BOUNDARIES, 6" 0.C. AT EDGES AND 10" 0.0 AT FIELD (TABLE 4.2A, SDPWS-2015) 25. BLOCKED PLYWOOD DIAPHRAGM WITH 19/32" WOOD STRUCTURAL PANEL AND 10d COMMON NAILS AT 4" 0.0 AT BOUNDARIES, 6" 0.C. AT EDGES AND 10" 0.0 AT FIELD (TABLE 4.2A, SDPWS-2015) 26. BLOCKED PLYWOOD DIAPHRAGM WITH 19/32" WOOD STRUCTURAL PANEL AND 10d COMMON NAILS AT 2.5" 0.0 STAGG. AT BOUNDARIES, 4" 0.C. AT EDGES AND 10" 0.0 AT FIELD (TABLE 4.2A, SDPWS-2015) 27. BLOCKED PLYWOOD DIAPHRAGM WITH 19/32" WOOD STRUCTURAL PANEL AND 10d COMMON NAILS AT 2" 0.0 STAGG. AT BOUNDARIES, 3" 0.C. AT EDGES AND 10" 0.0 AT FIELD (TABLE 4.2A, SDPWS-2015) NOTES: A. WOOD STRUCTURAL PANEL: MATERIAL APPROVED BY APA, PFS/TECO OR PITTSBURG TESTING LABORATORIES THESE VALUES ARE FOR DOUG-FIR LARCH OR SOUTHERN PINE, OTHER LUMBER SPECIES MAY DIFFER IN SHEAR CAPACITIES. B. PROVIDE 2X BLOCKING AT HORIZONTAL WOOD STRUCTURAL PANEL PANEL JOINTS. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3X WHEN NAILING IS 2.5" 0.C. OR LESS. C. WHERE WOOD STRUCTURAL PANEL IS APPLIED ON BOTH FACES OF WALL AND NAIL SPACING IS LESS THAN 6" 0.C, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3X OR WIDER AND NAILS STAGGERED ON EACH SIDE. D. FOR SHEAR WALLS 12 TO A USE THE FOLLOWING: 1) USE 3x MEMBER © PANEL JOINTS & HORIZONTAL BLOCKING 2) EDGE NAILING SHALL BE STAGGERED E. 10d SHORT BOX NAILS MAY BE USED IN LIEU OF 8d COMMON NAILS © SHEAR WALLS ONLY. F. REQUIRED STEEL PLATE WASHERS AT SHEAR WALLS ONLY (WHEN ANCHOR BOLTS ARE USED: 3" x 3" x .229" STEEL PLATE WASHERS ARE REQUIRED ON EACH ANCHOR BOLT (SDPWS SECT. 4.3.6.4.3) WASHER MAY BE SLOT CUT PROVIDED A STANDARD CUT WASHER IS PROVIDED BETWEEN THE WASHER AND NUT. WASHER TO BE INSTALLED WITHIN 1/2" OF WOOD STRUCTURAL PANEL OR 3X MUDSILL G. A STANDARD CUT WASHER MAY BE USED AT ALL NON -SHEAR WALL LOCATIONS WITH ANCHOR BOLTS. HORIZONTAL: ALL ROOF AND FLOOR SHEATHING TO BE EXPOSURE I OR EXTERIOR (TABLE 2304.8 2019 CBC) ROOF: JOIST SPACING EQUAL TO OR LESS THAN 24" 0.C: 15/32"WOOD STRUCTURAL PANEL PII 32/16, WITH 8d's AT 6" 0.0 AT EDGES AND BOUNDARIES, 12" 0.0 FIELD. HORIZONTAL DIAPHRAGM VALUES FOR 3/8" WOOD STRUCTURAL PANELS MAY BE USED FOR 15/32" WOOD STRUCTURAL PANELS. U.N.O. FLOOR: * JOIST SPACING EQUAL TO OR LESS THAN 16" 0.C: 19/32" WOOD STRUCTURAL PANEL T&G SHTG, PII 32/16, w/10d's AT 6" 0.0 AT EDGES AND BOUNDARIES, 12" 0.0 FIELD. JOIST SPACING EQUAL TO OR LESS THAN 20" 0.C: 19/32" WOOD STRUCTURAL PANEL T&G SHTG, PII 40/20, w/10d's AT 6" 0.0 AT EDGES AND BOUNDARIES, 12"0.0 FIELD. JOIST SPACING EQUAL TO OR LESS THAN 24" 0.C: 23/32" WOOD STRUCTURAL PANEL T&G SHTG, PII 48/24, w/10d's AT 6" 0.0 AT EDGES AND BOUNDARIES, 12" 0.0 