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MUP 2004-513N City of La Quinta Community Development Department 78-495 Calle Tampico La Quinta, California 92253 -'� OF'Tt►" 777-7125 FAX.: (760) L A116220 5 1p GOIA%A F l TPMENT -- --- LICATION FOR MINOR 777-1233 OFFICE USE ONLY Case No. We 04-16D Date Recvd. Fee: S Related Apps.: TTM 30151 Logged in by:� .N. USE PERMIT APPROVAL MINOR USE PERMIT applications are reviewed and approved by the Community Development Director pursuant to Section 9.210.020, of the Zoning Code. The purpose of the review is to ensure that land uses requiring the permit do not have an adverse impact on surrounding properties, residents, or businesses. APPLICANT LL VkeApqa./ 5-1$'2-l'I (Print) / MAILING ADDRESS, rD— Y75- kllt LAY.Ar tCIf Phone No. 7 6 o— S(D CITY, STATE, ZIP: G,t- !,? v r.� 6,0_ `� L 2 S? Fax No. %(po— 7 (— &S/3 PROPERTY OWNER (If different): (Print) MAILING ADDRESS: go — / 121A 641, f,,•u s� Phone No. *266- 5 -4,65 - CITY, 4,6SCITY, STATE, ZIP:__!�,t .� e- L 2 s- 3 Fax No. 76,- — -7 PROJECT LOCATION: %t/�ouu t,.�r a �/ (Z c✓ �C S�y �!'r/ 4 �fF�f' 511. Amt Sa PROPOSED USE AND/OR CONSTRUCTION (Including operational information): (attach sheets if needed) LEGAL DESCRIPTION (LOT & TRACT OR A.P.N.): Lo?- -te A> 35"7 A I8\Minor Use Permit • T SUBMISSION REQUIREMEN S. t Er Plot Plan, floor plans and elevation plans (as determined by Community Development Department staff). C1e:15 sets of plans on 8'/2" x I I" sheet or folded down to 8%z" x 11". I Il/Filing fee for Minor Use Permit. If filing multiple applications, the most expensive application will be charged full fee, with remaining related applications discounted 50% for each. This discount does not apply to Environmental Information form. NAME OF APPLICANT —J-zr-r— (Please Print) SIGNATURE OF APPLICANT DATE �le Y�-7 NAME OF PROPERTY OWNER �5, Pm 5 (Please Print) SIGNATURE OF PROPERTY OWN, E�(S) IF NOT SAME AS APPLICANT: ^ DATE (Signature provides consent for applicant to use site for proposed activity). DATE ' (Separate written authority by owner to submit application may be provided) NOTE: FALSE OR MISLEADING INFORMATION GIVEN IN THIS APPLICATION SHALL BE GROUNDS FOR DENYING APPLICATION. A 18\Minor Use Permit JEFFREY DINTOSKEY AMY K. PETOSKEY 79-060 LADERA ST. LA OUINTA, CA 92253 PAY TO THE ORDER OF C �� h 82-655/1070 1330 2382808129 DATE Z /y DOLLARS Palm Dwark CA 24 HOUR BANKING (760) 836-3500 MEMO 0 P.O. Box 1504 78-495 C.ALLE TANu,ico LA QUINTA, CALIFORNIA 92253 August 25, 2004 Mr. Gary Lemon Toll Brothers, Inc. 80-475 Via Talavera. La Quinta, Ca 92253 SUBJECT: MINOR USE PERMIT 2004-513 (GUEST HOUSE) Dear Mr. Lemon: (760) 777-7000 FAX (760) 777-7101 The Community Development Department has reviewed your request to establish a guest house on Lot 10 of Tract 30357 (Mountain View Country Club) and has approved your request subject to the following conditions: 1. Only one guesthouse may be established per lot, in addition to the primary residence. 2. The guesthouse shall be architecturally compatible with the main residence on the property. 3. The height of the guesthouse shall not exceed seventeen feet in height and not be more than one story. 4. The floor area of the guesthouse shall not exceed thirty percent of the existing living area of the primary residence and not result in violation of the lot coverage maximum. 5. There shall be no kitchen or cooking facilities within the guesthouse. 6. The guest house shall used only by the occupants of the main residence, their non-paying guests, or domestic employees. 