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MA 2016-0005• City of La Quinta 78-495 Calle Tampico La Quinta, California 92253 PHONE:760.777.7125 FAX:760.777.1233 Office UseOnl yy s "``j} Case Number Accepted Assigned By To 30-Day Deadline S f [Notes: 40 RECEIVED JUN. 0 6 2016 CITY OF LA QUINTA . COMMUNITY DEVELOPMENT Planning Stamp —`� k MMOR ADJUSTMENT U APPLICATION Mho.;1:1`ME t _ Sections A. B and C are to be completed by. the applicant in their entirety and shall be- accompanied ,by all listed plans, studies, reports and exhibits listed in Section D unless specirically waived by. the appropriate City staff. member and noted thereon: SECTION A - PROJECT INFORMATION Project Name: Requested Adjustment: ?2!L710 �Z�� -Gam- )q5;iq.e LO1-11^-!AJ APN #(s): 7 De:70D� Site Address/ Location- S3- $!D bcy_� AIM 411MG , Z-# a4LAI1 ,G General Plan: Specific Plan - Proposed Phases: Minor Adjustment Application City of La Quinta - Planning Department ■ 760.777.7125 PAApplication Submittal Forms\Applications\MA\MA Application - 05.20.13.doc Zoning: Proposed Use: Related Cases: Page 1 of 7 05.20.13 SECTION B - STATEMENT OF FINDINGS The purpose of this form is to provide a detailed statement addressing the required findings that must be made in order for a minor adjustment to be granted. Please use a separate sheet if needed. Surrounding Uses. Why will approval of the variance not create conditions materially detrimental to the public health, safety and general welfare or injurious to or incompatible with other properties or land uses in the vicinity? 7- ,Gll/ LIL lS��//I_ h�- ViNI!Cf' s`!4��co �D�a�l,�/ SECTION C - APPLICANT/OWNER INFORMATION Applicant: ,/lr Zi ' / // i1L -- Owner(s): Architect: 4� f4ff (Email) (Phone) (Mailing Address) (Name) (Mailing Address) (Name) (Phone) 4 i l; (Mailing Address) G 3y9/ . (California State License #) Applicant Certification Of 4 (Email) I certify that I have read this application packet in its entirety and understand the City's submittal and review process and the requirements for this application. I further certify that each application item submitted as part of this application is consistent with the. minimum required contents for that item as described in Section D of this application. I understand and agree that if during the processing of the application, it is determined the information does not strictly meet such standards or contains errors or omissions, clarification and/or supplemen I information may be required and the preparation of such information may be conside d, in the Planning Director's judgment, an unreasonable delay and will result in a pension of processing time limits in accordance with the California Code of Regglati , Title 14, Section 15109. Applicant's Signature: Date: Print Name: AA&Y/N 1*41b2/NkDLAn f Minor Adjustment Application Page 2 of 7 City of La Quinta - Planning Department ■ 760.777.7125 05.20.13 . P:\Application Submittal Forms\Applications\MA\MA Application - 05.20.13.doc • Owner Certification I certify under the penalty of the laws of the State of California that I am the property owner of the property that is the subject matter f this application and 1 am authorizing and hereby do consent to the filing of this appli r tion and acknowledge that the final approval by the. City of La Quinta, if any, may res �t in restrictions, limitations and construction obligations being imposed on this real ro erty. Owner uthorized Agent ignature*: Date: 10: 4,/ Print Name(s): AA11DAl �iu,�oGlGfi *An authorized agent for the owner must attach a notarized letter of authorization from the legal property owner. Any off -site work identified on the plans must be accompanied by a statement of authorization with a notarized signature of the subject property owner. SECTION D - APPLICATION SUBMITTAL REQUIREMENTS Additional information may be required based -on review of the project description. Submittal waivers may be obtained through staff consultation, a pre -submittal meeting, or a preliminary review application. No applications will be accepted by mail.. APPLICATION SUBMITTAL REQUIREMENTS— INITIAL TO BE COMPLETED BY CITY STAFF Each of the following items is required for submittal unless a waiver is granted by. City Staff. Any waiver # of E- m must be confirmed by initialing of this form by the # of copies Waiver E > person granting the waiver prior to submittal. Please see paper in PDF . OK'd by Section D for' the description and completion copies format (onCD- (initials) cn requirements of each item. ROM) FS=Full Size /R=Reduced to 11"x17" FILING FEES ❑ ❑ Filing Fees Receipt 1 NA APPLICATION INFORMATION ❑ ❑ Application w/Statement of Findings 1 1 NA ❑ ❑ Site Photographs 1 1 PLAN SET ❑ ❑ Index Sheet 5FS/1 OR 1 NA ❑ ❑ Site Plan 5FS/1 OR 1 NA ❑ ❑ Floor Plan 5FS/1 OR 1 PRIMARY REPORTS/STUDIES/EXHIBITS ❑ ❑ Preliminary Title Report 1 1 Minor Adjustment Application Page 3 of 7 City of La Quinta - Planning Department - 760.777.7125 05.20.13 P:\Application Submittal Forms\Applications\MA\MA Application - 05.20.13.doc ... ...... . ....... ... -0 Date Paid: Wednesday, June 08, 2016 Paid By: MORTON FIRESTONE Cashier: MFA Pay Method: CHECK 1329 �T June 15,2016 Mr. Anton Marinkovich 550 S. Oleander Road Palm Springs, CA 92264 • • . SUBJECT: MINOR ADJUSTMENT 2016-0005 53-510 DEL GATO DRIVE Dear Mr. Marinkovich: The Design and Development Department has reviewed your Minor Adjustment application (MA 2016-0005), pursuant to Section 9.210.040 of the City of La Quinta Zoning Code. REQUEST: Grant up to a 3.75% adjustment to decrease the minimum rear yard setback area from 20'- 0" to 19'-3". DECISION: Approval is granted for the requested adjustment. based on the following findings and subject to the conditions of approval listed below: 1. Minor Adjustment 2016-0005 is consistent with the La Quinta General. Plan, in that the proposal does not alter the approved land use for the property, or affect land use on surrounding similar properties. 2. Minor Adjustment 2016-0005 is consistent with the intent of the La Quinta Zoning Code, in that the requested adjustment will be conditioned to comply with all other development standards as required under said -Zoning Code. 3. Processing and approval of Minor Adjustment 2016-0005 is in compliance with the California Environmental Quality Act. The adjustment requested falls under CEQA Guidelines Section 15305(a) as a "Minor Alterations to Land" - Class 5 Categorical Exemption. 4. Approval of Minor Adjustment 2016-0005 is not detrimental to the public health, safety and general welfare, nor injurious or incompatible with other properties and land use in the vicinity. The adjustment has no impact on health or safety issues, and will not affect.physical land use characteristics in the vicinity. 78-495 Calle Tampico I La Quinta I California 92253 1 760.777.7000 1 www.Lawww.LaQuinta.org CONDITIONS OF APPROVI • 1. A building permit shall be obtained prior to construction. 2. The proposed construction shall comply with all other development standards as required under the La Quinta Zoning Code. Please be advised that the City only approves three Minor Adjustments per lot, regardless of the percentage of the development. standard adjusted. This approval relates only to allowance of the increase as stated above, and does not imply any entitlement or approval of a building permit for any structures shown on the plans on file. All other development standards of the La Quinta Zoning Code are applicable and shall be ad.hered to in preparing plans for building plan check. If you have any additional questions, please contact me at 760-777-7069. Sincerely, Carlos Flores Associate Planner I 2 - i - I I : I I ,11 I i I I , � El -------1 � ,-.I-- � 6- -� ... L, --- 3�1 - --- - I I - I I I I I P, :* - I , I ]I z , � V I-T ft� N--�# � I I I ! 