FIELD. * PANEL EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH BLOCKING NOT REQUIRED WHEN LIGHTWEIGHT CONCRETE IS PLACED OVER SUBFLOOR. FRAMING LEGEND: 4-O O ID (-0 ) CI A 2X6 AT B 2X6 AT C 2X6 AT D 2X8 AT E 2X8 AT F 2X8 AT G 2X10 AT H 2X10 AT J 2X10 AT K (2)2X10 L 2X12 AT M 2X12 AT N 2X12 AT 12" 0.0 16" 0.0 24" 0.0 12" 0.0 16" 0.0 24" 0.0 12" 0.0 16" 0.0 24" 0.0 AT 16" 0.0 12" 0.0 16" 0.0 24" 0.0 P (2)2X12 AT 16" 0.0 T TRUSS AT 24" 0.0 INDICATES SPAN AND DIRECTION OF ROOF JOISTS AND RAFTERS INDICATES SPAN AND DIRECTION OF TRUSSES INDICATES SPAN AND DIRECTION OF FLOOR JOISTS INDICATES SPAN AND DIRECTION OF CEILING JOISTS INDICATES SPAN AND DIRECTION OF DECK JOISTS (SLOPED AS REQUIRED) 240 PLF 320 PLF 480 PLF 545 PLF FRAMING MEMBERS DOUGLAS FIR -LARCH AT 16" 0.0 .320 PLF 425 PLF .640 PLF 730 PLF I -JOIST TABLE MARK SPACING SIZE & MANUFACTURER OPTIONS Q- I -JOIST 0 12" O.C. a) 9 1/2" TJI / 210 b) 9 1/2" LPI / 20+ c) 9 1/2" BCI / 5000 1.8 c) 9 1/2" RFPI / 400 R- I -JOIST 0 16" 0.C. S- I -JOIST 0 24" 0.C. U- I -JOIST 0 12" O.C. a) 11 7/8" TJI / 210 b) 11 7/8" LPI / 20+ c) 11 7/8" BCI / 5000 1.8 c) 11 7/8" RFPI / 400 V- I -JOIST 0 16" O.C. W- I -JOIST ® 19.2" 0.C. X- I -JOIST ® 12" 0.C. a) 11 7/8" TJI / 360 b) 11 7/8" LPI / 36 c) 11 7/8" BCI / 60 2.0 c) 11 7/8" RFPI / 70 Y- I -JOIST © 16" 0.C. Z- I -JOIST 6) 19.2" O.C. B.O.B.= INDICATES BOTTOM OF BEAM D.T.= INDICATES DRAG TRUSS WITH ROOF EDGE NAILING F.HT.= INDICATES FULL HEIGHT POST G=L INDICATES (1) 1 3/4" x 11 7/8" GANGLAM LVL 1.8 E GLB GLULAM BEAM 24F-V4 U.N.O. G.T.= INDICATES GIRDER TRUSS LSL= TIMBERSTRAND 1.55E M=L INDICATES (1) 1 3/4" x 9 1/2" MICROLAM 1.9E © ROOF LEVEL INDICATES (1) 1 3/4" x 11 7/8" MICROLAM 1.9E © FLOOR LEVEL PSL= INDICATES PARALLAM 2.0E T.O.B.= INDICATES TOP OF BEAM TSR= INDICATES TIMBERSTRAND RIM JOIST HEADERS AND BEAMS, REFER TO ENGINEERING CALCS. looms INDICATES INTERIOR BEARING WALL NOTE: APPLY SHEAR PRIOR TO FRAMING OF A* PERPENDICULAR WALL AND/OR BOX -OUTS. (WHERE APPLICABLE) A INDICATES CALIFORNIA FRAMING FRAMING NOTES LEGEND SPN=SOLE PLATE NAILING MARK: DESCRIPTION NAILS= 16d BOX CLING JOIST SCHEDULE (SUPPORTING DRYWALL) SPN12: 16d SOLE PLATE NAILING ® 12' 0.C. SPN10: 16d SOLE PLATE NAILING ® 10" 0.C. SIZE SPACING SPAN(FT) GRADE NO. 2 SPN8: 16d SOLE PLATE NAILING © 8" 0.C. 12" 0.C. 9 SPN6: 16d SOLE PLATE NAILING ® 6" 0.C. 2x4 16" O.C. 8 SPN4: 16d SOLE PLATE NAILING ® 4" O.C. 24" O.C. 7 * SPN3: 16d SOLE PLATE NAILING ® 3" 0.C- STAGGER 12" 0.C. 14 * SPN2: 16d SOLE PLATE NAILING ® 2" 0.C- STAGGER 2x6 16" 0.C. 13 SCR8: 3/8" DIA. x 6.5" SOLE PLATE SCREWS @ 8" 0.C. 24" 0.C. 11 SCR6: 3/8" DIA. x 6.5" SOLE PLATE SCREWS ®G' O.C. 12" 0.C. 20 * PROVIDE DBL FLR. JOIST OR DBL FLR JST. BLK'G. UNDER 2x8 16" 0.C. 18 SOLE PLATE NAILING. REFER TO ITEM # 30 UNDER LUMBER/CARPENTRY SECTION OF SGN SHT. 24" O.C. 16 XX = INDICATES LATERAL ENHANCEMENT. 