7. : The guesthouse shall not be rented or otherwise occupied separately from the main residence. Mr. Lemon Page 2 8. The guesthouse shall be hooked up to the existing sewage disposal system for the property. 9. The City may elect to add Conditions to this application request to mitigate any problems that arise not previously addressed herein. This decision may be appealed to the Planning Commission by- an provided they submit the necessary paperwork and filing fee of $175.00 with this office within 15 days of approval of this permit. Should you have any questions please contact me at (760) 777-7068. Sincerely, JERRY HERMAN COMMUNITY DEVELOPMENT DIRECTOR MARTIN MAGANA Associate Planner C: Building & Safety Department P:\Martin\MUP's\MUP 04-513 Toll Bros.doc 08-24-2004 16:00 FROWMDS&T ING 76077140T3 P-002/002 F-348 75.00' 75.00' e? 1,96 PATIO. DIP.- WIC 0 VAW " = ".9 Po = n. ?EM GENERAL RE QUIREMENTS GENERAL E UIREMENTS ' 6 � GO STRUCTURAL STEEL CONCRETE MASONRY 1.0 WORK PERFORMED SHALL COMPLY WITH THE FOLLOWING 2.5 STUD WALLS PERPENDICULAR TO A CONCRETE MASONRY WALL SHALL BE 1.0 GENERAL 1.0 GENERAL 1. THESE GENERAL REQUIREMENTS UNLESS OTHERWISE NOTED ON PLANS OR BOLTED TO THE CONCRETE OR MASONRY WALL WITH 1/2" DIAMETER X 8" ALL STRUCTURAL STEEL MATERIALS AND CONSTRUCTION SHALL CONFORM TO CONSULTANT, AND ALL INFORMATION SPECIFICATIONS A307 BOLTS AT TOP, MID HEIGHT AND BOTTOM THE REQUIREMENTS SPECIFIED IN CHAPTER 22, U.B.C. ALL CONCRETE MASONRY MATERIALS AND CONSTRUCTION SHALL BE IN 2. UNIFORM BUILDING CODE, 1997/2001 CALIFORNIA BUILDING CODE. 2.6 HOLES IN UNSEASONED LUMBER SHALL BE 1/32" TO 1/16" LARGER THAN 2.0 MATERIALS ACCORDANCE WITH CHAPTER 21, U.B.C. 3. ALL APPLICABLE LOCAL, STATE AND FEDERAL CODES, ORDINANCES LAWS, THE BOLT. A WASHER NOT LESS THAN A STANDARD CUT WASHER, ORA REGULATIONS AND PROTECTIVE COVENANTS GOVERNING THE SITE OF WORK. METAL PLATE OR STRAP IN LIEU THEREOF, SHALL BE PLACED BETWEEN THE 2.1 ALL STEEL SHALL CONFORM TO ASTM A36 AS A MINIMUM, UNLESS 2.0 MATERIALS 4. STANDARD SPECIFICATIONS OF ASTM AS NOTED HEREIN ARE REQUIRED BY WOOD AND THE BOLT HEAD, AND BETWEEN THE WOOD AND THE NUT. OTHERWISE NOTED ALL MATERIALS MAKING UP FINISHED CONCRETE MASONRY CONSTRUCTION THE BUILDING CODE OR U,B.C- 1997 2.7 FRAMING IN CONTACT WITH MASONRY OR CONCRETE SHOULD 8E PRESSURE 2.2 STEEL PIPE SHALL CONFORM TO ASTM A35, GRADE B (F -35 KSI) Y' SHALL CONFORM TO STANDARDS REQUIRED BY SEC. 2102, U.B.C. 2.0 IN CASE OF CONFLICT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN TREATED LUMBER OF SAME SPECIES 2.3 STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B (Fy= 46KSI ). 2.1 MORTAR SHALL BE TYPE M OR S AS APPLICABLE AND SHALL BE m PROPORTIONED PER TABLE 21-A, U.B.C. AND IN CONFORMANCE 3.0 ON SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL BE THE 2.8 STRUCTURAL INFORMATION SHOWN ON FRAMING PLANS iS FOR THE MAiN 2.4 ALL STRUCTURAL WELDING PROCEDURES AND MATERIALS SHALL CONFORM TO WITH ASTM C270, MORTAR FOR UNIT MASONRY RESPONSIBILITY OF THE CONTRACTOR AND SUB -CONTRACTORS. NOTED DIMENSIONS STRUCTURAL ELEMENTS. NON-STRUCTURAL ELEMENTS SHALL BE CONSTRUCTED PER APPROVED CODE REQUIREMENTS SE ? ± r C17nR, 2_p9 UBC. ALL 3, p �7d'ti v SHALL BE BY THE SUBMERGED ARC PROCESS Z TAKE PRECEDENT OVER SCALE OF DRAWINGS Ov 2.2 GROUT SHALL HAVE INGREDIENTS PROPORTIONED PER TABLE NO. 21-6 4.0 6NGfNEER OR ARCt-iITECT OF RECORD !S TO Sc NOTIFIED f�6bIEDIAI ELY' BY 2.9 CONVENTIONAL CONSTRUCTION REQUIREMENTS OF CHAPTER 23 FOR LIGHT