9 ,q, � � , , - SHEIET INDEX UW? ,I I I Z. 6�,(;gi � . � ; 11 'O : ;ir-i I � � I I I 18-9�2� 'i I - I 1,12''i I I I I AWHIWMAM 0 M, j . I i I -i- -, - �.Ju ,'� Li- : �; �� r�,-y rj (,,�-,�)�,) "' I I - ZL, � I " :* � � I �.,, -,, I I PROJECT IINFORMATION / SITE PLAN � - ��:, I I I (,--� 1 �, I 1 2 FLOOR PLiAN AND ELEVATIONS , �.t, � I 4 1 - ,-,3,50) U �� I I I , I 1-0 W ,r�� 1�x I� W I I I ( I..- ,,�, �'k, C`1 � ,4 1 1 t '- I I I-, ... I I I ,,,L'-, 'j-11 " I i Z) 91 V) � I I : I � >- STR14TURA. U.Q �6�L : I , z I , I I ; I �- , Z �. � 11 jL L6 'r I I i . 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WOOD C❑NT TESTS AND INSPECTI❑NS STRUCTURAL ❑BSERVATI❑N GENERAL N❑TES CODE, i, PR❑VIDE ALL STRUCTURAL MATERIAL FROM TESTED STOCK, FURNISH ALL W❑❑D C❑NSTRUCTI❑N PER INTERNATIONAL BUILDING STRUCTURAL ❑]BSERVATI❑N IS REQUIRED IN ACCORDANCE W/ SECTI❑N 4-211 OF REINFORCING STEEL COMPLYING WITH ASTM A615, GRADE 60, COPIES OF TEST REP❑RTS T❑ ARCHITECT & GOVERNING C❑DE AUTHORITY D W❑RKMANSHIP IN COMPLIANCE WITH THE PROVIDE RE - THE 2013 CALIIF❑RNIA ADMINISTRATIVE C❑DE STRUCTURAL ❑BSERVATION SHALL PERF❑RM C❑NSTRUCTID1A AN DRAWINGS SPECIFICATI❑NS AND THE 2013 CALIFORNIA BUILDING CODE TUAL D H❑LES PROVIDE REINFORCING STEEL T❑ BE WELDED C❑MPLYING WITH ASTM A706, FRAME S AND SHEAR ALL STRUCTURAL LUMBER SHALL BE D❑UGLAS FIR, UNLESS N❑TED ❑THERWISE ' C), (2013 CBC) & 2012 INTERNATIONAL BUILDING CODE (2012 IBC). GRADE 60, FOR REINFORCING STEEL AT DUCTILE MOMENT ASTM A70 6 AND ACTUAL YIELD AND C❑NFORM T❑ THE GRADING R ULES ❑F THE WESTERN W❑❑D PR❑DUCTS WALLS, PR❑VIDE REINF❑RCING STEEL MEETING STRENGTH BASED ❑N MILL TESTS N❑T T❑ EXCEED SPECIFIED YIELD BY_M❑RE ASSOCIATION, G❑VERNING CODE AUTHORITY CITY ❑F LAQUINTA, CALIFORNIA. THAN 18,000 PSI AND THE RATI❑ OF ACTUAL ULTIMATE TENSILE .STRESS TO THE C❑NTRACTOR SHALL C❑❑RDINATE THE WORK OF ALL TRADES AND VERIFY ACTUAL YIELD TENSILE STR ESS SHALL N❑T B E LESS THA N 1,25, A) 2x LUMBER -GRADE #2 B) 4x L UMBER -GRADE #2 ALL DIMENSIONS PR I❑R T❑ THE START ❑F C❑NSTRUCTI❑N. NOTIFY THE PROVIDE WELDED WIRE FABRIC COMPLYING WITH ASTM A82 AN D A185 LAP C) 6x BEAMS, LEDGERS AND P❑STS -GRADE #1 " STRUCTURAL ENGINEER ❑F ANY DISCREPANCIES ❑R INCONSISTENCIES, D❑ NOT WELDED WIRE FABRIC MINIMUM 1-1/2 SPACES ❑R 12 INCHES, PROVIDE D) STUDS AT 16 ❑,C, (U,N,❑. ON PLANS) SCALE DRAWINGS DEFORMED WIRE STIRRUPS C❑MPLYING WITH ASTM A496 AND A497, EXTERIOR .BEARING STUDS SECTIONS, AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED ALL DETAILS, SE , BE FREE ❑F L❑❑SE AND FLAKY RUST. AND SCALE, GREASE ❑R 1) FROM O FT T❑ 9 FT - 2x4 STUD GRADE ❑NS ELSEWHERE T❑ BE TYPICAL AND SHALL APPLY T❑ SIMILAR SITUATIONS ALL BARS SHALL OTHER MATERIALS WHICH MIGHT A FFECT ❑R IMPAIR BOND, 2) FROM 9 FT TO 1 1 FT - 2x4 GRADE #2 S AND DETAILS ❑N THE DRAWINGS UNLESS N❑TED ❑THERWISE, SPECIFIC NOTES ❑M 11 FT TO 15 FT - 2x6 GRADE #2 3) FROM TA KE PRECEDENCE ❑VER THESE GENERAL N❑TES AND TYPICAL DETAILS, REINFORCING STEEL AT SPLICES, AT WELL ST AGGERED LOCATI❑ NS AND T❑ LAP RE - AND INTERIOR N❑N BEARING STUDS; CONTRAC T❑R SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE THE FOLL❑WING MINIMUM L ENGTHS UNLESS NOTED OTHERWISE: EXTERIOR 1) FROM 0 FT T❑ 14 FT 2x4 STUD GRADE AND SHALL REP❑RT ANY DISCREPANCIES T❑ THE STRUCTURAL ENGINEER, - 2) FR❑M 14 FT T❑ 20 FT 2x6 STUD GRADE #3 AND #4 2`-0" #8 5'-3" ARCHITECTURAL, MECHANICAL, ELECTRIC AL AND PLUMBING DRAWINGS ARE TO #5 2'-6" #9 6'-9' #10 8'-6" RI❑R BEARING STUDS INTERIOR BE CONSIDERED PART ❑F THE D❑CUM ENT PACKAGE AND ARE TO BE USED TO #6 3'-0" 1) FROM ❑ FT TO 11 FT - 2x4 STUD GRADE ❑N AND CONFIGURATIONS INCLUDING BUT NOT LIMITED TO DEFINE LOCATION #7 4'-3' #11 10'-6" 2) FROM 11 FT TO 12 FT - 2x4 C❑NST GRADE C❑NCRETE CURB HEIGHT AND L❑CATI❑N. FLOOR DRAINS, SLAB DEPRESSIONS, SPLICE REINFORCING STEEL WHERE INDICATED PER PLAN, _ 3) FR❑M 12 FT T❑ 20 FT 2x6 STUD GRADE ROOF ❑PENINGS, DUCT. PENETRATI ELECTRICAL ❑NS EL CONDUIT RUNS, WINDOWS, EQUIPMENT, DOORS, ❑ AND EQUIP C❑NNECTIDNS F❑R PIPES DUCTS A ALL REINFORCING SHALL BE SECURELY TIED AND BRACED IN PLACE PRIOR TO SILL PLATES ( P,T,D,F,) _ C❑NST/ST D E) SI N❑N-BEARING INTERI❑R AND EXTERI❑R WALLS, SLOPES, STAIRS, RAILINGS, AND F> T❑P & B❑TT❑M PLATES - C❑NST/STD WATERPRO❑FING. PLACING CONCRETE. G) BL❑CKING -STD ❑R BETTER REFER T❑ THE ARCHITECTURAL SPECIFICATIONS (WHERE APPLICABLE) FOR MINIMUM CLEAR DISTANCES BETWEEN BARS INCLUDINGAREAS AT SPLICES MIN GREATER, MINIMUM REFER T❑.ARCHITECTURAL DRAWINGS FOR ADDITI❑NAL APPEARANCE INF❑RMATI❑N N❑T C❑VERED BY THESE GENERAL N❑TES ❑R THE STRUCTURAL SHALL BE 1 INCH ❑R 1 BAR DIAMETER, WHICHEVER IS OR 1-112 BAR = REQUIREMENTS,. (SAND BESTING/R,S ROUGH SAWN. CLEAR DISTANCE AT C❑LUMNS SHALL BE 1-112 INCHES DRAWINGS, DIAMETERS, WHICHEVER IS GREATER; IN TERIOR N❑N-BEARING WALL HEADER SCHEDULE ALL ❑MISSI❑NS OR C❑NFLICTS BETWEEN THE VARIOUS ELEMENTS FOR THE DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME (U.N.O. ❑N PLANS) ,_ ' _ TI❑NS WHERE DRAWINGS (AND/DR ARCHITECTURAL SPECIFICATIONS AND SIZE GRADE SPACING AND NUMBER AS THE SPECIFIED VERTI CAL REINF❑RCING _ /STD LESS THAN 4 0 Cll 2x4 C❑NST APPLIWORKING ABLE) SHALL BE BR❑LIGHT T❑ THE ATTENTI❑N ❑F THE ARCHITECT AND SHALL LAP AS NOTED ABOVE, UNLESS NOTED OTHERWISE, " - T❑ 5 0 4x4 ❑R (2)-2x4 C❑NST/STD STRUCTURAL ENGINEER BEF❑RE PROCEEDING WITH ANY ❑F THE WORK STRUC TO 7'-0' - 4x6 #2 INV❑LVED, APPROVAL BY G❑VERNING AGENCY DOES NOT CONSTITUTE G ❑R REINFORCING STEEL SHALL ONLY ❑(CUR WITH ASTM A706 BAR S WELDING, TO 10'-O' - 4x8 #2 AUTHORITY T❑ DEVIATE FROM THE PLANS OR SPECIFICATIONS. AND USING E-90XX LOW HYDR❑GEN ELECTR❑DES COMPLYING WITH .ANSI/AWS T❑ 13 -0 - 4x10 #2 ' " - T❑ 16 0 4x12 #2 FINISHED THE C❑NTRACT DRAWINGS AND SPECIFICATI❑NS REPRESENT THE FIN D1,4, MEANS AN D INDICATE ME STRUCTURE, UNLESS OTHERWISE S H❑WN, THEY D❑ NOT IND MAD E COLD, A LL SHEATHIN G SHALL BE STAMPED BY THE AMERICA N PLYW❑ ❑D ASSOCIATION METHODS ❑F C❑NSTRUCTI❑N. C❑NSTRUCTION MEANS, METHODS, TECHNIQUES, ALL REINF❑RCING BAR BENDS SHALL BE (APA) AND SHALL CONFORM TO THE`U,S, PRODUCT STANDARD CPS 1) WITH SEQUENCES AND PR ❑CEDURES ARE THE S❑LE RESP❑NSIBILITY ❑ F THE GUYS SUBMIT SHOP DRAWI T❑ ARCHITECT INDICATING REINFORCING PLACEMENT -VENEERED PANELS: COMPLY WITH EXTERIOR GLUE, COMPOSITE ❑R NON -VENEERED SUBFL❑❑R ADHESIVES APA N SHORING, BRACING AND CONTRACTOR, PROVIDE ADEQUATE ERECTION STATE, OSHA AND NATI❑NAL SAFETY STANDARDS,. DRAWINGS IN FOR RE VIEW PRIOR T O FABRICATION, PREPARE SH❑P DR I❑NAL RESEARCH B❑ARD REP❑RT NER-108. NATIONAL SPECIFICATI❑N AFG-OL, INSTALL PLYWOOD AND NON -VENEERED PANELS PER TH AT C❑MPLY WITH LOCAL C❑NF❑RMANCE WITH ACI 315, APA C❑NSTRUCTI❑N GUIDE, LATEST EDITI❑N, SEE STRUCTURAL FRAMING PLANS THE C❑NTRACT❑R IS S❑LELY RESP❑NSIBLE FOR ALL EXCAVATI❑N PROCEDURES F❑R THICKNESS AND TYPE ❑F FL❑❑R AND R❑❑F SHEATHING, SEE SHEAR WALL INC LUDING LAGGING, SH❑RING AND PR❑TECTIDN OF ADJACENT PROPERTY, N❑TES F❑R SIZE AND TYPE ❑F WALL SHEATHING, STRUCTURES STREETS AND UTILITIES C❑MPLYING WITH ALL LOCAL STATES' Y ALL OSHA, AND NATIONAL SAFETY STANDARDS, CONTRACTOR SHALL VERIFY SH EAR WALL NAILING ❑F HORIZONTAL AND VERTICAL DIAPHRAGMS SHALL BE INSPECTED DIMENSIONS AND CONDITIONS AT THE SITE AND SHALL REPORT ANY DIMEN AND APPR❑VED BY THE BUILDING DEPARTMENT PRI❑R TO C❑VERING, DISCREPANCIES TO THE STRUCTURAL ENGINE ER, THE CONTRACTOR SHALL BE ALLW❑RK AND MATERIALS INCLUDING STRUCTURAL 1 RATED SHEATHING, WALL SHEATHING SHALL BE 3/8" THICK, APA STRUCT ALL NAILS USED IN TIMBER-TOTIMBER C❑NNECTI❑NS SHALL BE COMMON OR RESPONSIBLE F❑R (❑ORDINATION OF TH❑SE FURNISHED. BY SUB-C❑NTRACTORS, 24/0 SPAN RATING EXP❑SURE 1, SIZE AND NAILING PER SHEAR WALL G SHALL CONFORM TO THE APPLICABLE COATED SINKER NAILS AND NAILING i/2' AT SHEAR PANEL 4 AND 5, SCHEDULE U.N.O.BUILDING CODE, ALL NAILS CONNECTING PRE -MANUFACTURED METAL ]ITEMS THE C❑NTR ACTOR SHALL BE RESPONSIBLE