12" 0.C. 25 WALL NOT CONSIDERED IN LATERAL ANALYSIS. 2x10 16" 0.C. 23 O SHEAR WALL GRID LINE REFERENCE STRUCTURAL CALCS 24" 0.C. 19 XX = INDICATES LATERAL ENHANCEMENT. WALL NOT CONSIDERED IN LATERAL ANALYSIS. 0 SHEAR WALL GRID LINE REFERENCE STRUCTURAL CALLS O1 -INDICATES 2x STUD TO BE NAILED TO POST WITH 16d NAILS 0 6" o.c. STATGGERED 2O -INDICATES (2)2x4 STUD © 16" o.c. 0 Z WC LL 0) W LLJ C/D LLI CV 0 U CO CD G) 0 CO CO N N I 00 • co 00 co � il JN,M077 10.12.2022 Fa x E LE cc UJ ui 5: 171 -I -617: L Zu 1b- --21 - I. <I 92' n> -YL co 2 cti CD d LLJ ci) u_ 05/05/21 CLIENT CHANGES 05/14/21 CHANGES DUE TO EXISTING 10/11 /22 CONDITION Job No. M077 Drawn: KF 02116121 Sheet S- 2 See Detail 1/FD1 For Reinforcement See Detail 1/FD1 For Reinforcement 0 Extend Bar 12" Into Ftg (TYp°) Plan View Double Bars Reinforcement iv a- c o d Extend Bar 12" Into Ftg (Type) Single Bar Reinforcement Plan View Note: Spacing Between Lao Bars = 1.5 d or 1" Min. ESI/FME 11 FOOTING INTERSECTION 0 w P%PPAD BARS P/P PER PLAN NOTE: SPRAY BONDING AGENT INTRALOK OR SIMILAR AT THE JOINT BETWEEN OLD AND NEW CONCRETE PRIOR TO POURING NEW CONCRETE. A /2\ L-� #4 DOWELS ® 12" o/c 5/8" dia. HOLE SET-XP EPDXY FILL (E) SLAB NOTE: INSTALL IN ACCORDANCE WITH SIMPSON STRONG -TIE RECOMMENDATIONS: SPECIAL INSPECTION REQUIRED ICC # ER-2508 ESI/FME DM-EF-1 12 NEW CONC. FTG. TO EXIST. FTG. CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATE 1 O/ZrJ/ZO2Z BY �F Lap Splice Length (X) Bar Size db Masonry Concrete* 1500 psi 2500 psi 3000 psi 4000 psi #4 24 31 28.5 24.7 #5 30 39 35.6 30.8 36 46.8 42.7 37.1 7 42 68.3 62.3 54 #8 48 78 71.2 61.6 WHEN CLEAR SPACING IS LESS THAN 2db INCREASE LAP SPLICE BY 1.5 "X" See Table 1 (24" Min.) T IIF 12D II (4" MIN.) II 90° Hook Offset 1` CLEAR SPACING > = 2db 4D (2 1/2" Min.) TT D� 180° Hook D = Diameter Of Bar R = Radius Of Bend Measured On The Inside Of Bar = 4D For #5 And Smaller for Ties and Stirrup Condition = 6D For #3 Through #8 = 8D For #9 Through #11 ESI/FME DM-F-1 6 BAR BEND & SPLICE DETAIL (E)SLAB & FOOTING SLAB REINFORCEMENT PER PLAN If BEND 90° INTO NEW FTG. OR 31" LAP 9/16" dia. HOLE AND FILL w/ SIMPSON SET-XP EPDXY \\\ 4 NOTE: SPRAY BONDING AGENT (INTRALOK OR SIMILAR AT THE JOINT BETWEEN OLD AND NEW CONCRETE PRIOR TO POURING NEW CONCRETE. -� f a (N)SLAB #3 DOWELS @ 18" o/c NOTE: INSTALL IN ACCORDANCE WITH SIMPSON STRONG -TIE RECOMMENDATIONS: SPECIAL INSPECTION REQUIRED ICC # ER-2508 ESI/FME 7 NEW CONC. SLAB TO EXIST. FTG. 2 8„ 12" 0 O • 1. Post (See Plan) 2. Simpson HDU2 (Uplift Cap=1 582#) 3. 