USING E70XX-LOW HYDROGEN ELECTRODES, UNLESS OTHERWISE NOTED. U.B.C. AND IN CONFORMANCE WITH ASTM C476 GROUT FOR MASONRY AND THE CONTRACTOR SHOULD ANY QUESTION ARISE PERTAINING THE WORKING DRAWINGS FORMED CONSTRUCTION SHOULD BE FOLLOWED AS REQUIRED 2.5 ALL BOLTS FOR CONNECTIONS OF STEEL MEMBERS SHALL CONFORM TO ASTM SHALL ATTAIN A MINIMUM COMPRESSION STRENGTH AT 28 DAYS 2000 PSI OR THE REQUIRED COMPRESSIVE STRENGTH OF THE AND/OR SPECIFICATIONS 2.10 WEIGHT OF THE ROOF IS CONSIDERED AS 10 psf MAX. ( TOTAL ROOF A325N, UNLESS OTHERWISE NOTED CONCRETE MASONRY UNITS, WHICHEVER IS GREATER 5.0 NO DEVIATIONS FROM THESE REQUIREMENTS AND STRUCTURAL DETAILS SHALL BE DEAD LOAD OF 19 psf ). IF ROOFING MATERIAL EXCEEDS THIS LOAD, THE 3.0 WELDS 2.3 CONCRETE MASONRY UNITS FOR LOAD BEARING SYSTEMS MAY BE MADE WITHOUT THE WRITTEN APPROVAL OF OUR OFFICE. APPROVAL FRAMING CONTRACTOR SHOULD NOTIFY ENGINEER IN WRITING PRIOR TO CONSTRUCTION CONCRETE BRICK AS SPECIFIED BY ASTM C55, SPECIFICATIONS BY THE INSPECTOR DOES NOT CONSTITUTE AUTHORITY TO DEVIATE FROM PLANS OR SPECIFICATIONS. 2.11 PROVIDE SOLID BLOCKING UNDER BEARING PERPENDICULAR WALLS AND 3.1 ALL SHOP WELDING AND FABRICATION MUST BE DONE IN A CERTIFIED SHOP FOR CONCRETE BUILDING BRICK DBL JOISTS APPROVED BY THE BUILDING OFFICIAL GRADE N CONCRETE ARE FOR USE AS ARCHITECTURAL VENEER 6.0 THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY AND FACING LIMITS IN EXTERIOR WALLS SUPPORTS ETC., IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT 2.12 TOP PLATES OF ALL WOOD STUD WALLS TO CONSIST OF (2) 2X'S THE 3.2 ALL FIELD WELDING MUST BE PERFORMED BY A CERTIFIED WELDER AND A GRADE S CONCRETE ARE FOR GENERAL USE WHERE MODERATE BEEN CONSIDERED BY THE ARCHITECT OR ENGINEER. THE CONTRACTOR SAME WIDTH AS THE STUDS UNLESS OTHER WISE NOTED. TOP PLATES SPECIAL INSPECTOR SHALL CONTINIOUSLY INSPECT ALL STRUCTURAL FIELD WELDING. STRENGTH AND RESISTANCE TO FROST ACTION AND MOISTURE PENETRATION IS REQUIRED IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION SHALL LAP A MINIMUM OF 48" AND SPLICED WITH NOT LESS THAN BOTH SHALL BE APPROVED BY THE BUILDING OFFICIAL J J 0 OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS, AND FINISH MATERIALS. 6-16D NAILS SPACED NOT MORE THAN 12" ON CENTER 3.3 ALL WELDERS SHALL BE QUALIFIED AS AN ASNT CERTIFIED TECHNICIAN 3.0 STRENGTH THE CONTRACTOR SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY a w PRIOR TO THE APPLICATION OF THE AFOREMENTIONED MATERIALS. OBSERVATION 2.13 ALL SHEAR PANELS SHALL HAVE CONTINIOUS SHEATHING MATERIAL FROM ONE 3.4 ALL FILLER (WELD) METAL SHALL HAVE MINIMUM CVN OF 20 FT -LBS @ -20 F 3.1 THE SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, fm SHALL BE ViSITS TO THE SITE BY THE ARCHITECT OR STRUCTURAL ENGINEER SHALL NOT END OTHER AND FROM PLATE TO PLATE AS SPECIFIED ON THE .40 FT -LBS @ 70 F 1500 PSI, UNLESS NOTED OTHERWISE IMPLY THE ASSUMPTION OF ANY RESPONSIBILITY IN THIS REGARD. DRAWINGS. CONTRACTOR WILL COORDINATE FRAMING SUCH THAT CONTINUITY I 3.5 FABRiCATORIERECTOR SHALL PROVIDE WELDING PROCEDURE SPECIFICATION NOT SCALE THE BUILDER HAS REQUESTED, CONTRACTED WITH AND IS COMPENSATING OUR OF SHEAR PANEL IS ASSURED (WPS) PER AWS D1.1-2001 AND FEMA 353A. THE WPS SHALL 4.0 SPECIAL INSPECTION OFFICE FOR THE LIMITED SERVICES OF PROVIDING THE MINIMUM STRUCTURAL INCLUDE THE WELDING PARAMETERS RECOMENDED BY THE ELECTRODE QA ENGINEERING DRAWINGS REQUIRED, WHEN COMBINED WITH OTHER BUILDERS 2.14 AT ENDS OF SHEAR PANELS WITH POSTS, SHEATHING MATERIAL (i.e., DRYWALL