FOR BRACING AND SH❑RING ALL ❑F WOOD SHEATHED SHEAR WALLS WITH 8d (OR 10d PER (CONNECTORS, HANGERS, STRAPS, ETC.) TO TIMBER SHALL CONFORM TO THE EXCAVATIONS, TEMPORARY AND EXISTING STRUCTURES AND PARTIALLY INTERIOR FIELD NAIL INTER MANUFACTURER'S CATALOGUE AND APPLICABLE I.C.C. REPORTS, COMPLETED PORTIONS ❑F THE W❑RK T❑ ASSURE THE S AFETY ❑F ANY ❑F ALL SCHEDULE) AT 12' ❑„C, WORK AND MATERIALS INCLUDING THOSE PERSONS COMING IN CONTACT WITH EDGES ❑F W❑ OD SHEATHED SHEAR WALLS, ALL STUD WALLS SHALL HAVE FIRE BLOCKING AT 10'-O' ❑,C, MAXIMUH, THE WORK. BLOCK ALL PROVIDE 3x (❑R 4x> MEMBERS AT ALL SHEATHING BOUNDARIES AND EDGES F❑R WHERE' WOOD IS IN CONTACT WITH CONCRETE OR MASONRY, USE PRESSURE THE C❑NTRACT❑R SHALL INVESTIGATE THE SITE FOR FILLED EXCAVATIONS OR WALL #3, #4 AND. AT ALL ADJOINING SHEATHING EDGES AT LOCATIONS TREATED D❑UGLAS FIR pR SHEET METAL C❑NNECTORS, LS ETC, IF ANY. SUCH BURIED STRUCTURES S UCH AS F❑UNDA TIDNS CESSPOOLS, THE STRUCTURAL ENGINEER BE IMMEDIATELY SHEAR WITH SHEATHING ON BOTH SIDES, A 1/2" EDGE DISTANCE IS REQUIRED FOR FASTENERS IN PRESERVATIVE -TREATED AND FIRE -RETARDANT -TREATED WOOD STRUCTURES ARE FOUND, .SHALL NOTIFIED, THESE NAILING C❑ND]ITI❑NS SHALL CONFORM T❑ SECTION 2304,9.5 ❑F THE LC.C, FASTENERS FOR THE SITE BY FIELD REPRESENTATIVES ❑F THE SHEAR .WALLS SHALL RUN T❑ UNDERSIDE ❑F R❑OF/FLOOR SHEATHING WITH - E OF - ETARDAN T TREATED W ❑❑D SHALL- B PRESERVATIVE -TREATED AND FIRE R HOT DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON OBSERVATION VISITS T❑ STRUCTURAL ENGINEER D❑ N❑T INCLUDE INSPECTIONS OF THE PROTECTIVE APPROVED BL❑CKING AS REQUIRED BRONZE OR COPPER, THE COATING WEIGHTS FOR ZINC -COATED FASTENERS CONSTRUCTION SUPPORT SERVICES METH ❑F C❑NSTRUCTI❑N, C❑NSTR MEASURES, ❑R M APPLIED DIRECTLY T❑ THE STUD WITH STUD ALL SHEATHING SHALL BE APPLI SHALL BE IN ACC❑RDANC E WITH "ASTM A 153', PERF❑RMED BY REPRESENTATIVES ❑F THE. STRUCTURAL ENGINE ER SHALL BE � 16' O.C. N NAILS TIMBER RIVETS WOOD SCREWS EXCEPTION. FASTENERS OTHER THAN VICES ❑N SERVICES DISTINGUISHED FROM CONTINUOUS AND DE TAILED INSPECTION SPACING N❑ GREATER. THAN AND LAG SCREWS S HALL BE PER MITTED TO BE ❑F MECHANICALLY DEPOSITED PERF❑RMED BY ❑THERS. OBSERVATION VISITS TO THE SITE BY THE PLATES AND STUDS ICN SHEAR WALLS SHALL N❑T HAVE H❑L ES LARGER THAN 1' ZINC C❑ATED STEEL WITH COATING WEIGHTS .IN ACCORDANCE WITH 'ASTM B ENGINEERS FIELD REPRESENTATIVE SHALL NEITHER BE C❑N STRUED A S DIA ❑R ANY NOTCHES WITHOUT THE APPR❑VAL ❑F THE STRUCTURAL ENGINEER, SS 55 MINIM UM. 695 CLASS " 'AF PA' INSPECTION NOR APPROVAL OF CONSTRUCTION, FASTENING FOR WOOD F❑UNDATI❑NS 'SHALL BE AS REQUIRED IN E& NATION B Y THE STRUCT URAL E NGINEER THE OBSERVATION " OVERSIZED AT CONNECTION ❑ F H❑LD❑ WN T❑ THE B❑ LT HOLES T❑ BE ll/16 ❑ TECHNICAL REPORTNo,7, F❑R PROPER FIELD STRUCTURAL ENGINEER SHALL BE NOTIFIED OF THE VARI❑US C❑NSTRUCTI❑N POST INSPECT❑ R T❑ VERIFY, THE QUALITY MARK SHALL BE ❑N THE STAMP ❑R LABEL AFFIXED T❑ PHASES, SPECIFIC H❑LD❑WN CONNECTORS SHALL BE TORQUED AS REQUIRED BY THE PRESERVATIVE -TREATED WOOD, AND .SHALL INCLUDE F OLEO WING1 F❑RMATI❑N� IDENTIFICATION ❑F TREATING MANUFACTURER, TYPE IN NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS BY ❑ THERS SHOW MANUFACTURER, M PRESERVATIVE RETENTION C cf), AND) USE FOR PRESERVATIVE USED, MINIMUM p OPENINGS, HOLES, POCKETS, ETC., IN STRUCTURAL ELEMENTS BUT ARE NOT BE COMMON FOR SHEAR WALL C❑ NSTRUCTI❑N. WHICH THE PRODUCT IS TREATED, 'AWPA" STANDARD TO WHICH THE [PRODUCT RAL DOCUMENTS, SPECIFICALLY DETAILED ❑N THE STRUCTURAL ALL NAILS SHALL - WAS TREATED AND IDENTITY ❑F THE ACREDITED INSPECTION AGENCY,, (CBC DURING AND AFTER C❑NSTRUCTI❑N, BUILDER AND/❑R ❑WNER SHALL KEEP SIMPSON SDS 1/4'x :SCREWS PER ICC-ESR 2236. 2 3031,8,1), S, DESIGN LOADS. L❑ ADS ❑N STRUCT LIRE WITHIN THE LIMITS ❑F D INFORMATION. LANS FO R ADDITINF❑RMA T❑ IONAL SHEAR WA ILL N❑T ES ❑N P SPECIFIED, ALL SILL PLATES IN CONTACT WITH CONCRETE OTHERWISE SPECIE UNLESS ❑T " REFER RE OR MAS❑NRY SHALL B E B❑LTE D T❑ THE C❑NCRETE ❑R MAS❑NRY WI THA 5/8 DIA ALL C❑DES AND SPECIFICATIONS NOTED ON THESE DRAWINGS SHA LL BE THE CONSTRUCTION OF PLYWOOD SHEAR WALLS T❑ BE WITH C❑MM❑N NAILS ONLY. BOLTS AT 48' O.C. ❑NS BY THE GOVERNING CODE LATEST APPROVED EDITIONS AND REVISIONS AUTH❑RITY HAVING JURISDICTION OVER THIS PROJECT. H❑LD❑WN B❑LT HOLES AT EACH END ❑F THE PLYWOOD SHEAR WA NOTE: NOTE: TS SHALL EXTEND A MINIMUM ❑F 7° INTO FOOTING, WITH 5" MIN, B❑L THE CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS PRIOR TO HAVE A TOLERANCE ❑F NO MORE THAN 1/18' (INSPECTION REQUIRED). BE TIGHTENED J UST PRIOR T❑ COVERING THE SHEAR WALL. A) ALL INT.❑ THE FIRST POUR ❑F C❑NCRE.TE,. SUBMISSION T❑ THE STRUCTURAL ENGINEER, .REVIEW THE SHOP DRAWING S HOLD❑WNS SHALL P❑STS WITH HOLD❑WNS ❑R UPLIFT STRAP S SHALL HAVE CONTINUOS EDGE B) PR❑VIDE A MINIMUM ❑F TW ❑ ANC40R BOLT PER PIECE OF SILL_ PLATE END, F❑R COMPLETENESS AND COMPLIANCE WITH THE C❑NTRACT D❑CUMENTS AND ALL WITH ❑NE ANCHOR B❑LT L❑GATED WITHIN 6' OF THE SPECIFICATIONS, SUBMIT A WRITTEN REQUEST T❑ THE STRUCTURAL ENGINEER NAILING. C) AT INTERIOR WALLS, ANCHOR BOLTS MAY BE SUBSTITUTED WITH 015' DIA SUBSTITUTION, SUBSTITUTIONS AND F❑R APPR❑VAL ❑F-ANY MODIFICATION ❑R SUBSTIT " " /4 ALL ANCHOR B❑LTS SHALL BE ATTACHED T❑ THE SILL PLATE WITH 3 x3 x1 POWER DRIVEN PINS AT 36" ❑,C. UNLESS NOTED OTHERWISE. P MODIFICATIONS MUST BE APPROVED PRIOR T❑ SUBMISSION ❑F THE SHOP.. SQUARE STEEL WASHER PLATES, _ SIMPS❑N PDPWL-300 SHOT PINS ICC ES ESR-2138, SHOT PINS SHALL NOT E SHOP `DRAWINGS AT DRAWINGS T❑ THE STRUCTURAL ENGINEER, CLOUD THE BE INSTALLED UNTIL CONCRETE HAS CURED FOR 7 DAYS MINIMUM, AT L❑CATIONS ❑F ALL M❑DIFICATD❑NS MAINTAIN A COPY ❑F ALL APPROVED L 4x MEMBER T❑ BE P ROVIDED UNDER THE FLOOR SHEATHING. T❑ RECEIVE SILL TWO -POUR FOUNDATIDNS, 2ND POUR SHALL HAVE 4 3/4' MIN DRAWINGS AT SITE DURING CONSTRUCTION, SHOP D NAILING AT SHEAR WALLS #4, #5 AND TWO SIDED APPLICATIONS OF SHEAR THICKNESS'AT SHOT PIN L❑CATIONS. SHOP DRAWINGS SHALL BE SUBMITTED T❑ THE BUILDING DEPARTMENT WALL #3. ALL BOLT HEADS AND NUTS WHICH BEAR AGAINST THE. FACE ❑F WOOD FABRICATION WITH ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FA ADJOINING PANEL EDGES SHALL BE 3 INCH NOMINAL ❑R WIDER FRAMING AT ADJ❑I MEMB ERS SHALL BE PROVIDED WITH WASHERS, NG SUFFICIENT TIME F ❑R REVIEW ❑F DESIGN INTENT (MINIMUM ❑F 10 WORKING AND NAILS SHALL BE STAGGERED WHERE NAIL S ARE SPACED 2 INCHES ❑N SHALL BE B❑RED WITH A BIT 1/32' TO 1/16° LARGER THAN DAYS), CENTER, H❑LES F❑R BOLTS THE N❑MINAL BOLT DIAMETER, ALL ASTM DESIGNATIDNS SH ALL BE AS AMENDED T❑ DATE UNLESS NO TED WHERE SHEAR PANELS ARE APPLIED ON B❑TH FACES ❑F A WALL AND NAIL RE TIGHTENED PRIOR TO APPLICATION OF PLYWOOD, ❑THERWISE. SPACING IS LESS THA N 6 INCHES OFF CENTER ON EITHER SIDE, PANEL. ALL B❑LTS SHALL BE JOINTS SHALL BE ❑FFSE T T❑ FALL ❑N DIFFERENT FRAMING MEMBERS ❑R PLASTER, ETC IN N❑ CAS E SHALL W❑RKING DIMENSIONS BE SCALED FROM PLANS, SECTIONS FRAMING SHALL BE 3 INCH N❑MINAL ❑ R THICKER AND NAILS SHALL BEI SOLID BEARING AT ENDS OF MISCELLANEOUS ❑R DET AILS ON THE STRUCTURAL DRAWINGS STAGGERED, SILL PLATES SHALL B E 3 INCH NOMINAL AND NAILS SHALL BE - PROVIDE MULTIPLE STUDS FOR ARE NOT SHOWN. BEAMS OR GIRDER TRUSSES WHERE P❑STS VIBRATIONAL EFFECTS ❑F MECHANICAL EQUIPMENT HAVE NOT BEEN THE STRUCTURAL ENGINEER, STAGGERED, SHALL BE C-D, C-C AND OTHER .H❑LES IN STRUCTURAL MEMBERS FO R PIPES AND C❑ NDUITS SHALL C❑MPLY C❑NSIDERED BY ALL W❑❑D STRUCTUFRAL PANEL SHEATHING WITH THE BUILDING CODE AND THE TYPICAL DETAILS ON SHEET S-3, N❑ FRAMING ❑F ANY TYPE SHALL BE CONCEALED PRIOR T❑ INSPECTION BY GRADES COVERED IN I.C,C, STANDARDS, G❑VERNING AGENCIES PR❑VIDE D❑UBLE FLp❑R JOISTS UNDER PARALLEL PARTITIONS WHERE THE LENGTH ❑F THE WALL ABOVE EXCEEDS'25% ❑F THE SPAN ❑F THE FL❑❑R GRADING AND DRAINAGE, ALL PAVING, FLAT WORK AND PLANTERS NEXT TO G ABREV