5/8"0 All Threaded Rod (Bent) With Simpson Set-3G Epoxy per ICC-ESR 4057 • 12" ESI/FME DM-EF-1 8 HOLDOWN FIX HOLDOWN A.B. DIA. CAPACITY A B C D. Post Req'd HDU2 5/8" 3075 Ibs 19" 6" 9.5" 10.5" 4x4 HDU4/HDU5 5/8" 4400 Ibs 19" 6" 9.5" 10.5" 4x4 HTT4 5/8" 3610 Ibs 19" 6" 9.5" 10.5" 4x4 HTT5 5/8" 4165 Ibs 19" 6" 9.5" 10.5" 4x4 HDU8 7/8" 6970 Ibs 33" 9" 16.5" 16.75" 4x4,(4x6=7807 Ibs) HDQ8 7/8" 7630 Ibs 33" 9" 16.5" 16.75" 4x4,(4x6=9230 Ibs) HDU11 1" 9535 Ibs 33" 10" 16.5" 16.75" 4x6,(4x8=10357 Ibs) HDU14 1" 14121 Ibs 30" 10" 15" 13" 4x8 ** ALL BOLTS A307 f'c min.= 2,500 psi All Values are ASD EXISTING FOOTING 1-3/4" ALL -THREAD A.B. PER CHART EXISTING FOOTING ir' NUTS x 1 /4" WASHER DOUBLE w/2.5" x2.5" STEEL A 6 S 9 C A m z Deepen Footing As Required To Obtain Anchor Embedment and Concrete Cover. Holdown Anchors Must Be Tied In Place Prior To Foundation Inspection. PADL SILL PLATE BOLT U PLAN VIEW 0 SLAB EDGE ESI/FME 0 Ny 0 A L-� 36" 7 #3 Dowel J 18" o.c. CV 7.0 U 12" c 0 a> U N) CV Alternate Footing Condition w/ Heel 1. 4" Actual Conc.Slab w/ #3 ( 18" o.c. E/W @ Mid Height, U.N.O. 2. 10" Mil. Visqueen Membrane, Extended 1 1/2" into Foundation Wall w/2" of Sand Over and 2" Sand Below (Vapor Barrier to Have a Minimum 6" Lap (4 Joints) 4" Base Gravel Refer to Soils Report 3. (144 T/B Min.,Typical © All Cont. Footings, U.N.0 (Total (4) Bars Min.) 4. Natural Grade or Approved Compacted Fill. 5. D.F.P.T. Plate w/5/8" dia.x 12" A.B's ® 72" 0/C Min. w/3" x 3" x 1/4" Washer at Shear Walls (U.N.0.) 12" From All Corners & Splices w/7" Min. Embedment(U.N.0.) (See Foundation Plans) 6. Cold Joint at 2 Pour * U.N.O. Note: See Soil Report For Additional Re•uirement. ESI/FME DM-F-0 1 TYPICAL EXTERIOR FOOTING SEE DETAIL 1/FD1 FOR REPETITIVE INFORMATION 9/16" HOLE WITH SIMPSON SET-XP EPDXY PER ICC ES-ESR 2508 EX. SLAB #4 Dowels @ 18" o.c. NEW 12" WIDE CONT. FOOTING PER PLAN A /2\ L-, 6" w EQ. EQ. 6" EX. SLAB. ESI/FME DM-EF-1 2 NEW FOOTING @ EXIST'G. FOUNDATION 1. RETRO-FIT MISSING 5/8" DIAMETER ANCHOR BOLT w/ 5/8" DIA. A-307 ALL -THREAD (ICC ESR-2508) BOLTS PER TABLE BELOW. Exterior Wall Ed (in.) d (in.) A.B. Quantity/Diameter Min. Spacing 2x4 1-7/8" 5" 5/8" 8" 2x6 3" 5" 5/8" 8" Interior Wall Ed (in.) d (in.) A.B. Quantity/Diameter Min. Spacing 2x4 & 2x6 i Of Wall 5" 5/8" 8" 3 INTERIOR HOLDOWN @ EXSITING FOOTING HDU= ICC-ESR-2330 HTf= IAPMO-ES-ER-130 HOLDOWN A.B. DIA. CAPACITY A B C D. Post Req'd HDU2 5/8" 3075 Ibs 19" 7" 9.5" 10.5" 4x4 HDU4/HDU5 5/8" 4400 Ibs 19" 7" 9.5" 10.5" 4x4 HTT4 5/8" 3610 Ibs 19" 7" 9.5" 10.5" 4x4 HTT5 5/8" 4165 Ibs 19" 7" 9.5" 10.5" 4x4 HDU8 7/8" 6970 Ibs 33" 10.5" 16.5" 16.75" 4x4,(4x6=7807 Ibs) HDQ8 7/8" 7630 Ibs 33" 10.5" 16.5" 16.75" 4x4,(4x6=9230 Ibs) HDU11 1" 9535 Ibs 36" 12" 16.5" 16.75" 4x6,(4x8=10357 Ibs) HDU14 1" 14121 Ibs 36" 12" 15" 13" 4x8 ** ALL BOLTS A307 f'c min.