MANUFACTURER FOR CONCRETE MASONRY CONSTRUCTION WHICH IS NOTED AS REQUIRING CONSULTANTS DRAWINGS, TO OBTAIN A BUILDING PERMIT FOR THIS PROJECT. POSTS OR PLYWOOD) SHALL BE EDGE NAILEDTO T SPECIAL INSPECTION P DRAWINGS, SUCH INSPECTION HALL BE CARRIED PER G , C S THESE DRAWINGS ARE NOT INTENDED TO, NOR DO THEY, DETAIL ALL CONDITIONS, 3.6 COMPLETE JOINT PENETRATION GROOVE WELDS BETWEEN THE BEAM FLANGE OUT IN ACCORDANCE WITH U.B.C. SECTION 1701.5. CONCRETE i IDENTIFY ALL MATERIALS, OR DEFINE OR LIMIT THE SCOPE OF WORK REQUIRED TO 2.15 ALL LEDGERS SHALL BE SPLICED WITH ST22 STRAP, UNLESS OTHERWISE NOTED AND COLUMN FLANGE SHALL BEM ADE PER THE AWS D7.1-2001 TABLE 3.7. MASONRY CONSTRUCTION WITCH REQUIRE SPECIAL INSPECTION ALSO IS COMPLETE THE PROJECT. THE BUILDER HAS REQUESTED ACCEPTS AND REPRESENTS ALL SHIELDED METAL -ARC WELDING (SMAW) ELECTRODES SHALL BE OF THE REQUIRED RED TO HAVE MASONRY PRISM TESTING PRIOR TO AND DURING THAT HE WILL SELECT ALL MATERIALS AND MANUFACTURES, QUALIFY AND ACCEPT ALL 2.16 ALL SHEAR TRANSFER NAILING SHALL BE PER DRAWINGS, AND THE CONTRACTOR LOW HYDROGEN TYPE AND SHALL BE SUBJECT TO THE REQUIREMENTS OF AWS CONSTRUCTION AS DESCRIBED IN SECTION 2105 SUBCONTRACTORS AND INSTALLERS, DIRECT ALL WAYS AND MEANS OF CONSTRUCTION SHALL PROVIDE PROPER NOTIFICATION FOR INSPECTIONS TO REVIEW THE SAME D1.1-2001 SECTION 5.3.2 FOR SMAW AND FLUX CORED ARC WELDING AND PROVIDE ALL ADDITIONAL INFORMATION, ABOVE AND BEYOND THESE DRAWINGS (FACW ), THE MAXIMUM PERMITTED ELECTRODE DIAMETER SHALL BE PER REQUIRED TO COMPLETE THE PROJECT IN CONFORMANCE WITH ALL GOVERNING AGENCIES 2.17 PROVIDE POSTS AT LOWER FLOOR UNDER POST OR MULTIPLE STUDS ABOVE, AWS DIA TABLE 3.7 AND THE WORK WILL EXCEED OR MEET ALL INDUSTRY STANDARDS. PROVIDE FULL WIDTH OR DEPTH COMPRESSION BLOCK BETWEEN FLOORS AT SUCH LOCATIONS 3.7 FOR THE WELD OF THE BOTTOM FLANGE TO THE COLUMN FLANGE, FOLLOW A THROUGH G BELOW: FOUNDATION 7.0 SPECIAL INSPECTION PER SEC. 1701.5 OF THE U.B.C. IS REQUIRED 2.18 FRAMING CONTRACTOR IS TO PROVIDE ADDITIONAL STRAPS TO TOP PLATE A. THE ROOT PASS SHALL NOT EXCEED A 1/4" IN LAYER THICKNESS AS FOLLOWS: SPLICE WHERE SPECIFIED ON FRAMING PLAN AT TiME OF STUD WALL B. THE FIRST HALF LENGTH ROOT SHOULD BE MADE WITH ONE OF THE 7.1 ALL STRUCTURAL WELDING, INCLUDING WELDING OF REINFORCED STEEL FOLLOWING TECHNIQUES, AT THE OPTION OF THE CONTRACTOR 1.0 SOILS AND WELDING OF STEEL DECKING. (1) THE ROOT PASS MAY BE INITIATED NEAR THE CENTER OF THE JOINT. IF 7.2 INSTALLATION AND LIGHTING OPERATIONS FOR ALL HIGH STRENGTH - THIS APPROACH IS USED, THE WELDER SHOULD EXTEND THE FOUNDATION ENGINEERING HAS BEEN PREDICATED ON DATA AND FRICTION BOLTING (A325F) ELECTRODE THROUGH THE WELD ACCES HOLE, APROXIMATELY 1" RECOMENDATION CONTAINED INSOILS REPORT BY 7.3 INSTALLATION AND TIGHTENING OPERATIONS FOR ALL HIGH STRENGTH BEYOND THE OPPOSITE SIDE OF THE GIRDER WEB. THIS IS TO ALLOW DATE. ANCHOR BOLTS ADEQUATE ACCESS FOR CLEARING AND INSPECTION OF THE INITIATION THIS REPORT IS CONSIDERED PART OF CALCULATIONS AND CONSTRUCTION POINT OF THE WELD BEFORE THE SECOND HALF-LENGTH OF THE ROOT DOCUMENTS AND IS TO BE ADHERED TO IN ALL OF IT'S RECOMMENDATIONS 7.4 DURING THE TAKING OF TEST SPECIMENS AND PLACING OF ALL REINFORCED PASS IS APPLIED. IT IS NOT DESIREABLE TO INITIATE THE ARC IN THE AND REQUIREMENTS. VERIFY MINIMUM FOUNDATION DEPTH, WIDTH, REINFORCING CONCRETE, WITH THE EXCEPTION OF FOUNDATION CONCRETE WHEN THE 2.19 ALL )OIST HANGERS SHALL BE SiMPSON U HANGER, ALL BEAM HANGERS SHALL BE EXACT CENTER OF THE GIRDER