IATI❑NS ABREVIATIDNS J❑IST. BUILDING SHALL BE PR❑PERLY GRADED TO CARRY WATER AWAY FROM S❑LID BLOCK AT BEARING WALLS,UN DER PERPENDICULAR PARTITIONS AND BUILDINGS, AB ANCHOR B❑LT RF ROOF ELSEWHERE AS REQUIRED PER I.C.C. 2308,` A) ALL BOLTS SHALL EXTEND A N❑ CHANGES ARE T❑ B E MADE T❑ TH❑SE PLANS WITHOUT THE KNOWLEDGE AND ABV ABOVE RJ ROOF J❑IST MINIMUM OF 7' INT❑ B) PR❑VIDE A MINIMUM OF TWO ANCHOR BOLTS PER PIECE CONS ENT ❑F THE STRUCTURAL ENG INEER WHOSE SIGNATURE APPEARS HERECIN. BAR REINF❑RCING BAR RR R❑❑F RAFTER 6" OF THE END OF SILL PLATE WITH ❑NE ANCHOR B❑LT L❑GATED WITHIN BD BOARD RT ROOF TRUSSES WITH 0,15" DIA, POWDER DRIVEN PINS AT 36" ❑/C UNLESS C) AT INTERIOR CONTINUOUS (OR SPECIAL) INSPECTION SHALL MEAN INSPECTION DONE BLKG BL❑CKING SIM SIMILAR SIMP SIMPS❑N PRODUCT WALLS ANCHOR BOLTS MAY BE SUBSTITUTED, , C❑NTINU❑USLY BY A REGIST SPECIAL INSPECTOR CURRENTLY LICENSED BY APPROVED BY THE ARCHITECT AND ENGINEER, BLW BELOW BM BEAM. SM SHEAR MAX MINIMUM SPLICE NAILING OF D❑UBLE. PLATES SHALL BE AS FOLLOWS UNLESS THE STATE AND THE CITY AND BN BOUNDARY NAIL SMS SHEET METAL SCREW OTHERWISE S PECIFIED (12)16d EACH SIDE OF SPLICE WITH NO ADJACENT BOB BOTTOM ❑F BEAM _SQ' SQUARE SPLICE WITHIN 4'-0", (SEE TYPICAL DETAIL ON S-3), BW BOTH WAYS SS SELECT STRUCTURAL CF CONTIN❑US FOOTING SSW SIMPS❑N STRONG WALL FACE NAIL TWO PIECE BUILT-UP BEAMS WITH 16d AT 12' ❑/C AT TOP AND F❑UNDATI❑N CIDH CAST-IIN DRILLED HOLE STD STANDARD BOTTOM, FACE NAIL MEMBERS OF THREE PIECE BUILT-UP BEAMS WITH 16d AT C J CEILINIG JOIST STL STEEL 12" ❑/C AT TOP AND BOTTOM T❑ ALTERNATE SIDES OF BEAM, PROVIDE ALLOWABLE SOIL PRESSURE 1500 PSF. ALL "REQUIRED FILL AND BACKFILL CL CENTEFRLINE SW SHEAR WALL ADDITIONAL ROW OF NAILING AT ALL BEAMS GREATER THAN 12' DEEP, `BOLT SHALL BE COMPACTED T❑ A T LEAST (90 %) ❑F THE MAXIMUM DENSITY COL C❑LUMf N THK THICK _ BUILT UP BEAMS ❑F F❑UR ❑R MORE MEMBERS, (SEE TYPICAL DETAIL ON S-3), - F COMP ACTION METHOD ❑ OBTAINABLE BY THE ASTM DESIGNATION (D 15S7 -70T) M C❑NC CC]NCR[ETE THR D TH READ ED ❑R PER SOILS REPORT CONT C❑NTIN❑US TN TOE NAIL BALLOON FRAME ALL STUD WALLS AT SLOPING CEILINGS U.N.O. CPE `CONY PANEL EDGES T❑C T❑P ❑F C❑ NCRETE " NATURAL GRADE ❑R APPROVED - CARRY ALL F❑❑TINGS A MINIMUM ❑F 12 INTO N D DEPTH T❑L T❑P ❑F LEDGER PRE DRILL ALL H❑LES F❑R 20d AND LARGER NAILS SPIKES AND LAG BOLTS. ELEVATION OF BOTTOM ❑F FOOTINGS SHALL BE AS D❑UBLE TOM T❑P ❑F MASONRY F❑R LAGS SHALL BE AS FOLLOWS: A) SHANK P❑RTI❑N-SAME TABLE 230419,1 FASTNENING SCHEDULE C❑NNECTI❑N FASTENNING (A,M) LOCATI❑N 3-8d COMMON (2 1/2'xO,131') 1, J❑IST TO SILL OR GIRDER 3-3'x0,131' NAILS T❑ENAIIL " q - .GAGE STAPLES 3 3 14 Y ' - ❑MM❑N (2 1/2 x0,131 ) 28dC 2, BRIDGING TO J❑IST 2-3'xO,131' NAILS T❑ENA:IL EACH END 2-3' 14 GAGE STAPLES 3, 1'x6' SUBFL❑OR OR LESS TO EACH J❑IST 2-8d COMMON (2 1/2'xO.131') FACE (NAIL 4, WIDER THAN i"x6' SUBFL❑❑R TO EACH JOIST 3-8d C❑MM❑N (2 1/2'xO.131") FACE INAIL 5, 2'SUBEL❑❑R TO J❑IST OR GIRDER 2-16d COMMON (3 1/2'x0,162') BLIND AND FACE NAIL. : 16d (3 1/2'xO,135' AT 16' ❑C 6, SOLE PLATE TO J❑IST OR BLOCKING 3'xO,131' NAILS AT 8' ❑C TYPICAaL FACE NAIL 3' 14 GAGE STAPLE AT 12' OC 3'-16d (3 1/2°xO,135') AT 16' OC S❑LE PLATE T❑ J❑IST ❑R BL❑CKING 4-3''xO,131' NAILS AT 16' ❑C BRACED WALL PANELS AT BRACED WALL PANEL 4-3" 14 GAGE STAPLES AT 16' ❑C` 2-16d COMMON (3 1/2° x0,162" ) 7. TOP PLATE TO STUD 3-3'x0,131' NAILS END NAAIL 3-3' 14 GAGE STAPLES 4-8d COMMON (2 1/2'x0,131') 8, STUD TO SOLE PLATE 4-3'xO,131' NAILS T❑ENA;IL 3-3' 14 GAGE STAPLES 2-20d COMMON (3 1/2'x0,162') 3-3"xO.131' NAILS END NIAIL 3-3° 14 GAGE STAPLES 16d (3 1/2'xO,135') AT 24' OC 9. DOUBLE STUDS 3'xO,131" NAILS AT 8" ❑C FACE (NAIL 3' 14 GAGE STAPLES AT 8' ❑C 16d (3 1/2'xO,135') AT 16' ❑C 10, D❑UBLE T❑P PLATES 3'xO,131" NAILS AT 12' OC TYPICFAL FACE NAIL 3" 14 GAGE STAPLES AT 12' ❑C q ' - 2 x0,162 ) 8 16d COMMON(3 1/ D❑UBLE TOP PLATES 12-3"xO,131" NAILS LAP SIPLICE _ _. 12-3" 14 GAGE STAPLES 3-8d COMMON (2 1/2'xO,131') 11. BL❑CKING BETWEEN J❑ISTS ❑RI 3-3'x0.131' NAILS T❑ENAIL RAFTERS T❑ T❑P PLATE 3-3' 14 GAGE STAPLES 8d (2 1/2"x0131") AT 6" OC 12. RIM J❑IST TO TOP PLATE 3"x0.131" NAIL AT 6' ❑C T❑ENAIL 3' 14 GAGE STAPLE AT 6' OC 2-16d COMMON (3 1/2'xO,162') 13. TOP, PLATES, LAPS AND INTERSECTIONS 3-3'x0,131' NAILS FACE NAIL 3-3' 14 GAGE STAPLES 14, CONTINU❑US HEADER, TWO PIECES 16d COMMON (3 1/2'xO,162') 16' ❑C ALONG EDGE 3-8d COMMON (2 1/2'xO,131') 15..:CEILING JOISTS TO PLATE 5-3°x0,131' NAILS T❑ENAiIL 5-3` 14 GAGE STAPLES 16, C❑NTINU❑US HEADER TO STUD 4-8d COMMON (2 1/2'xO,131') T❑ENAIL 3-16d COMMON (3 1/2'xO,162') MIN 1 7. CEILING JOISTS, LAPS OVER PARTITIONS TABLE 2308.10,4.1 FACE NAIL (SEE SECTION 2308,10,4,1, TABLE 2308,1 0.4,1) 4 3 xO,131 NAILS " 4-3' 14 GAGE STAPLES 3-16d COMMON (3 1/2 x0,162') MIN 18. CEILING JOISTS TO PARALLEL RAFTERS TABLE 2308,10,4,1 FACE NAIL (SEE •SECTION 2308,10,4,1, TABLE 2308,10,4,1) 4- 3"x0,131" .NAILS 4-3' 14 GAGE STAPLES 2-8d C❑MM❑N (2 'xO.131') 19, RAFTER TO PLATE ( SEE SECTION 2308.1011 ' 2-3"x0,i31 NAILS T❑ENAIL ` TABLE 2308,10,1) 3-3" 14 GAGE STAPLES 2-8d COMMON (2 1/2'xO,131') 20, 1 DIAGONAL BRACE TO EACH STUD AND PLATE 2-3"x0,131" NAILS FACE NAIL 3-3 14 GAGE STAPLES 21. 1'x8' SHEATHING TO EACH BEARING 3-8d C❑MM❑N C2 1/2 " xO.131') FACE NAIL 22, .WIDER THAN 1p x8 SHEATHING TO EACH BEARING. 3-8d COMMON (2 1/2'xO,131') FACE NAIL 16d COMMON (3 1/2'xO.162') 24' ❑C 23. BUILT-UP CORNER STUDS 3'xO.131' NAILS 16, OC 3' 14 GAGE STAPLES 16, ❑C 20d COMMON (4'x0,192') AT 32° P FACE AT T❑ AND B❑TT❑M I ❑C 3°x0,131' NAILS AT 24' ❑C L STAGGERED ❑N ❑PP❑ SITE SIDES 3 14 GAGE STAPLES AT 24' ❑C " 24, - BUILT UP GIRDER AND BEAMS 2-20d COMMON (4" x0,192") FACE NAIL AT ENDS _ 3- 3q xO.131q NAILS 3 3" AND AT EACH SPLICE 14 GAGE STAPLES 25. 2' PLANKS 16d COMMON (3 1/2'xO,162') AT EACH BEARING 3-10d COMMON (3'xO.148') 26. COLLAR TIE TO RAFTER 4-3'x0,131" NAILS FACE NAIL 4-3' 14 GAGE STAPLES 3-10d COMMON (3"xO.148') 4-3'x0,131' NAILS T❑ENFAIL 4-3' 14 GAGE STAPLES 27, JACK RAFTER TO HIP 2-16d COMMON (3 1/2'xO,162') 3-3'xO,131' NAILS FACE NAIL 3-3" 14 GAGE STAPLES 2-16d COMMON (3 1/2'xO,162') 3-3'x0,131' NAILS T❑ENAIL 14 GAGE STAPLES 28. ROOF RAFTER TO 2-BY RIDGE BEAM 13-3' 2-16d COMMON (3 1/2"x0,162") 3-3'xO,131' NAILS I FACE NAIL 3-3' 14 GAGE STAPLES 3-16d COMMON (3 1/2'x0,162') 29, J❑IST TO BAND J❑IST 4-3'x0,131' NAILS FACE NAIL 4-3' 14 GAGE STAPLES 3-16d COMMON (3 1/2'xO,162') 30. LEDGER STRIP 4-3'x0,131' NAILS - FACE NAIL 4-3' 14 GAGE STAPLES 1/2" AND LESS 6d (C, 1) 31. W❑❑D STRUCTURAL PANELS AND 2 3/8'xO,113' NAIL(N) PARTICLEBOARD(B) SUBFL❑OR, ROOF 1 3/4' 16 GAGE(0) AND WALL SHEATHING (T❑ FRAMING) 19/32' TO 3/4' 8d(D) OR Gd(E 2 3/8'xO,113 NAIL(P) 2' 16 GAGE(P) 7/8' TO 1" 8d(C) SINGLE FLOOR (COMBINATION 1 1/8' TO 1 1/4' 10d(D) OR 8d(D) SUBFL❑❑R-UNDERLAYMENT TO FRAMING) 3/4' OR LESS 6d(E) 7/8' TO 1" 8d(E) 1 1/8' TO 1`1/4' 10d(D) OR 8d(E) 32, PANEL SIDING (TO FRAMING) 1/2' OR LESS 6d(F)5/8' 8d(F) 1/2' Nall GAGE RO❑FING NAIL(H) 6d COMMON NAIL (2"xO,113') 33. FIBERBOARD SHEATHING (6) No,16 GAGE_STAPLE(D ' 25/32 Noll GAGE RDOFING NAIL(H) 8d COMMON NAIL- (2 1/2'xO,131') No,16 ;GAGE STAPLE(I) 34.INTERI❑R PANELING 1/4' 4d(J)3/8' 6d(K) UPON REQUEST, BE REQUIRED [❑N F❑UNDATI❑NS PRI❑R TO POUR & ❑N ROOF & WALL SHEATING 2, SEE TABLE(S) ON SHEET S-1 FOR TEST AND INSPECTI❑N REQUIREMENTS, PRI❑R TO C❑V(ERING BY A CALIFORNIA LICENSED CIVIL AND/OR STRUCTURAL ENGINEER 3. THEUSEOF ROLLED STEEL SECTI❑NS, BOLTS, & OR REBAR MANUFACTURED ❑UTSIDE THE UNITED STATES WILL REQUIRE VERIFICATION THAT THE PR❑DUCTS C❑MPLY WITH APPLICABLE ASTM STANDARD. F❑REIGN STEEL REQUIRED SPECIAL INSPECTIONS WILL REQUIRE MILL CERTIFICATES, & REPRESENTATIVE TESTING BY AGENCIES APPROVED BY THE G❑VERNING CODE AUTH❑RITY TO DEM❑NSTRATE COMPLIANCE, ALL F❑REIGN BOLTS & CONNECTORS SHALL BE APPROVED BY THE G❑VERNINGCODE 'AUTH❑RITY, 4, A TESTING LABORATORY SHALL PROVIDE