= 2,500 psi All Values are ASD 1-3/4" EXISTING FOOTING DOUBLE NUTS w 2.5"x2.5"x1/4" A36 STEEL WASHER EXISTING FOOTING ALL -THREAD A.B. PER CHART PAD 0 Deepen Footing As Required To Obtain Anchor Embedment and Concrete Cover. Holdown Anchor Must Be Tied In Place Prior To Foundation Inspection. PLAN VIEW SILL PLATE BOLT ESI/FME EXTERIOR SPECIAL INSPECTION REQUIRED DETAIL MAY BE USED IN SEISMIC DESIGN CATEGORIES A-E ONLY All Values are ASD INTERIOR NOTE: EPDXY REPLACEMENT BOLTS MAY BE DISTRIBUTED WITHIN LENGTH OF SHEAR WALL. ** f'c min = 2,500 psi ESI/FME ANCHOR BOLT RETROFIT - SET XP FT'G 1'-6" Min Excavation Grade �y III Backfill No Excavation Below This Line Note: Coordinate All Excavations 10'-0" • • .•t•. '•• :-• 'Y'1 4 TYPICAL PIPE EXCAVATION at FTG (E)SLAB & FOOTING 39" 9/16" dia. HOLE w/SIMPSON SET-XP EPDXY PER ICC-ESR #2508 EX. FDN (N) FDN. FTG NOTE : SPRAY BONDING AGENT (INTRALOK OR SIMILAR) AT THE JOINT BETWEEN OLD AND NEW CONCRETE PRIOR TO POURING NEW CONCRETE. ESI/FME W i� 2 oa W O t� CII-I ONE 1 W CI) z W Mre w 1 0) Qz LLJ uj cp Luz w cc 0) W co CD CY) 0 CO co CV N u7 LC) COco COco I I d- f ti1- ti uJ -- x O Q 0_w 5 14 2021 N- Z- QW WCe W 0_ O L W Z W ' Ce W0)NW W N. =D - MaZ W L7 M d = = Z M 7 U H W t/1 W O L; 0 W J Li2 U Q Q Z DM¢cJr I -I Ww = U J X7Q~ V) Qce z N = J = M Y W 0 < Ce X -1 U _ Zm2O Z..U0)J QQ',CWU zo w 0 0) c r� uJ dui Q F ax 1-OWM x n-axW CCP- t7L2 L'7r�pu 0, O> iNirw4.1 _ U J r . - x 240 WO., 7 o N 4 w F W Z J X 0 ,jj J CnhZ Ly 6 wu < r 0 Revisions A 1st P.C. 05/05/21 A CLIENT / \ CHANGES 05/14/21 CHANGES DUE \ TO EXISTING 10/11/22 CONDITION Job No. M077 Drawn: KF Date: 02/16/21 Sheet FD1 10 EXTERIOR HOLDOWN @ EXSITING FOOTING HDU= ICC-ESR-2330 HTT= IAPMO-ES-ER-130 5 NEW FOOTING TO EXIST. FTG. 1. E.N. 2. Flr. Sht'g. ^ (3. Simpson MSTI60 or MST48, U.N.O. 3� >5. Scab -On Flush Beam 6xx8to Existing 2x Rafter 16. Scab -On 4x8, L=6'-0" to M=L x .2 STRAP ST6236 MST48 MST60 @ DBL TJI/LVL PSL AT TOP MSTi60 MSTi72 ESI/FME DM-S- ', JOIST DRAG STRUT z 1. Floor Sht'g. / Deck Sht'g. 2. 2x Rim Joist 3. 2x Blk. or Double 2x 4. Wall Below 5. Simpson CS14 E/S of Post to Stud Below 6. 