WIDTH SINCE THIS WILL LIMIT ACCESS TO THE STEEL AND ADDITIONAL EXPASIVE SOIL REQUIREMENTS WITH VALID SOILS REPORTS STRUCTURAL DESIGN STRENGTH IS NO GREATER THAN fc=2500 PSI OF SIMPSON HU HANGERS U.N.O. ON PLAN OR DETAIL. START OF THE WELD DURING POST -WELD OPERATIONS. AFTER THE ARC AND iF THEY ARE ANYMORE RESTRICTIVE, THEN THEY SHALL SUPERCEDE 7.5 DURING THE PLACEMENT OF ALL MASONRY INDICATED ON THE DRAWINGS IS INITIATED, TRAVEL SHOULD PROGRESS TOWARD THE END OF THE JOINT OUR OFFICE MINIMUMS AS HAVING "SPECIAL INSPECTION" 2.20 DURING HANGER INSTALLATION, FILL ALL ROUND AND TRIANGLE NAIL HOLES MTBOAAD 'BEAM FLANGE EDGE), AND THE WELD SHOULD BE TERMINATED ON St;.L?: >k r?S. ALL BEA, t G S SHALL BE SLviP. HU (U.N.O,) A WELD TAB /RUN OFF TAB. TABS SHALL EXTEND THE JOINT NO END DAMS 2.0 FOUNDATION PLATES SILLS SHALL BOLTEDTOTHE FOUNDATION OR 7.6 DURING DRIVING AND TESTING OF PILES AND CONSTRL;C1aCN car,- �':'- _T ;�:-?! ACE DRILLEE} H A FOUNDATION WALL WITH NOT LESS THAN 5i8" NOMINAL DIAMETR STEEL PILES OR CAISSONS (2) THE WELD MAY BE INITIATED ON THE WELD RUN-OFF TAB, WITH TRAVEL BOLTS EMBEDED AT LEAST 7" INTO THE CONCRETE OR MASONRY AND 2.21 IF A DOUBLE SILL PLATE IS USED AT LIGHT-WIEGHT CONCRETE FLOORING. PROGRESSING TOWARDS THE CENTER OF THE GIRDER FLANGE WIDTH. SPACED NOT MORE THAN 6' APART. THERE SHALL BE A MINIMUM OF 8.0 1997 UBC: THEN FRAMING CONTRACTOR SHALL APPLY SILL PLATE NAILING TO WHEN THIS APPROACH IS USED, THE WELDER SHOULD STOP WELD TWO BOLTS PER PIECE WITH ONE BOLT LOCATED WITHIN 12" OF EACH END DESIGN ASSUMES FLEXIBLE DIAPHRAGM; SOILS GEOLOGY, SOILS CHARACTERISTICS, BOTH SILL PLATES APPROXIMATELY 1" BEFORE THE BEAM WEB. IT IS NOT ADVISABLE TO OF EACH PIECE. A PROPERLY SIZED NUT AND WASHER SHALL BE REDUNDANCY FACTOR, HEIGHT TO WIDTH RATIO OF 2:1 FOR ALL PLYWOOD SHEAR WALLS LEAVE THE WELD CRATER DIRECTLY IN THE CENTER OF THE BEAM TIGHTENED ON EACH BOLT TO THE PLATE, USE 2"X2"X3/16" SQUARE HAS BEEN CONSIDERED 3.0 TRUSSES FLANGE -WIDTH SINCE THiS WILL HINDER POST -WELD OPERATIONS C. HALF LENGTH ROOT PASS SHOULD BE THOROUGHLY SLAGGED AND 2.1 FOUNDATION PLATES OR SILLS SHALL BE BOLTED TO THE FOUNDATION OR FOUNDATION WALL WITH NOT LESS THAN 5/8" NOMINAL DIAMETER STEEL STRUCTURALWOOD THE FOLLOWING APPLIES IF ANY OTHER TRUSS LAYOUT AND CLEANED BOLTS EMBEDDED AT LEAST 7" INTO THE CONCRETE OR MASONRY AND CALCULATIONS ARE USED, OTHER THAN BY OUR OFFICE D. THE END OF THE HALF LENGTH ROOT PASS THAT IS NEAR THE CENTER OF SPACED NOT MORE THAN 6' APART. THERE SHALL BE A MiNIMUM OF THE BEAM FLANGE SHOULD BE VISUALLY INSPECTED TO ENSURE FUSION, TWO BOLTS PER PIECE WITH ONE BOLT LOCATED WITHIN 12" OF EACH END 1.0 MINIMUM QUALITY 3.1 WOOD TRUSS MANUFACTURER SHALL SUPPLY TO THE ENGINEER AND THE SOUNDNESS FREEDOM FROM SLAG INCLUSIONS AND FREQUENT POROSITY. OF EACH PIECE. A PROPERLY SIZED NUT AND WASHER SHALL BE BUILDING DEPARTMENT CALCULATIONS AND SHOP DRAWINGS FOR APPROVAL THE RESULTING BEAD PROFILE SHOULD BE SUITABLE FOR OBTAINING FUSION TIGHTENED ON EACH BOLT TO THE PLATE, USE 2"X2"X3/16" SQUARE 1.1 ALL STRUCTURAL WOOD SHALL BE OF DOUGLAS FIR LARCH OF DESIGN LOADS, CONFIGURATION (2 OR 3 POINT BEARING), AND SHEAR BY THE SUBSEQUENT PASS TO BE INITIATED ON THE OPPOSITE SIDE OF THEPLATES WASHER. FOUNDATION L TES AND SILLS A B T D F D L SHALL E HE KIN O WOO SPECIES, (19% MAXIMUM MOISTURE CONTENT) TRANSFER, PRIOR TO FABRICATION. GiRDER WEB. IF THE PROFILE IS NOT CONDUCTIVE TO GOOD FUSION THE START SPECIFIED IN SECTION 2306 1.2 ALL MACHINE BOLTS SHALL CONFORM TO ASTM A307, UNLESS