CONTINU❑US INSPECTI❑N, COMPLYING WITH CHAPTER 17 ❑F THE 2013 CBC FOR THE FOLL❑WING1 A. FIELD WELDING B. CONCRETE & REINFORCING STEEL WHEN SPECIFIED C❑MPRESSIVE STRENGTH EXCEEDS 2500 PSI C. BOLTS INSTALLED IN CONCRETE D. HIGH -STRENGTH BOLTS E. VERMICULITE FILL F,SPRAYED FIREPR❑OFING G,EXPANSI❑N AND EPDXY ANCHORS 5, ALL COMPLETE PENETRATI❑N GROOVE WELDS CONTAINED IN JOINTS OF ❑RDINARY AND SPECIAL MOMENT -RESISTING FRAMES SHALL BE TESTED 100% EITHER BY ULTRAS❑NIC TESTING OR BY RADI❑GRAPHY, 6. SEE SHEET S-1 FOR ADDITI❑NAL INF❑RMATI❑N, DESIGN DATA IN ADDITIE]N TO THE REGULAR INSPECTI❑NS, THE F❑LL❑WING CHECKED ITEMS WILL ALSO] REQUIRE SPECIAL INSPECTI❑N IN ACCORDANCE WITH SEC, 1709 OF THE INTERNATIONAL BUILDING CODE & SEC 1704,5 OF THE CBC ITEM REQUIRED? REMARKS S❑ILS C❑MIPLIANCE PRI❑R TO F❑UNDATI❑IN INSPECTI❑N N/A STRUCTURPIL C❑NCRETE OVER 2,500 PSI N/A FIELD WELDING N/A HIGH STRENGTH B❑LTS N/A EXPANSI❑NI / EPDXY ANCHORS YES STRUCTURAL MAS❑NRY N/A . MEMENT FR2AMES / C❑NNECTI❑NS N/A 1. GENERAL DATA. LOAD COMBINATI❑NS = ASD SL❑PED R❑❑F DEAD LOAD = 26.0 psf ❑NSIBILITY °FLAT R❑❑F DEAD L❑AD = N/A TRUSS TOP CH❑RD DEAD L AD N/A ❑ EACH C❑NTRAC';T❑R CIR SUB-CONTRACT❑R RESP❑NSIBLE F❑R THE C❑NSTRUCTI❑N TRUSS T❑P CHORD LIVE L❑AD = N/A OF THE WIND AND/OR SEISMIC RESISTING SYSTEM THAT IS LISTED IN THE TRUSS B❑TT❑M CH❑RD DEAD L❑AD = N/A STATEMENT ❑F•-' SPECIAL .INSPECTIONS SHALL SUBMIT A WRITTEN. STATEMENT TRUSS B❑TT❑M CH❑RD LNE LOAD = N/A ❑F RESPONSIBILITY TO THE BUILDING ❑FFICIAL AND THE ❑WNER. PRI❑R TO R❑OF LIVE L❑AD 20 psf (At 5 400sf) THE C❑MMENCEMENT OF WORK REQUIRING SPECIAL INSPECTION, THE ROOF LIVE LOAD = 16 psf (400sf < At <_ 600sf) CONTRACTOR'S STATEMENT OF RESP❑NSIBILITY SHALL C❑NTAIN THE ROOF LIVE LOAD = 12 psf (At'> 600sf) FOLL❑WING FLOOR LIVE LOAD = N/A (USE OF LIVE LOAD REDUCTION SHALL BE INDICATED FOR EACH TYPE OF LIVE LOAD USED IN THE DESIGN) 1. ACKNOWLEDGMENT OF AWARENESS ,OF THE SPECIAL REQUIREMENTS R❑❑F SN❑W L❑AD = N/A C❑NTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS, 2. WIND DESIGN DATA: N/A 2, ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN C❑NF❑RMANCE. WITH THE.(❑NSTRUCTI❑N D❑CUMENTS APPR❑VED BY THE 3, EARTHQUAKE DESIGN DATA: N/A BUILDING ❑FFICIAL, 3, PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND THE GLUE -LAM BEAM DISTRIBUTION OF THE REPORTS, GLUE -LAM MEMBERS SHALL BE FABRICATED BY A LICENSED FABRICATOR PER 4, IDENTIFICFATI❑N AND QUALIFICATIONS OF THE 'PERSON(S) EXERCISING SUCH WCLA, AITC, AND I,C,C, REQUIREMENTS, CONTROL (AND THEIR POSITI❑N(S) IN THE ORGANIZATION, FABRICATORTO PR❑VIDE A CERTIFICATE OF INSPECTION TO GENERAL C❑NTRACT❑R, U CUTTING, NOTCHING OR DRILLING OF GLUE -LAMS ONLY WITH THE APPROVAL .NOTE ❑F THE STRUCTURAL ENGINEER, ALL N❑TES ❑N THIS SHEET SHALL APPLY LUMBER SPECIES T❑ 'BE D❑UGLAS FIR, COMBINATION 24F-V8, FIo=2,400, Fv=165, Fc=385 AT TOP, Fc=450 AT BOTTOM, E-1,800,000 UNLESS NOTED ❑THERWISE ON T❑ EACH SHEET ❑F THTS SET ❑F PLANS, STRUCTURAL DRAWINGS BEAMS AND AT T❑P ❑F PR❑VIDE TENSI ON LAMINATIONS AT B❑TT❑M ❑F CONTINUOUS BEAMS ❑VER C❑LUMNS UNLESS NOTED ❑THERWISE, MOISTURE C❑NTENT PER PS 56. (FINGER TYPE), _,SCARF PER PS 56 NOTE ANY USE ❑R REUSE OF URIGINAL OR ALTERED STRUCTURAL DRAWINGS BY ❑WNER, AGENTS OF OWNER OR EITHER PARTIES WITHOUT THE REVIEW AND WRITTEN APPROVAL OF B.G. LAMINATIONS TO BE 1 1/2 INCHES STRUCTURAL ENGINEERING, INC. SHALL BE AT THE SOLE RISK OF THE OWNER. FURTHERMORE, THE � RUI'I HILL 4. LHll 11VJVR UHI'IHULJ r VJLJ HIVE I I UICIVL 1 J f LLJ mmi1 i1YU UV I GLUE LAMINATED BEAMS TO BE INSPECTED DURING FABRICATION BY AN LUJJLJ, L/. LI " APPR OVED TESTING LABORATORY, EACH BEAM TO BE STAMPED WITH AN OF THE MODIFICATION OR REUSE OF THESE DRAWINGS. IDENTIFYING NUMBER, BEAMS ARE NOT TO BE ERECTED UNTIL CERTIFICATE OF NOTE, THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONSTRUCTION MEANS, INSPECTION FROM TESTING LAB HAS BEEN APPROVED BY THE BUILDING METHIODS, MATERIALS, TECHNIQUES, SEQUENCES OR PROCEDURES, OR FOR SAFETY PRECAUTFIDNS & PR❑GRAMS IN CONNECTION ENGINEER D❑ NOT DEPARTMENT, EC ION WITH THE WORK, THE EN I ER ES GUARAPNTEE THE CONTRACT DOCUMENTS SHALL RELIEVE THE CONTRACTOR FROM ANY SHOP DRAWINGS SHALL BE SUBMITTED F❑R REVIEW BY BUILDING DEPARTMENT, LIFABILITY DUE TO NEGLIGENCE, INCOMPETENCE, OR ERRORS OF OMISSIDN OR ARCHITECT AND STRUCTURAL ENGINEER, COMMISSION OF THE CONTRACTOR, . C COPYRIGHT 2016 B.G. STRUCTURAL ENGINEERING, INC. . 0 - SEAL,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,ENDS , APPEARANCE,.,.. ..... . .......INDUSTRIAL (U.N,❑J UNAUTHORIZED CHANGES & USES ADHESIVE,,,,,,,,,,,,,,, „„ .....WET -PER PS 56 PRIME ............................ ........N❑NE CAUTI❑N4i THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESP❑NSIBLE FOR, OR WRAP,,,,,,,,,,,,,,,,,,,,,,,,,, ,, ,,,,,,„GR❑UP LIABLE FOR, UNAUTHORIZED CHANGES T❑ ❑R USES OF_ THESE PLANS. ALL CHANGES CAMBER,,,,,,,,,,,,,,,,,,,,, ,,, ,,,,,,,SEE PLAN TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF INSPECTION„„...................AITC WITH ATTACHMENTS 1&2 THESE PLANS. INSTRUMENTS OF SERVICE GLUE -LAM STRUCTURAL MEMBERS WHICH ARE EXPOSED T❑ WEATHER AND N❑T PR❑PERLY PROTECTED BY A ROOF, EAVE OVERHANGS OR SIMILAR COVERING THESE DRAWINGS ARE AN INSTRUMENT OF SERVICE AND REMAIN THE SHALL BE PRESSURE TREATED WITH AN APPR❑VED PRESERVATIVE OR BE PREOPERTY OF B,G, STRUCTURAL THEY ARE NOT TO BE REPRODUCED OR MANUFACTURED FROM W❑❑D WITH A NATURAL'RESISTANCE T❑ DECAY, ALTERED IN ANY WAY, NOR DISCLOSED OR ASSIGNED TO ANY THIRD PARTY WITHOUT THE EXPRESS WRITTEN PERMISSION OF B,G, STRUCTURAL. SPECIAL INSPECTION TABLE (CONCRETE) COMPACTED FILL, AC SOILS ENGINEER DURING CONSTRUCTION, DIRECTED BY THE S❑I DBL DF D❑UGLAS FIR TOP TOP OF PLYWOOD LEA D IAMETER AND LENGTH AS SHANK, B) THREADED PORTION-60 T❑ 75 % ❑F THE FOR - _ "SI'� 1 INCH 25,4mrn BUILDING DEPARTMENT PRIOR T❑ THE BU DIA DIAMETER TOS TOW T❑P ❑F S HEATHING T❑P ❑F WALL DIAMETER ❑F THREAD AND SAME LENGTH AS THREAD. CA) C❑MM❑N ❑R BOX NAILS ARE PERMITTED T❑ BE USED EXCEPT WHERE ❑THERWISE STATED, ALL F❑❑TINGS SHALL BE INSPECTED BY D❑ DITTO E XISTING TSG TAPPERED STEEL GIRDER LAMINATED VENEER LUMBER (LVL) BEAMS SHALL BE CONSTRUCTED, INSTALLED, (B) NAILS SPACED AT-6" ❑N CENTER AT EDGES, 12'AT INTERMEDIATE SUPPORTS WHERE: SPANS SUPPORTS EXCEPT 6' AT P 48' ❑R MORE, POURING C❑NCRETE, EJ E J 'EXPANSION JOINT TYP TYPICAL AND MANUFACTURED PER MANUFACTURERS SPECIFIC ATI❑NS A ND I.C.C. REPORT, FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SIECTION 2305, NAILS FOR ALL WATER SHALL BE REM❑VED FROM F❑UNDATI❑N EXCA NATIONS PRIOR T❑ EN EDGE NAIL U,N,❑ UNLESS N❑TED ❑THERWISE _ THE PROPERTIES OF LAMINATED VENEER LUMBER CLVL) M EMBERS SHALL BED E- ON BOX ❑R CASING, WALL SHEATHING ARE TO BE-C❑MM , '(6d-2'x0,113'; POURING CONCRETE, EQ EQUAL VERT VERTICAL2,000,000 PSI Fb= 2 800 PSI Fv= 285 PSI, Fc= 500 PSI, , CC) COMMON ❑R DEF❑RMED SHANK 8d-2 1/21x0131";,10d-3'x0,148"), EACH WAY W WIDTH OF F❑❑TING (D) COMMON (6d-2'x0,113"; 8d-2 1/2'x0,131'; 10d-3'x0,148"), FOUNDATIONS, SHOP DRAWING SHALL BE SUB MITTE D AT ALL P❑ST TENSIONED F❑ , EW FB FLOOR BEAM 4// WITH _ PR❑VID E 2x4 CROSS BRIDGING ❑R 2X SOLID BLOCKING AT A MINIMUM ❑F 8 0 CE) - " 'j - " 1'; 10d-3'x0,148'), 8d 2 1/ 2 x0,13 SHANK (6 d 2 x0,113 , DEF❑RMED , AL STRUCTURAL AND ST ECT A ARCHITECT ENT A DEPARTMENT, E BUILD INC DR BY THE FINISH G RARE WP E JOINT WEAKENED PLAN) WEAKEN WHERE UAL MAY B HER (CONTACT META L'BRIDG INC ❑R EQUAL D.C.