4x4 Post @ 48" o.c. ESI/FME TOP OF GUARDRAIL A L3� L-, 1. Boundary Nailing 2. Existing Roof Rafter 3. Edge Nailing 4. Existing 2x Stud Wall 5. Existing Double Top Plate 6. New 2x Wall 7. Existing Roof Sheathing 8. New Roof Sheathing 9. New 2x Rafter 10. Cut Back Existing Roof Sheathing to Allow New Studs to Bear on Existing to Plates Sc Add Boundary Nailing 11. Add 2x Blk'g. w/16d Nails @ 6" o.c. 12. New Floor Sheathing 13. Add 3x Blk'g. Between ^ Studs \114. Add 6x8 Scab -On L=4'-0" L 3, for Strap 15. 16d Nails @ 6" o.c. From 2x Scab -on to M=L 16. Simpson Y4"x4y" Long SDS Screws @ 18" o.c. to Top Plate Along Entire M=L Length 17. Simpson y4"x6" Long SDS Screws © 6 o.c. Over Shear Wall /18. Simpson MST48 or MSTI60 \19. (6)A35's From 6x8 L-3 `" Scab -On to Top Plates ESI/FME SHEAR TRANSFER • 12" PANEL WIDTH* WDW. OPNG. • 1. Db1.2x Sill 2. Dbl.Top Plates 3. (1)Simpson CS16 * w/10d @ 2" o.c. @ Ea. Ea. Corner Over Plywd 4. 2x Blocking 5. Shear Wall Edge Nailing. i * U.N.0 See Framing Plan, Typ. ESI/FME DM-C-E SPECIAL SHEAR AT WINDOW OPENING CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATE1O/ZrJ/2O22 BY 1. Floor Sheathing 2. 2x Deck Joist Lapped & Spiked to I -Joist w/(2)Rows of 16d Common Nails @ 6' o,c, (3" Long) Clinched 3. I -Joist (See Plan) 4, Provided Full HT Web Filler Between Deck Joist and I -Joist ESI/FM E P CONNECTION BETWEEN -JOIST & DECK JOIST 200 lbs. 1 1/2" SQ. STEEL HANDRAIL .1:- 1 1/2" SQ. SOLID STL BALUSTER @ 48" 0.C. MAX. w/ 1/4" SQ. MTL. PICKETS CO 4" 0.C. MAX. EDGE OF BASE PLATE ALIGN WITH EDGE OF RIM JOIST 2. 3. 4. 5. 2„ 3/4„ 4" Sq. x 3/8" Mtl. Plate (A36 Steel) 3/4 2" 3/4" w/(4)3/8" Dia. x 8" Lags 2x Rim Joist w/(3)1 6d Nails into Blk. and into Each Deck Joist 4"x Blk. w/(2)A35's @ Ea. End into Deck Joist 2"x Deck Joist or 2x D.J. Blk'g. Wall or Header (See Plan) (2)Simpson CS16 w/(8)10d Nails © Ea. End of Strap (Total of 16 Nails per Strap). Install Strap Next to Guardrail Base Plate. (Extend Strap to Hdr.) Cantilever Deck Joist Condition: Strap CS16 to Top & Bottom of Deck Joist on Each Side of Steel Base Plate ESI/FME Q GUARDRAIL CONNECTION 0 witior 411F 0 0 0 • 0 0 A 0 1. Boundary Nailing 2. Existing Roof Rafter 3. Edge Nailing 4. Existing 2x Stud Wall 5. Existing Double Top Plate 6. New 2x Wall to Existing Top Plate 7. Existing Roof Sheathing 8. New Roof Sheathing 9. New 2x Rafter 10. Cut Back Existing Roof Sheathing to Allow New Studs to Bear on Existing to Plates & Add Boundary Nailing 11. Add 2x Blk'g. w/16d Nails @ 6" O.C. 12. New Floor Sheathing 13. Add 2x Blk'g. Between Studs 14. New M=L w/E.N. 15. Simpson )/4"x4)/2" Long SDS Screws @ 6" o.c. 0 SEE PLAN ESI/FME R SHEAR TRANSFER SD1 0 ipt 0 0 0 A L3� SEE PLAN 0 0 CO 0 0 'LSEE PLAN 0 1. Boundary Nailing 2. Existing Roof Rafter 3. Edge Nailing 4. Existing 2x Stud Wall 5. Existing Double Top Plate 6. New 2x Wall 7. Existing Roof Sheathing 8. New Roof Sheathing 9. New 2x Rafter 10. Cut Back Existing Roof Sheathing to Allow New Studs to Bear on Existing to Plates & Add Boundary Nailing 11. Add 2x Blk'g. w/16d Nails @ 6" o.c. 12. New Floor Sheathing 13. Add 3x BIk'g.Between Studs, /3^ 14. Addr4x8 Scab -On L=6'-0" for Strap 15. 