OTHER- 3.2 TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST LOCAL OF THE FIRST ROOT PASS SHOULD BE GROUND, GOUGED CHIPPED OR OTHERWISE PREPARED TO INSURE ADEQUATE FUSION 2.2 ALL INTERIOR WALLS NON SHEAR WALLS TO HAVE HILT] X -DNI (WITH A WISE NOTED BUILDING CODE FOR ALL LOADS IMPOSED, INCLUDING LATERAL LOADS AND MINIMUM PENETRAT;ON OF 1-1/4" INTO SLAB) AT 24" ON CENTER, UNLESS MECHANICAL EQUIPMENT LOADS. E. THE SCOND HALF OF THE WELD JOINT SHOULD HAVE THE ROOT PASS NOTED OTHERWISE, TO BE INSTALLED IN ACCORDANCE WITH ICBO #2388, 1.3 ALL NAiLS SHALL BE SINKER NAILS, UNLESS OTHERWISE NOTED APPLIED BEFORE ANY OTHER WELD PASSES ARE PERFORMED, THE ARC NOVEMBER 1995. ACTUAL SLAB THICKNESS TO BE MINIMUM 3-1/2" 3.3 ALL CONNECTIONS INVOLVING TRUSSES SHALL BE ICBO APPROVED AND SHOULD BE INITIATED AT THE END OF THE HALF LENGTH ROOT PASS THAT IS 1.4 CONTINUE PLYWOOD ROOF SHEATHING UNDER ALL CALIFORNIA FRAMING OF ADEQUATE STRENGTH TO RESIST STRESSES DUE TO THE LOADINGS NEAR THE CENTER OF THE BEAM FLANGE, AND TRAVEL SHOULD PROGRESS 3.0 SHEAR WALL HOEDOWNS 1.5 ROOF SHEATHING DIAPHRAGM INVOLVED AND SHALL BE SPECIFIED BY THE TRUSS TO THE OUTBOARD END OF THE JOINT, TERMINATING ON THE WELD TAB MANUFACTURER. F. EACH WELD LAYER SHOULD BE COMPLETED ON BOTH SIDES OF THE JOINT 3.1 THE CONCRETE CONTRACTOR IS TO VERIFY LOCATION OF HOLDOWNS AND 3.4 DEAD LOAD AND LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO L/240, BEFORE A NEW LAYER IS DEPOSITED ANCHOR BOLTS WI I H ROUGH FRAMING TO ASSURE PROPER AND ACCURATE LIVE LOAD DEFLECTION L/360 INSTALLATION, WITH THE FRAMING CONTRACTOR NOTE: PROVIDE 1/8 SPACE BETWEEN ALL ROOF SHEATHING PANELS G. WELD RUN OFF TABS SHOULD BE REMOVED AND GROUND FLUSH TO THE FOR EXPANSION 3.5 CROSS BRIDGING AND/OR BRIDGING SHALL BE PROVIDED AND DETAILED BY BEAM FLANGE 3.2 ALL HD'S, HDA'S, PA.'S, HPNS, HPAHD22'S AND MPA'S, ARE TO BE LYYlOOD sNEAmING TRUSS MANUFACTURER AS REQUIRED TO ADEQUATELY BRACE ALL TRUSSES. H. ALL GRODVE WELDS TO BE U.T. TESTED. INSTALLED ACCORDING TO SIMPSON STRONG TIE SPECIFICATIONS AND BLOCKING IF REQUIRED FRAMIN 3.6 TRUSS MANUFACTURER TO PROVIDE DETAILS WHICH ALLOW FOR NORMAL REQUIREMENTS OF ICBO REPORT #1211 AND #4935 DIAPHRAGM BWNDAR DEFLECTION WITHOUT IMPOSING LATERAL LOADS ON THEIR SUPPORTS (i.e., 3.3 MPM AND DTH Of' AT SHALL BE INSTALLED IN FOOTINGS HAVING A MINIMUM WIDTH Of' AT LEAST 8" (U.N.O. ) SCISSOR TRUSSES). DEVIATION FROM THE PROCEDING PROCEDURES MAY BE MADE. PROVIDING THE CONTRACTOR SUBMITS IN WRITING AN ALTERNATE SEQUENCE THAT 3.4 ALL HOEDOWN ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION 3.7 TRUSS MANUFACTURER IS RESPONSIBLE FOR REVIEWING FRAMING PLANS AND APPROVED BY THE ENGINEER AND BUILDING OFFICIAL PRIOR TO FABRICATION INSPECTION DRAG TRUSSES AS SHOWN ON THE FRAMING PLAN 3.5 PROVIDE ( 1 ) #4 REINFORCING BAR TOP & (1 ) #4 BOTTOM OF ALL 3.8 TRUSS MANUFACTURER IS RESPONSIBLE FOR REVIEWING FRAMING PLANS AND REINFORCED CONCRETE CONTINIOUS FOOTINGS STRUCTURAL DETAILS PRIOR TO FABRICATION OF TRUSSES AND SPECIFYING 4.0 ELECTRICAL GROUND HANGERS. 3.9 ALL TRUSSES DESIGNED BY TRUSS MANUFACTURER SHALL BE DESIGNED TO 1.0 GENERAL LOCATION SHALL BE PER ELECTRICAL CONTRACTOR PROVIDE ONE EXTRA #4 BAR IN FOUNDATION FOR ELECTRICAL GROUND. SUSTAIN ALL VERTICAL, LATERAL AND OTHER PERTINENT LOADS, INCLUDING 1.1 ALL REINFORCED CONCRETE MATERIALS AND CONSTRUCTION SHALL CONFORM 2.0 FRAMING BRACING OF TOP AND BOTTOM CHORDS, IN ADDITION TO ANY CONNECTIONS TO CHAPTER 19, U.B.C. 5.0 MISCELLANEOUS RELATED TO TRUSSES. CONTRCTOR IS TO COORDINATE WITH TRUSS 2.1 ALL FRAMING, BRACING, NAILING, NOTCHING, DRILLING OR BORING SHALL BE MANUFACTURER. 