❑.C, F JOISTS CC (F) CORROSION RESISTANT SIDING (6d-I - 7/8'x0,106'; 8d-2 3/8'x0128')' C OR CASING (6d-2'x0.099'; 8d-2 1/2'x0.i1331) NAIL FOR REVIEW FG FLOOR: JOIST WWF WELDED WIRE FABRIC WE ❑M ❑F JOISTS FOR SHEATHING ❑R GYP,BD IS NOT APPLIED TO TOP AND BOTTOM (G) , FASTENERS SPACED 3" ❑N'CENTER AT EXTERIDR EDGES AND 6 ❑N CENTER AT`INTERMEDIATE SUPP❑RTS, WHEN USED AS STRUCTURAL ENGINEER, FJ � DIA � DIAMETER ENTIRE LE NGTH OF JOIST, SHEATHING, SPACING SHALL BE 6 ON CENTER ON THE EDGES AND " ❑ CENTER AT INTERMEDIATE SUPPORRTS FOR NON-STRUCTURAL 12 N FLR FMG FL❑❑R, FRAMING FRA @ MAS AT MASONRY ALL PRE MANUFACTURED METAL ITEMS CC❑NNECTORS, HANGERS, STRAPS, ETC,) (H) APPLICATIUNS, CORROSION -RESISTANT ROOFING NAILS WITH 7/16".DIAMETER. HEAD AND 1 1/2" SHEATHING AND 1 3/4; LENGTHH FOR 25/32" SHEATHING, FN FIELD NAIL MAX MAXIMUM SHALL BE BY SIMPS❑N STRONG TIE COMPANY, INC, U.N.❑, (SEE PARAGRAPH b (I) C❑RROSION-RESISTANT STAPLES WITH N❑MINAL 7/16' CROWN AND 1 1/8' LENGTH FOR 1/2' SHEATHING AND 1 1/2' LENGTH FOR 25/32, F❑C -FACE ❑F CONCRETE ❑F MASONRY MB MACHINE BOLT NING NAILING), ABOVE CONCERNING SHEATHING„ PANEL SUPPORTS AT 16' (20''IE STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESSS OTHERWISE MARKED), FOM FACE MI MALLEABLE IR ❑N (J) CASING (1 1/2'x0,080') OR FINISH: (1' 1/2"x0,072') NAILS SPACED 6' ON .PANEL EDGES, 12' AT INTERMEDIATE SSUPP❑RTS, FOS FACE ❑F STUDS MIN MINIMUM 'WANE', A MAXIMUM OF 107 OF LUMBER USED FOR CONSTRUCTION MAY C❑NTAIN WANE, (K) " FINISH NAILS SPACED 6" ON PANEL SUPPORTS AT 24, CASING OR FINI PANEL EDGES, 12' AT INTERMEDIATE SUPFP❑RTS. FP FULL PENETRATION MILD MICRO LAM BEAM D ❑R DRY THOSE MEMBERS WITH WANE_ SHALL N❑T BE USED AT PLYWOOD " CL) F❑R R❑❑F SHEATHING. APPLICATIONS, 8d NAILS (2 1/2"x0,113') ARE THE MINIMUM .REQUIRED FOR WOOD STRUCITURAL PANELS. FTG GA FOOTING GA UGE (N) NEW WALL EDGES, S❑LID BL❑CKING OR AT DOUBLE PLATES, (M) CN) STAPLES SHALL HAVE.A MINIMUM CROWN WIDTH OF 7/16 , FOR R❑❑F SHEATHING APPLICATIONS, FASTENERS SPACED 4" ON CENTER AT EDGES, 8" AT INTERMEDIATE SUPPP❑RTS, GALV GALVANIZED NG ❑/ NATURA L GRADE OVER TWO INCH S❑LID BL❑CKING SHALL BE PLACED BETWEEN JOISTS OR RAFTERS C❑) FASTENERS SPACED 4" ❑N CENTER AT EDGES; 8' AT INTERMEDIATE G AND SUPPORTS FOR SUB -FLOOR AND WALL SHAEATHIN A 3" ❑N CENTER GLB GLUE -LAMINATED BEAM OC ❑N CENTER AT ALL SUPP❑RTS, AT EDGES, 6" AT INTERMEDIATE SUPP❑RTS F❑R R❑OF SHEATHING, GR BM M GRADE BEAM Pi P❑UR J❑INT (P).FASTENERS SPACED 4" ❑N CENTER AT EDGES, 8" AT INTERMEDIATE SUPPORTS GWB GYPSUJM WALLBOARD GT GIRDER TRUSS PLB PLWD PARALLAM BEAM PLYWOOD (CBC 2013) TABLE 1705.3 REQUIRED VERIFICATION AND INSPECTII❑N OF CONCRETE CONSTRUCTION VERIFICATION AND INSPECTION CONTINUOUS PERI❑DIG REFERENCED STANDARD a IBC REFERENCE 1. INSPECTION OF REINFORCING STEEL, INCLUDING _ X ACI 319, 3.5, 7,1-7.7 1910.4 PRESTRESSING TENDONS, AND PLACEMENT 2. INSPECTION OF REINFORCING STEEL WELDING IN I AWS D1.4 ACCORDANCE WITH TABLE 1705.2.2, ITEM 2B _ _ ACI 318i 3.5.2 3. INSPECTION OF ANCHORS CAST IN CONCRETE WHERE ACI 318 , 1908.5 , ALLOWABLE L❑ADS HAVE BEEN INCREASED OR WHERE - X 8.1.3 21.2.8 1911.5 STRENGTH DESIGN IS USED ' 4. INSPECTION OF ANCHORS P❑S -INSTALLED IN - X ACI 318� CH. 4, 5.2-5,4 1904.2.2, 1913.2, HARDENED C❑NCRETE MEMBERS 1913,3 5, VERIFYING USE OF REQUIRED DESIGN MIX - X ACI 318, CH, 4, 5,2-5.4 1904.2, 191910.2 , 6. AT THE TIME FRESH CONCRETE IS SAMPLED TO ASTM C 172 FABRICATE SPECIMENS F❑R STRENGTH TESTS, PERFORM X _ ASTM C 31 1910.10 SLUMP AND _AIR C❑NTENT TESTS, AND DETERMINE THE ACI 318i 5.6' 5.8 TEMPERATURE ❑F THE C❑NCRETE 7. INSPECTION OF CONCRETE AND SH❑TCRETE X - ACI 318, 5,9, 5.10 1910.6, 1910.7 PLACEMENT F❑R PROPER APPLICATION TECHNIQUES 1910.8 8, INSPECTION FOR MAINTENANCE OF SPECIFIED - X ACI 318i 5.11-5.13 1910.9 CURING TEMPERATURE AND TECHNIQUES 9. INSPECTION OF PRESTRESSED CONCRETEI A, APPLICATION OF PRESTRESSING FORCES X _ ACI 318i 18.20 B. GROUTING OF BONDED PRESTRESSING TENDONS IN XI ACI 318, 18,18.4 THE SEISMIC -FORCE -RESISTING SYSTEM 10. ERECTION ❑F PRECAST C❑NCRETE MEMBERS - X ACI 318, CH. 16 - 11, VERIFICATION OF IN -SITU CONCRETE STRENGTH, PRIOR T❑ STRESSING ❑F` TENDONS IN P❑STTENSI❑NED ACI 318, 6.2 - C❑NCRETE AND PRIOR T❑ RE M❑VAL ❑F S H❑RES AND - X FORMS FROM BEAMS AND STRUCTURAL SLABS 12. INSPECT F❑RMW❑RK F❑R SH APE LOCATION AND _ X , ACI 318 6,1.1 _ i DIMENSIONS OF THE C❑NCRETE MEMBER BEING FORMED - � H HDR HIGH HEADER PT PRESSURE TREATED HGT NEIGH iT RB R❑❑F BEAM FOR Sh 1 inch = 25.4 ;ern HGR HANGER REINF REINFORCING a. WHERE APPLICABLE, SEE ALSO SECTION 1707.1, SPECIAL INSPECTION FOR SEISMIC REIISISTANCE. H❑RIZ H❑RIZ_❑NTAL REQ'D REQUIRED b. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED HSS HOLLOW STRUCTURAL STEEL S❑URGE` CI 355.2 OR OTHER QUALIFICATION PROCEDURES. WHEERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, IN ACC❑RDANCE WITH A - HT HIP TFRU SS SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGGN PROFESSIONAL AND SHALL BE APPROVED BY THE KP KING POST BUILDING ❑FFICIAL PRIOR TO THE COMMENCEMENT OF THE WORK. L LOW LT 'WT LIGHTf WEIGHT LVL LAMINJ ATED VENEER LUMBER REVISIONS BY U H .. W W e4 C*N u4 '¢ Z *0 u �* W 4 W 0" W 4 � W � u *0 H•I w � A Z W a 1�o 1i a a 9 I � a M = ;, W W kn *4 ei a p o ►D Mai � W N W Uo E* @)p M M aQ M O 4n '6 Mew Cn H Ln p z = U �O - -a � 0, 4 x U Q A 0 Ma �o M It,W W -4 {% W t- 1 iAin in r. G\NEER �fG... ��11 ` 'I b2d/,I aQ 0 ,oh MMQ M ULL U' L) LL a o C 2 zW' I Alu ,i tP �S/D3 VALID ONLY IF SIGNED IN RED ■ U Z CD W ® fY 0 v / d Ofrn W N N l`_ Z 0d X LL U + � UJ , - d' 0 0 Lo c- U � 0 9 Z(D(AM . Q Z00T--� wO�-�0 ~ Ja-Mh- (Lo .� (A CO Imo- to W F- - 0m 1-.��1 V ooo o Q _ U Imo- ,-. Q mi 93 W W W r" O W ; n V00 0 pp N N N N O -F-+ O) ' W++ U �< J ® II0U L_ s ~ Q) _ cri0 U --i C W W 00- � u7 0 I- - W O In W ___I L(7 n J Lu AkAp LL U. Date: 5/25/2015 Scale: N.T.S. Drawn: S.C. Job: 908.13 Sheet NOTE: CONTRACTOR IS fRESP❑NSIBLE AND SHALL N❑TIFY ENGINEER ❑F RECORD IF NEW ❑PENINGS ARE LOCATED ON THE EXISTING SHEAR PANELS AND ENGINEER OF RECORD SHALL REVISE THE DESIGN AND SUBMIT TO CITY OF LA QUIfNTA BUILDING DEPARTMENT FOR REVIEW AND APPROVAL, A ' 2 I x_ ,. � �; "i7.� \IS7+d4^ i.it..i ... b, ;✓+b,r EwEwi R 1 7,« U73 CIO t I: I I - i �� Y RI ICCFS ��: � I I .. I I � I t I I I I( 1 +�E.� �i+c+��I I I �..,,.� � �•'�...�.,_ FRAMING NET ES _ 1. _ SEE SHEET S-1 ANDS 1.1 FOR GENERAL NOTES AND TYPICAL DETAILS. 2. PR❑VIDE STRIPPING WHERE REQUIRED TO PR❑VIDE A UNIFORM SURFACE WHERE FLUSH JOIST AND BEAMS ARE DIFFERENT DEPTH, 3, PR❑VIDE MULTIPLE STUDS AT ALL BEAMS FOR FULL BEARING UNLESS NOTED pTHERWISE ON PLANS, AND BEAMS F U A U N D T I U N N H I S 4. • , -LUS' OR HU HANGERS AT FLUSH JOISTS USE SIMPSON LU UNLESS NOTED pTHERWISE. MANUFACTURER TO DESIGN HANGERS FOR ROOF AND FLOOR TRUSSES AS OCCUR. 1. NOTES AND TYPICAL DETAILS. SEE SHEET S-1 AND S-l.11 FOR GENERAL N 5. MEMBERS MARKED AS 'DRAG' OR SHEAR TO HAVE CONTINU❑US 2, DIMENSIONS ARE TO CENTfE R LINE OR FACE OF FOOTINGS, SEE OTHER PLANS FOR BOUNDARY NAILING. LOCATIONS OF POSTS, WALLS AND ETC. CONTRACTOR SHALL VERIFY ALL 6. ALL NAILING SHALL BE IN FULL COMPLIANCE WITH ICC TABLE 2304.9,E DIMENSIONS WITH THE OkJNER AND ARCHITECT PRIOR TO COMMENCEMENT OF WORK. 3, ALL CONTINUOUS FOOTINGS SHALL EXTEND A DISTANCE EQUAL TO THE FOOTING 7, GLU-LAM BEAMS SHALL BE MARKED ANSI/AITC STANDARD A.190.1 DEPTH BEYOND THE END OF THE STUD WALL, UNLESS NOTED OTHERWISE. a J PROVIDED FIELD INSPECTOR WITH APPROVED CERTIFICATE OF NO EXTENSION IS REQUIRED WHERE CONTINUOUS FOOTINGS CHANGE DIRECTION, IN SPECTIO N . UN LESS NOTED OTHERWISE. 0 BEAM CAMBER INSPECTI❑N SHALL BE DONE IN THE FABRICATION SHOP IN THE UNSTRESSED CONDITION. 4, VERIFY LOCATIONS OF AIL( UNDERGROUND CONDUITS WITH THE ELECTRICAL, 8. SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL STEEL AND MECHANICAL AND PLUMBING DRAWINGS... FABRICATION, - MS FOR ENGINEERS REVIEW PRIOR T❑ FA GLU LAM BEAMS 5. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO COMMENCEMENT" 9. ALL PLYWOOD SHEATHING TO BE APPLIED LONG DIMENSI❑N [IF WORK, PERPENDICULAR TO JOISTS. PLYWOOD SHEATHINGTO BE 2'-0' MINIMUM. 