16d Nails @ 6" o.c. From 2x Scab -on to M=L 16. Simpson y4'x4y2" Long SDS Screws @ 18" o.c. to Top Plate Along EntireAM=L Length /3; 17. Simpson()/4"x8" 'Long SDS Screws @ 6 o.c. Over Shear Wall 18. Simpson MST48k or MSTI60) n /3\ L-� ESI/FME SHEAR TRANSFER alt. loc. K 1- E.N. 2-Sheathing 3-Simpson ST6224, UNO MSTi48 @ DBL TJI/LVL/PSL @ Top 4-Stud Wall or BM. 5- Beam or TJI or LVL, PSL. (See Plan) STRAP ST6236 MST48 MST60 @ DBL TJI/LVL PSL AT TOP MSTi60 MSTi72 ESI/FME DM-S- JOIST DRAG STRUT 1. A35 @ 48" o.c* 2. Roof Shtg. 3. 2x Roof Rafters 4. 2x Blocking 5. Bottom of Beam @ Clg. Ht. 6. Edge Nailing 7. Top of Beam 8. Drop Beam (See Plan) *U.N.O. ESI/FME DM-C-H L NOTCHING OF BEAM 1. Flr. Sheathing 2. Flush Beam See Plan 3. 2x Deck Joist / or Rafters 4. (3) Rows of 16d Nails @ 16" O.C. 5. Deck Sheathing or Roof Sht'g. 6. Edge Nailing 7. Simpson CS1 6 @ 48" o.c. 8. Hanger * U.N.O. 12" ESI/FME DCK-001 b M N DECK DETAIL 1- Post Or Stud (See Plan) 2-SimpsonMST-48 * 3-Cut through Sht'g to install strap (See Plan) 4-Coil Strap (See Pan) ALTERNATE FOR COIL STRAP COIL STRAP TABLE Simpson Coil Strap CS16 CS14 CMSTC1 6 CMST14 CMST12 'L'Min. Length Of Strap 13 16 20 30 39 ESI/FME HOD-001 POST TO POST HOLDOWN 0 0 0 2. Simpson ST6224 * 3. 2X Sill Plate 4. Bm or Dbl.Jst or PSL 5. Wrap Strap Around Bm. 6. Additional Holdown Condition If Required 7. 2x Stud 8. CS Holdown Strap (See Plan) * U.N.O. CS HD Strap "L" Min. Length Of Strap To Stud Or Post CS16 13" CS14 16" ® CS Holdown Strap Condition ESI/FME DM-S- 0 TIE DOWN CONNECTION F G Plywood Sheathing CO Floor: 10d's @ 6" o/c U.N.O. @ Roof: 8d's @ 6" o/c U.N.O. 2. Rim Joist or Blkg. 3. Double Top Plates 4. 2x Stud Wall Per Plan 5. Simpson A-35 @ 48"o/c UNO 2 3 4 EN © ROOF 4" o/c 3" o/c 3" o/c EN @ FLOOR 4" o/c 3" o/c 3" o/c 2" o/c COM A-35 SPACING 32" o/c 24" o/c 16"o/c 8" o/c ESI/FME SHEAR TRANSFER 1. 2x4, L=24", Shim w/ (6)16d If Required 2. Simpson BC44 3. King Post See Plan 4. Simpson BC 5. Beam Per Plan 6. x Hip, See Plan ESI/FME CON-035a HIP BM CONNECTON 0 0 0 0 1 • 0 11111111111111111111111111r 14 III Irmo 0 1. Edge Nailing 2. Double Joist if Applicable 3. Simpson A35 @ 48" o.c., u.n.o. 4. Alt. Location of A35F @ Dbl. Jsts. 5. Studwall or Beam 6. F/J or Blk'g or Timberstrand Joist/Blk. 7. TJI or TJI Blk. 8. Dbl.Top Plates 9. 