2.0 MATERIALS IN ACCORDANCE WITH U.B.C. UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED 3.10 THE TRUSS MANUFACTURER IS RESPONSIBLE TO MEET THE PROFILE AS 2.1 CEMENT SHALL CONFORM TO U.B.C. 1903.2 OF U.B.C. AND SHALL 5.1 GROUT UNDER BASE PLATES SHALL BE NON -SHRINKING TYPE AND SHALL HAVE COMPRESSIVE STRENGTH EQUAL TO CONCRETE OR MASONRY Q INDICATED IN THE DRAWINGS. CORESPOI'r'D TCD THAT OI'0''t"iHiC i THE SELECTION Of CONCRETE SUPPORTING IT 2.2 AN RITC CERTIFICATE OF CONFORMANCE FOR GLLIED-±Aw?.1P.ATEn 1,dEr,gg,EaS PROPORTIONS WERE BASED 5.2 ALL GRADE BASE PLATES SHALL BE POURED MONOLITHICALLY FOR THIER ENTIRE MUST BE SUBMi1TEED TO THE FIELD INSPECTOR PRIOR TO INSTALLATION;2.2 4.0 CEILING JOISTS CONCRETE AGGREGATES SHALL CONFORM TO U.B.C. 1903.3.3 LENGTH ALSO, SHOULD HAVE MINIMUM 2400 PSI FLEXURAL STRESS DF/DF-V4 5.3 ALL REINFORCING TO BE ACCURATELY AND SECURELY LOCATED PRIOR TO WITH STANDARD CAMBER (U.N.O.) 2.3 USE TYPE �T CEMENT FOR CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE. POURING CONCRETE OR GROUTING MASONRY 2,3 ALL FOUNDATION PLATES OR SILLS AND SLEEPERS ON A CONCRETE OR 4.1 USE THIS SPAN TABLE FOR CEILING JOISTS GIVEN THE FOLLOWING ( MIN. PC=2500psi, 28 DAYS) 5.4 ALL HAVE MATCHING DOWELS AT CORNERS MASONRY SLAB, WHICH IS IN DiRECT CONTACT WITH EARTH, AND SILLS WHICH REST ON CONCRETE OR MASONRY FOUNDATION, SHALL BE PRESSURE CONDITIONS, UNLESS NOTED OTHERWISE ON PLAN. 2.4 REINFORCING STEEL SHALL CONFORM ASTM GRADER WALLS. VE TICAL REINFOR ME WALLS. ALL VERTICAL ALL RCMENT TO HAVE MATCHING DOWELS TO TREATED WOOD, ALL MARKED OR BRANDED BY AN APPROVED AGENCY a. DEAD LOAD = 6.Opsf FOR SIZES #3 AND #4 AND GRADE 60 FOR SIZES #5 AND LARGER R 5 AN FO FOOTING, UNLESS OTHERWISE NOTED WISE 2.4 ALL FRAMING CONNECTIONS SHALL BE "SIMPSON STRONG - TIE" AS b. LIVE LOAD = 10.0psf 3.0 STRENGTH 5.5 PROVIDE #3 DOWELS, EACH 24" LONG AND SPACED AT 24" _ rov8(jb,'C. at SPECIFIED ON THE PLANS. CONNECTORS BY MANUFACTURERS OTHER THAN SIMPSON c. TOTAL DEFLECTION = L/240.0 El. WITH CIELING DRYWALL 0 Planning Commission MAY BE USED PROVIDED THE CAPACITY MEETS OR EXCEEDS OF THE SPECIFIED e. USE #2 DOUGLAS FIR LARCH 3.1 CONCRETE SHALL BE PROPORTIONED TO PROVIDE A MINIMUM COMPRESSIVE D it' Council SIMPSON PART AND THERE IS CURRENT iCBO APPROVAL. THE CONTRACTOR iS STRENGTH, fc, EQUAL TO 2500 PSI ( 28DAYS ), UNLESS NOTED OTHERWISE 1 C * t Community DRd. Dept. RESPONSIBLE FOR PROVIDING A CONVERSION LIST REFLECTING THE ALLOWABLE LOADS AND 4,0 ALL REINFORCING, DOWELS, HOEDOWNS, AND OTHER INSERTS STRUCTURAL OBSERVATION IS REQUIRED AS PER CBCT 702 Initials ICBG NUMBER SHALL BE SECURED IN POSITION AND APPROVED BY THE LOCAL BUILDING Case No. tk! )L OFFICIAL PRIOR TO THE POURING OF ANY CONCRETE r.# ibii Re �0OLOO z CO ON n ' 6 � GO O^i O k Lia R F STRUCTURAL CONSULTANT INC. 44-10U MONTEREY AVE., SUITE 301-C PALM DE5ERT,CALIFORNIA 92260 RESTRICTIVE NOTICE THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF R F STRUCTURAL CONSULTANT, AND ALL INFORMATION SHOWN IS CONFIDENTIAL TO ALL RECIPIENTS AND NO PART OF THESE DRAWIGS CAN BE COPIED, TRANS- FERED, OR REPRODUCED, OR CAN ENY STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT OF: R F STRUCTURAL CONSULTANTS. LU Ce REVISIONS NO. DATE DESC. I- U CeZ Q D J J O m o W U LU Ce I- U CeZ Q D J J O m o VQ U Q zC Z� Z Ov U >Z '>Z U Zo _ W z5 Z w i- S U U w Q Z J J 0 a w o Z U w DATE: JENUARY-23-04 SCALE: NOT SCALE PROJECT