6. FASTENERS IN PRESERVATIVE TREATED AND FIRE -RETARDANT -TREATED • CAPS, POST BASES, HO (DOWNS ETC. T❑ BE SIMPSON C WOOD SHALL CONFORM T❑ SECTION 2304.9.5 OF THE LC.C. FASTENERS FOR L R ALTERED STRUCTURAL DRAWINGS BY OWNER AGENTS OF NOTE PANY USE OR REUSE OF ORIGINAL ❑ , 10. HANGERS, POST , , ALL ECT OVED EQUAL CONNECTORS OR APPR PRESERVATIVE -TREATED AND FIRE -RETARDANT -TREATED WOOD SHALL BE PRESERVATIV OWNER, OR I ❑THER PARTIES WITHOUT THE REVIEW AND WRITTEN APPROVAL OF B.G. STRUCTURAL 0 STAINLESS STEEL F HOT DIPPED ZINC -(COATED GALVANIZED STEEL, , ENGINEERIN(G, INC. SHALL BE AT THE SOLE RISK OF THE OWNER. FURTHERMORE, THE OWNER AGREES 11. _ -V8 CANTILEVERED GLU LAM BEAMS T❑ BE COMBINATION 24E ON BRONZE ❑R COPPER. .THE COATING WEIGHTS FOR ZINC -COATED SILK , 153. TO DEFEND,, INDEMNIFY .AND HOLD B.G. STRUCTURAL ENGINEERING, INC. HARMLESS FROM ALL CLAIMS, FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A � ASTENERtS OTHER THAN NAILS, TIMBER, RIVETS, WOOD EXCEPTD7N F INJURIES, DAMAGES, LOSSES, EXPENSES, AND ATTORNEY'S FEES ARISING OUT OF THE MODIFICATION OR 12. NAILS SHALL .NOT BE USED T❑ TRANSFER LATERAL FORCES IN SCREWS AND LAG SCREWS SHALL BE PERMITTED TO BE ❑F MECHANICALLY REUSE OF THHESE DRAWINGS. EXCESS ❑F 150 P LF FROM DIAPHRAGMS TO SHEAR WALLS, DRAG STRUTS EXCESS ELEMENTS. C COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE DEPOSITED ZINC OR OTHER ELEMENTS OR FROM SHEAR WALLS TO OTHER WITH 'ASTM B 695', CLASS 55 MINIMUM. NDTE I TH-tE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONSTRUCTION MEANS, METHODS, (CBC 2318.3.1) WOOD FOUNDATIONS SHALL BE AS REQUIRED IN AF&PA FASTENING F❑4 W MATERIALS, TECHNIQUES, .SEQUENCES OR PROCEDURES, OR FOR SAFETY PRECAUTI❑NS &PROGRAMS IN 13. _ ED WOOD I JOISTS, ENGINEERED WOOD PRODUCTS SUCH AS PREFABRICATED TECHNICAL REPORT No C❑NNECTIONJ WITH THE WORK. THE ENGINEER DOES NOT GUARANTEE THE CONTRACT DOCUMENTS SHALL STRUCTURAL GLUED -LAMINATED TIMBER, STRUCTURAL COMPOSITE LUMBER THE QUALITY MAR K SH�EALL BE ❑N THE STAMP OR LABEL.AFFIXED TO RELIEVE THEE CONTRACTOR FROM ANY LIABILITY DUE TO NEGLIGENCE, INCOMPETENCE, OR ERRORS OF TRUSSES SHALL NOT BE NOTCHED OR DRILLED EXCEPT WHERE AND DESIGN TRU E THE FOLL❑WING E-TREATEED WOOD, AND SHALL INCLUDE PRESERVATIV pMISSION OER COMMISSION OF THE CONTRACTOR. MANUFACTURERS' RECOMMENDATIONS ❑R WHERE THE PERMITTED BY MANUFA THE , IDENTIFICATION OF TREATING MANUFACTURER, TYPE ❑ F INF❑RMATD]N ID EFFECTS OF SUCH ALTERATIONS ARE .SPECIFICALLY CONSIDERED IN RETENTION C cf) END USE PRESERVATIVE USED, MINIMUM PRESERVATIVE RETEN p , REGISTERED DESIGN PROFESSIONAL, DESIGN OF THE MEMBER BY A PRODUCT IS TREATED AWPA STANDARD T❑ WHICH THE FOR WICH THE PRODU , C COPYRIGHT 2016 B.G. STRUCTURAL ENGINEERING, INC. . PRODUCT WAS TREATED AND IDENTITY OF THE ACREDITED INSPECTION 14. MOISTURE CONTENT OF PRESERVATIVE -TREATED WOOD SHALL BE 19 AGENCY, UNAUTHORIZED CHANGES & USES PERCENT OR LESS BEFORE BEING COVERED WITH INSULATION, INTERIOR MATERIALS WHEN USED IN FLOOR COVERING OF OTHER MATE WALL FINISH, ANDS.7. ADDITIONAL TESTS AS PPROOF OF COMPLIANCE MAY BE REQUIRED BY THE BUILDING A SDICTION.(CBC.104,2.9) JURISDICTION. 1 THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESP❑NSIBLE FOR, OR LIABLE FOR, ENCLOSED LOCATIONS. OFFICIAL TO BE MADE AiT NO EXPENSE TO THE UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN A MINIMUM OF TWO ANCHOR BOLTS WILL BE PROVIDED FOR EACH END OF 8. UJLATE THAT A MINIMUM OF TWO ANCHOR BOLTS WILL BE REVISE PLANS TO STIP , LOCATED NOT MORE THAN 12 PLFATE LENGTH WITH ONE BOLT LOCAT WRITING ANID MUST BE APPROVED BY THE PREPARER'OF THESE PLANS. 15. PIECE OF SILL PLATE. EACH PI PROVIDED FOR EACH PR OR LESS THAN 4' FROM EACH END OF THE PIECE. (CBC 2308.6) 16. WOOD AND WOOD BASED PRODUCT PER SECTION R317.1 TO B E ALL EXPOSED W 9. ALL EXPOSED WOOD AND) WOOD BASED PRODUCT PER SECTION R317.1 TO BE INSTRUMENTS OF SERVICE NATIVE TREATED. PRESSURE OR PRESERVATIVE .PRESSURE OR PRE SERVAJIVE TREATED. 17. _ HOLES OF PRESERVATIVE TREATED FIELD CUT ENDS, NOTCHES AND DRILLED 30. FIELD -CUT ENDS, NOTCHBES AND DRILLED HOLES OF PRESERVATIVE -TREATED THESE DRAWINGS ARE AN INSTRUM€NT OF SERVICE AND REMAIN THE PROPERTY OF B,G. STRUCTURAL THEY ARE NOT TO BE REPRODUCED OR ALTERED IN ANY WAY, NOR DISCLOSED OR ASSIGNED TO ANY TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. WOOD SHALL BE THE WOOD SHALL BE T REATE_D IN THE FIELD IN ACCORDANCE WITH AWPA M4. THIRD PARTY( WITHOUT THE EXPRESS WRITTEN PERMISSION OF B.G. STRUCTURAL REVISIONS BY N W N V � U W a W W � o a hW N �o H V y MCd � v� o z U •• a W x � U � A w GANEER $� O MM Q M (� T (D U C.0 LL o fib. Z W k, �41. t VALID ONLY IF SIGNED IN RED d Z W W 0 O V ,J W Cq-0 N Z QW0 x LL Lu W z06)m U) Z Q�- W � � U H J d M F_ C�(nCflN- CA2^^@= oJ�� o LO U a .E ate( J Lu LIJ . CO- r1r) N Q U�� N N O O) li U Q U. �0U ® � N L b0�� ® � I 0 rr)o Ln ®- Z D ui LL LL Date: 5 25 2015 Scale: AS NOTED Drawn: S.C. Job: 908.13 Sheet NEW SIMPS❑N A35 NEW 6 3/4'xl6,5' GLB REPLACE NAILS TO #Bx1/2' " EXISTING 3 1/8'x12.0' GLB NEW 2x BLK LONG WOOD SCREWS TO 6 3/4 x16.5 GLB C❑NT N❑TEI AT EXISTING NEW SIMPS❑N 'A35" - PLYWOOD &NEW BLK'G W/ SIMPS❑N CONDITION RE -BUILT SEE PLAIN & ARCH NOTE: AT EXISTING " � REPLACE NAILS T❑ ' #8xl/2' A35 @ EA BLK I LONG WOOD SCREWS T❑ �...r�' L-- --- - COLUMN MASS AS REQ D CONDITION RE -BUILT _yy PLYWOOD &NEW BLK G EXISTING �21 ,y •-�r � COLUMN .MASS AS REQ'D PLYWOOD 2�`� N❑TES F I -fry SEE PLAN FOR BEAM NEW 5' @ EAKBWK SIMPSON 1 ------ CONFIGURATION 21� EXISTING PLYWOOD - PR❑VIDE. NEW (2) SIMPS❑N 'RBC' CLIP MIN ALONG 2x6 STUDS @ 16' ❑C ° ° ° PROVIDE NEW (2)-SIMPS❑N SPAN OF 2x WALLBELOW W/ 3/8' CDX PLYWOOD ELEVATION VIEW " ° ° RBC CLIP MIN ALONG NAILING FOR PLYWOOD TO BE L� o a SPAN OF 2x WALL BELOW 6' ❑C EDGES & -12' ❑C FIELD - EXISTING 6x12 � NEW SIMPS❑N HUTF HANGER • -- 2x6 STUDS @ 16' ❑C @ 24 ❑C NEW 2x BLK � `J= - 1:0- r yZ W/ 3/8 CDX PLYWOOD , (FIELD VERIFY) , NEWEXISTING 3 1/8 xl2,0 GLB HGR SIMPS❑N U =� ` NAILING FOR PLYWOOD TO BE SIMPS❑N CB COL BASE HGR @ EA :END ,� ``r" y 6' ❑C EDGES & 12' ❑C FIELD2x BLK yz �' 6 6 W❑❑D P❑ST NEW 2x4 HGR r 2x P,T.D.F, SILL PLATE W/ ° @ 24' ❑C W/ SIMPS❑N CCQ POST CAP • ° --_ - 1.r _- 5/8 _DIA A,B, @ 32 OC (2 MIN) ° (3)-16d @ EA END - 2x P.T.D.F, SILL PLATE W/ SEE ARCHL ° . - - - - - - PLAN VIEW ,� E , #4 @ 18' ❑C (2 MIN) W/ 5/8' DIA A.B. @ 32' OC (2 MIN) L� 18 5' EMBEDMENT INT❑ POST , EXISTING SLAB - DRILL & 18' NEW 2x4 @ 24 ❑C 6x6 WOOD P 18 , NEW 6 3/4 x16,5 GLB EXISTING 6x12 FILL W/ SIMPS❑N S,E,T,-XP #4 @ 18 ❑C (2 MIN) W/ NEW 6 3/4 x16,5 GLB ='EN @ 24 ❑C V EPDXY ICC-ES ESR-2508 5' EMBEDMENT INT❑ 18' NEW SIMPS❑N LUS EXISTING SLAB -DRILL & (FIELD VERIFY) HGR @ EA 2x4 J❑IST FILL W/ SIMPS❑N S.E,T,-XP .. EXISTING SLAB EPDXY ICC-ES ESR-2508 NEW 2x BLK N A } W/ SIMPS❑N 'U' w w (FIELD VERIFY) 2 3 HGR @ EA ENDLd o EXISTING SLAB 1 FRAMING DETAIL FRAMING DETAIL FRAMING DETAIL s-3 S-3 S_3 (FIELD VERIFY) 0 NEW 2x6 STUDS @ 16' ❑C EN EN W/ 3/8' CDX PLYWOOD - NAILING FOR PLYWOOD TO BE 6' ❑C EDGES & 12' ❑C FIELD ---- I! I ° •.III • (uw 3•a iC q3,. NEW 6 3/4 x16,5 GLB �> ° All J m 14 a' 1 w 1 _1 NEV 2x6 STUDS @ 16' ❑C W/ 3/8 CDX PLYWOOD 1® •4 ° NAILING FOR PLYWOOD TO BE 6 ❑C EDGES & 12 ❑C FIELD I 1 ° I a a ° 1 ° 1 ° t ° a SEE PLAN FOR CONCRETE PAD SIZE & REINF❑RCIN SEE PLAN & ARCH 10 _12 8 9 FOUNDATION DETAIL � _ FRAMING DETAIL N OT U SED _,� N OT USED s-3 NOT lJ1 SED s 3 s-3 S-3 S REBAR SPLICE AND EMBED LENGTH SCHEDULE CONC. f c = 2500 PSI Q LAP SPLICE LENGTHS DEVELOPMENT LENGTH m COLUMNS TOP BAR OTHER COLUMNS TOP BAR OTHER STANDARD HOOKS tdh 3 12" 21" 16" 8" 16" 12" 7" 4 1 12" 27" 21" 8" 21" 16" 10" 5 1 21" 51" 39" 15" 39" 30" 12" 6 1 25" 61" 47" 18" 47" 36" 15" 7 30" 89" 69" 21" 69" 53" 17' 8 34" 1 102" 78" 24" 78" 60" 19" 9 38" 115" 88" 27" 88" 68" 22" 10 43" 129" 99" 31" 99" 77" 24" 11 47" 143" 110" 34" 110" 85" 29" 4'd' (2 1/2' MIN) LAP LAP 40d _ 45o REINF❑RCING SIZES '�� 900 PER PLAN &DETAILS 2'- 0' MIN d b d b p .D. ,D. .D. •D• 12d (12' MIN TYPICAL @ CORNER EDGES FOR A.B. (U.N.O.) 1800 UNLESS NOTED ❑THERWISE a i� . ° . 