12d Nails @ 8"o.c, u.n.o .x A35 spacing .x 12d Spacing .1 32" .1 6" .2 24" .2 4" .3 16" .3 3"stagg. .4 8" .4 ** Note: At Exterior Wall Condition, Provide Timberstrand Rim Joist @ TJI Condition ** At Det. H-4/SD2, Provide A35 @ 8" o.c. w/ Timberstrand Joist/Blk At TJI Condition ESI/FME DM -S- H JOIST SHEAR CONNECTION 0 0 0 1. 2x Rafter/Joist or TJI 2. 2x Blocking or TJI 3. Simpson WB126 or CS16 w/10d Nails * 4. Stud Wall 5. E.N. *U.N.O. ** 2" Spacing For CS16 1. TJI Blocking 2. 10d @ 6" o.c _ 3. Simpson WB126 or CS16 * Y* U.N.0 ** 2" Spacing For CS16 111111111 1.4"** 2'-4„ �� 18'-0„ 0 0 0 iFR km 1.-►u esue 11:4 ** II`II`II �►�■om■E �■�■►`,1�_1�_ 1 15 6" 18'-0" 2'-4„ 1 0 ESI/FME DM-S- 1 PERPENDICULAR DRAG STRUT 0 W 0 1. Beam (See Plan) 2. Simpson ST-6224 3. For Bearing Cond. See Plan. ESI/FME J BM TO POST CONNECTION A B O 0 1. 1 x Starter Bd. @ Exp. Eaves 2. Roof Sheathing 3. Roof Rafter 4. Simp.H1 @ 48" 0.C. * 5. Top Plate 6. Edge Nailing 7. Simp. RBC @ 48" 0.0 * 8. (3)8d Toenails @ Ea. Rafter 9. 2x Ceiling Joist Lapped & Spike to Each Rafter w/(4)1/4 x 3" SDS Screws .X .4 SPACING RBC 48" o/c 32" o/c 24" o/c 16" o/c E. N 6" 6" 6" 4" ESI/FME DM-S- EAVE RAFTER SHEAR CONNECTION ALT CONDITION 1. 1x Starter Bd. @ Exp. Eaves 2. Roof Sheathing 3. Roof Rafter 4. Simp.H1 @ 48" 0.C. * 5. Top Plate 6. Edge Nailing 7. Simp. RBC @ 48" 0.0 * 8. (3)8d Toenails @ Ea. Rafter X SPACING H1 RBC E.N .1 48" o/c 48" o/C 6" .2 32" o/c 32" o/c 6" .3 24" o/c 24" o/c 6" .4 16" o/c 16" o/c 4" ESI/FME DM-S- EAVE RAFTER SHEAR CONNECTION EQ 0 0 C �r- EQ 1. Simp.ST 6224*/Alt. CS14*, L=40" Alt. MST1 48 at TJI Framing And Parallam 2. See Plan for Brg. Condition 3. Drop Beam, See Plan Alternate: TJI Jst. or Dbl Jst. 4. Plywd. Shtg w/E.N See Plan. *U.N.O. .X .2 Strap ST6236 MST48 @ Dbl. TJI and Parallam MSTI60 MSTI72 ESI/FME DM-S- DRAG CONNECTION 1. Simpson ST 6224*/Alt, CS14*, L=40' Alternate: MSTi 48 at TJI Framing And Parallam 2. (2) 2x Or Beam, See Plan 3. Edge Nailing Sheathing 4. (2) 2x Or Post, See Plan * U.N.0 Equal Equal X Strap @ Dbl. TJI and Parallam .1 ST6236 MSTI60 .2 MST48 MSTI72 ESI/FME DM -S- D E DRAG STRUT - FLUSH 1. Beam 2. Post or Mult. Stud. 3. 2X Studs 4. Simpson ST6224 * 5. Flush Beam 6. (3)16d E/S * U.N.0 ESI/FME DM-S- BEAM POCKET DRAG CONNECTION Qz LLJ z 0) W O 0) O 1- CO co c N I I LCD LC) OD co 00 00 I I ti ti uJ z .. O ¢ o- u_ = W Ce Ce¢ w j M W Z W ( ce W M W m r w nrmw =Nrauj Ce W N.Ce m 00 MQ'- MdZwL7 M d O = Z M 7 U H W t/1 WO j 0 W J Li U M I - a' Z DM.TOr 1-1. W M O U J Z2¢1-z i _' = Z - M> La Z J r ¢ o U Zx U U M Z .. U J ¢Ce¢w¢ AID Q K U zo w 0 Q c Revisions A 1st P.C. 05/05/21 A CLIENT / \ CHANGES 05/14/21 ^ CHANGES DUE \ TO EXISTING 10/11/22 CONDITION Job No. M077 Drawn: KF Date: 02/16/21 Sheet SD1