1 --- a 4 -I- �- 1 d — Z 11. I" . Ila ----1=--_-----d-- 9-�---�---°—�- �I 450 LAP �I..° II 1 I I _0 N 4d OR 4d #3 THROUGH #8 4 I I I 1 STANDARD HOOKS AND BENDS CRITICAL sECTION b �� 11 INTERSECTION : 1� I 1_ 1' 13� 2.5" MIN. I all 1 i 1 13 cu 5 d s 10 & 11 I u I 1 1.. III D = 6d FOR #2 BARS THRU #7 , # # il°. C❑RNER BARS SAME II • 1 ° I D = 8d FOR #8 BARS THRU #11 EXTEND HOOK T❑ BACK d SIZE &SPACING AS � I �I(TYP) D = lOd FOR #14 BARS THRU #18 ldh ldh FACE ❑R 'WALL _ CORNER HmRIZ, REINFORCING ALT, C❑RNER I I �I D 2d F❑R SH❑RT BENDS SEE SHEAR WALL SCHEDULE FOR ANCHOR SINGLE LAYER REINF❑RCING i I 1 1 - I I W I 40 d2 LAP U,N,❑, BOLT .SPACING OA (2'-O' MIN) 900 1350 LAP 71, LAP INTERSECTI❑N CORNER 1 r 6 NOTES: 1. LAP SPLICES IN BEAMS ARE NOT PERMITTED WITHIN JOINTS, NOR WITHIN A DISTANCE OF TWICE THE M {� EMBER DEPTH FROM THE FACE OF THE JOINT, NOR AT CENTER 1/3 OF BEAM SPAN FOR BOTTOM Q - a — ------ — - - . ------ REINFORCING, NOR AT END 1/3 OF BEAM SP AN FOR TOP REINFORCING. ---- N❑TE; LAP S P L I C E PROVIDED AT'A MAXIMUM SPACING OF 4 0 C ALONG THE LAP LENGTH._ -A_--,. A.1. 1, WHERE SINGLE LAYER ❑F REINF ❑CCURS, 2. LAP SPLICES IN .BEAMS SHALL BE PERMITTED ONLY IF HOOP ;REINFORCEMENT. IS PRO / a�l-1-----.—.---� Q-+ , 6 �d' 8 1/2' MIN 3. WHEN BARS OF DIFFERENT SIZE ARE LAP SPLICED IN COMPRESSION, SPLICE LEN GTH SHALL BE OF THE DEVELOPMENT LENGTH OF LARGER BAR OR SPLICE LENGTH OF SMALLER BAR. I I'. i I I BEND REINF AS SHOWN FOR ❑UTSIDE BARS, 5 • LaP 40 d2 LAP U.N.❑. 2, DETAIL APPLIES 'T❑ FOOTINGS, BEAMS AND _ MIN .� (2'-0' MIN) 6 d 4 MIN FOR#3 THROUGHOUT THE LAP SPLICE LENGTH. FOR OTHER CONDITIONS USE 30db AS THE COLUMN LAP SPLICE LENGTH. 1 c'6 CONCRETE WALLS , 4. COLUMN LAP SPLICE LENGTH SPECIFIED 1S WHERE TIES ARE USED I. INTERSECTION LII 3. d = BAR DIAMETER 4 1/2 MIN FOR #4 SLAB EDGE THAN 2-1 2" AND FOR 90' HOOK, COVER ON BAR EXTENSION BEYOND HOOK NOT LESS THAN 2". FOR �: a 1. r' tI 5• LENGTHS SHOWN ARE. FOR HOOKS WITH SIDE COVER (NORMAL. TO PLANE OF HOOK) NOT LESS / OTHER CONDITIONS MULTIPLY ABOVE STANDARD HOOK DEVELOPMENT LENGTH BY 1.43. I I i:. I —� STIRRUP OR TIE "B". TYP REINF❑RCING AT INTERSECTI❑N WIRE TIES g, SPLICE AND EMBEDMENT LENGTHS ARE IN INCHES. SPLICES SHALL BE CLASS 1 7, TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" CONCRETE BELOW, OTHER BARS ARE BOTTOM OR VERTICAL BARS. CORNER DOUBLE LAYER REINF❑RCING ALT. CORNER STRAIGHT BARS PROVIDE 180' OR 90' HOOK EQUALING LENGTH BELOW. r ❑ F E S E T S AND SPLICES \ WHERE REQUIRED EMBEDMENT CANNOT BE OBTAINED WITH R E I N f ❑RCING LAY ❑ U T SCHEDULE IS FOR GRADE 60 BARS EXCEPT #3 AND #4 WHICH ARE FOR GRADE 40 BARS. 17 18 13 GENERAL DETAIL _ GENERAL DETAIL S-3 GENERAL DETAIL s-3 s 3 3x J❑IST DEPTH 12' MIN 3x J❑IST DEPTH. N❑TESL METAL PIPE SLEEVE 10COMPACTED BACKFILL 3 1/2 MINACCESS (EITHER L❑CATI❑N) TO SUPPORT MAX - TO SUPPORT MAX 60% MAX STUD WIDTH BORE 1. B❑RING OF MORE THAN TWO I.D. SHALL BE 2 -LARGER SEE S❑ILS REPORT CLEAN &ROUGHEN SURFACE 2' DIA MAX AT 2x4 STUDS, SUCCESSIVE DOUBLE STUDS THAN PIPE ❑D IT NOTCH 1/6 J❑IST DEPTH MAX 3 1/4' DIA MAX; AT 2x6 STUDS f �`- DEPTH ❑F JOIST MAX IS NOT PERMITTED 16 MIN CONTINUOUS '-6' MIN EXPOSING COARSE AGGREGATE SPECIAL INSPECTI❑N REQUIRED BY 2, N❑TCHING AND B❑RING IS CLEAN OUT CURB FORMWORK PECIAL INSPECT❑R FOR � NOT TO ❑ CCUR IN THE SAME FINISH GRADE APPROVED S NO PIPES ALLOWED IN / /. . /\ \ \\ /. \ �, i C❑NDITI❑N @ EXIT F❑RMS EPDXY AP PLICATION STUD SECTION THIS P❑RTI❑N OF F❑❑TING ,� 3, THIS DETAIL IS NOT TO BE 2x6 MIN CUNT OPTIONAL USED AT SHEAR WALLS DO1Bl.E STUDS WITH❑UT THE PRI❑R _= x PLANK EA SID C❑NST J❑INT • • �, (2)-#4 BAR @ 18 XI IN 5 16 GA STRAP W/ DRILL STARTER HOLES SAME D \ EMBEDMENT INT❑ EXISTING SLAB APPROVAL ❑F THE I 2-8d EA END TYP DIAMETER AS NOTCH DEPTH STRUCTURAL ENGINEER �� -DRILL &FILL W/ SIMPS❑N , —�F EXISTING 4 CONCRETE _ _ _ 60% MAX STUD) WIDTH BORE / S.E,T, XP EPDXY ICC ES ESR 2508 N❑TES WIDTH OF STUD MAX \ SLAB W/ C❑NT FTG 2 DIA MAX AIT 2x4 STUDS, 2 1. N❑ OTHER NOTCHES IN JOIST ARE ALLOWED WITH❑UT APPROVAL TYP ALL STUDS m �/\ j\��\ /\\ 3 1/4' DIA MA%X AT 2x6 STUDS TAMPED \ / \ \/ ❑F THE STRUCTURAL ENGINEER. 1 SAND _-_- �` ----=------ J❑IST NOTCH CELE�/ATI❑NJ � O a 40% MAX NOTCH 1 3/8 MAX __ a ° 'W' DRILL HOLE AT CENTERLINE 5/8 MIN EDGE DISTANCE '00-� ° _ TYP ALL STUDS AT 2x4 STUDS 2 1/8 MAX --° ---- -- -� AX 12 MIN AT 2x6 STUDS NO E,XCAVATI❑N - NON -BEARING STUDS , + ,_ BELOW THIS LINE (1) #4 `C❑NIT T&B D 1 6 THIS CONCRETE T❑ BE a I ° ° d a LAP 2'-6' IMIN 3 40% MAX STUD WIDTH B❑RE WIDTH ❑F STUD MAX LACED PRIOR T❑ POURING s-�_ 1 3/8' .DIA MAX AT 2x4 STUDS, TYP ALL STUDS %E=_= P I ---------- 1/8" THK x 3'x 4 TI ES 'W' FTG SAME WIDTH AS W + 2 W al Cu I 2 1/8 DIA MAX AT 2x6 STUDS ABOVE 3'-0' MIN �� f ° WITH (4)-16d EA END AB❑ FORMED ° --- N❑TES. NOTES; UNFORMED (,,� 1. NO HOLES OR NOTCHES IN PLATES LARGER THAN 1/2 'W' OR J❑ISTS EAT R APPROVAL 5/81' MINEDGE DISTANCE 25% MAX NOTCH 7/8' MAX ,_ , f- 1, FOUNDATION CONCRETE MAY BE PILACED DIRECTLY INT❑ N IN THE MIDDLE 1/3 ❑F SPAN ALLOWED WITHOUT THE PRIOR FOR PIPES MORE THAN 3 0 BELOW B❑T ❑F FTG ,y EXCAVATIONS, _PR❑VIDED THE F❑UNDATION TRENCH WALLS ARE STABLE ❑F THE STRUCTURAL ENGINEER, TYP' ALL STUDS AT 2x4 STUDS 1 3/8' MAX FILL (90% DENSITY) INSTEAD ❑F \ o (/i EX , USE COMPACTEDnn m z L ENGINEER &APPR❑VED BY ❑ S A N❑T T❑ BE USED AT SHEAR WALLS WITHOUT THE AT 2x6 STUDS CONCRETE T❑ FILL IN PIPE TRENCH 2 - w cm, AS DETERMINED BY THE STRUCTURRA 2, FORMWORKNOT PERMITTED BELOW) GRADE UNLESS . . FOOTING AND WALL EXISTING NEW Co. THIS PRIOR DETAIL IS APPROVAL ❑F THE STRUCTURAL ENGINEER. PIPE TR NrH AT F❑❑TING 1 \ ARE FULLY FORMED, PLATE NOTCH (PLAN VIEW STUD NmTCHING \ 3, STAKES NOT PERMITTED WITHIN IF❑❑TING SECTI❑N. 21 22 23 24 GENERAL DETAIL s_3 s 19 GENERAL DETAIL GENERAL DETAIL _3 s GENERAL DETAIL _3 GENERAL DETAIL s-3 S-3 NOTE! ANY USE OR REUSE OF ❑RIGINAL OR ALTERED STRUCTURAL DRAWINGS BY [OWNER, AGENTS OF OWNER, OR OTHER PARTIES WITH❑UT THE REVIEW AaND WRITTEN APPROVAL OF B,G, STRUCTURAL ENGINEERING, INC, SHALL BE' AT THE SOLE RISK OF THE OWNER, FURTHERMORE, THE OWNER AGREES TO DEFEND INDEMNIFY AND HOLD B,G, STRUCTURAL ENGINEERING, ]INC, HARMLESS FROM ALL CLAIMS, INJURIES, DAMAGES, LOSSES, EXPENSES AND ATT❑RNEY'S FEES ARISING OUT OF THE M❑DIFICATI❑N I❑R REUSE OF THESE DRAWINGS, NOTE: THE Eh VGINEER SHALL NOT BE RESP❑NSIBLE FOR THE C❑NSTRUCTI❑N _ MEANS, METHODS, MATERIALS, TECHNIQUES, SEQUENCES OR PROCEDURES, OR FOR SAFETY PRECAUTI❑NS & PROGRAMS IN C❑NNECTI❑N WITH THE W❑R2K, THE ENGINEER DOES NOT GUARANTEE THE CONTRACT DOCUMENTS SHdALL RE LIEVE THE CONTRACTOR FROM ANY LIABILITY DUE TO NEGLIGENCEE, INC❑MPETENCE, OR ERRORS OF ❑MISSI❑N OR C❑MMISSI❑N OF THE C❑NTRIACT❑R, C COPYRIGHT 2016 BE. STRUCTURAL ENGINEERING, INC, UINAUTH0 CH ANGES & USES RIZED t CAUTION TH-IE ENGINEER PREPARING THESE PLANS WILL NOT BE RESP❑NSIBLE [FOR, OR LIABLE FOR, UNAUTHORIZE D CHANGES TO OR USES OF THESE PLANS, ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST. BE APPROVED BY THE PREP ARER OF THESE PLANS, INSTRUMENTS OF SERVICE THESE DRAWINGS ARE AN INSTRUMENT OF SERVICE AND REMAIN THE PROPERTY OF ]B,G, STRUCTURAL, THEY ARE NOT TO BE REPRODUCED OR ALTERED IN ANY WAY, NOR DISCL❑SED OR ASSIGNED TO ANY THIRD PARTY WITH❑UT THE EXPRESS WRITTEN PERMISSI❑N OF B.G. STRUCTURAL, I 2i' 28 29 30 2,s l NOT USED N OT _ USED BG DISCLAIMER 25 NOT USED _ NOT .USED _ _ _3 NOT USED s 3 s 3 s 3 s S- 3 S_ 3 REVISIONS BY V w w x W � W W V o a bi Fr -I U c� V W LJ uj W in ti �n r� i 3 G\NEER f� o., o M rn Q Q M (L o �/J U a o z 1S��3. VALID ONLY IF SIGNED 1N RED 0 W W 0 rn �✓ / d 0Y W � Z aW V �0 W Uj f d• O o � T U W � �Qz�� 6 Welf C-000caW U 0 in cm I` v ~ U) -1 o Oo�U C9 CO Q � IL Q J W 0 z W It CD W CO In 06 (a) 00 00 N Z N O 4-' N d) 0 C1 Lu ��U Fos o° 0 W oo.� C ® �In0 0 � W � o J 0 0 LL & Ca U. Date: 5/25/2015 Scale: N.T.S. Drawn: S.C. Job: 908.13 Sheet