NO: 4126 DRAW BY: G.S. QA SN -1 1- BEAM OR DBL JOISTS SEE PLAN 2- SIMPSON CSI STRAP 4' EACH WAY W/ MIN (20) ed NAILS ON EACH SIDE (U.N.O.) 3- 2x BLK'G WITH E.N. (MIN 3 BAYS) (4x BLOCKING AT MST STRAP) DRAG DERAIL - PROVIDE MIN. #4 BAR, 6'-0" LONG, 3" TO 5" FROM THE TOP OF THE FOUNDATION. CENTERED AT "HD" (BEND REBAR AT CORNER) - DEEPEN FOOTING AS REQUIRED TO ACHIEVE le + d + 3" COVER - REFER TO MFR. SPECS. FOR INSTALLATION TO WOOD MEMBER - fc = 2500 psi 5. PROVIDE #3 x 24" DOWEL AT 24" O.C. AND 12" FROM THE CORNER AT ALL CONCRETE STOOPS AND PORCHES. 6. PROVIDE MIN. (1) #4 REINFORCING BAR AT TOP AND (1) #4 AT THE BOTTOM FOR ALL CONTINUOS FOOTINGS IN ADDITION (1) #4 BAR EXTRA FOR ELECTRICAL GROUND. LOCATION TO BE VERIFIED WITH THE ELECTRICAL CONTRACTOR. BOLT 7, VERIFY MIN. FOUNDATION DEPTH, WIDTH, REINFORCING STEEL AND ADDITIONAL EXPANSIVE SOILS REQUIREMENTS WITH VALID SOILS REPORT AND IF ANY MORE RESTRICTIVE THEY SHALL SUPERSEDE THE ABOVE MINIMUMS. SIMPSON HOEDOWN POST (MIN.) INAILS ANCHOR DIA, AND TYPE de le MIN DIST. TOCORNER 40" STRAP- (28) 10d COMMON OR 516. 10° AND HD2A, 5- 2X P.T.D.F. SILL WITH HTT22 4X4 HDSA 5/8" DIA. SSTS24 BOLT 1 3/4" 20" 5" HDbAMDM 718' (28) 16d SINKER 12. 3/8" STRUCTURAL RATED PANEL WITH 8D COMMON NAILS AT 3" O.C. AT EDGES BE USED AND 12" O.C. FIELD (TABLE 23-11-1-1 UBC)(***).....................................................490#/' 3" O.C. HOLDOWN INSTALLATION 1. 4X4 POST, U.N.O. SEE PLAN 2. SEETABLE 3. EMBEDMENT IS FROM TOP OF SLAB AT MONO -POUR FOUNDATION SYSTEM 4. OPTIONAL COLD JOINT AT 2 -POUR SYSTEMS 5. EMBEDMENT IS FROM COLD JOINT AT 2 -POUR SYSTEM USE SIMPSON SET EPDXY-TIE SYSTEM (DO NOT SUBSTITUTE) APPROVALS: ICBO #5279 AND CITY OF L.A. R.R. # 25279 REFER TO ICBG AND MANUFACTURER'S SPECS. FOR INSTALLATION PROCEDURES. SPECIAL INSPECTION IS REQUIRED, DURING ALL INSTALLATIONS. MIN. CONCRETE STRENGTH fc= 2500 psi ADEQUATE SIZE WASHER REQUIRED WHEN ANCHOR BOLT SIZE IS SMALLER THAN HOLE IN HOEDOWN. CONTRACTOR SHALL SPECIFY OVERALL LENGTH OF ANCHOR. MISSING REPIACEW( RODO EMBEDMENT HOLDOWN 48" 6 40" STRAP- HM2 516. 10° AND HD2A, 5- 2X P.T.D.F. SILL WITH AT TOP AND BOTTOM PLATES, EDGE OF SHE -.AR WALL AND ON FIELD. (**)........180#/ * E HDSA BOLTS ® 72" O.C. AND F 8" HD6A/HDBA HDbAMDM 718' 1T FIX FOR MISSING HOLDOWN EAR TRANSFER A B INTERIOR NON-BEARING 3- PLYWOOD SHT'G 2- TRUSS BY MFR. 3- Sd's 0 6" O.C. 4-2X BLK'G 5- DBL TOP PLATE OR BM 6- SIMPSON A35,SEE TABLE FOR SPACING 7- SHEAR PANEL TYPE 12 TYP. (U.N.O. ON PLANS) 8- SEE PLAN FOR TYPE AND LOCATION 9- ALT. LOCATIONS OF SHEAR PANEL INSIDE SEE PLAN 10- 2X FREEZE BLOCK 11- EDGE NAILING 12- SIMPSON Hl CAN BE USED AS AN ALT, TO SIMPSON A35's 1- BOTTOM CHORD OF TRUSSES OR BLOCKING 2- 2X8 CONT. BACKING 3- SIMPSON STC PER TRUSS 4- 1 X4 OVER 2X4 TOP PLATE 5- 16d's AT 12" O.C. NOTE: PROVIDE 3/4" GAP BETWEEN THE TOP PLATE AND THE BOTTOM CHORD OF TRUSSES 0 8. CONCRETE STRENGTH TO BE MINIMUM 2500 PSI. 9. FOOTINGS SHALL BE EXAMINED AND CERTIFIED IN WRITING BY THE PROJECT SOIL / GEOLOGY ENGINEER PRIOR TO INSPECTION AND PLACEMENT OF CONCRETE. 10. WAITING PERIOD FOR CONCRETE SLABS -ON -GRADE PRIOR TO START OF CONSTRUCTION IS AS FOLLOWS: a). WALK ON SLAB 24 HOURS AFTER CONCRETE POUR. b). BEGIN WALL FRAMING 4-5 DAYS AFTER CONCRETE POUR. c). BEGIN ROOF/FLOOR FRAMING 7-10 DAYS AFTER CONCRETE POUR d). DO NOT LOAD ROOF PRIOR TO 14 DAYS AFTER CONCRETE POUR 7/8" 10 " 9, 12" U.N.O. A35 Hl A 48" 48" 6 40" 24" C 32" 24" D 5- 2X P.T.D.F. SILL WITH AT TOP AND BOTTOM PLATES, EDGE OF SHE -.AR WALL AND ON FIELD. (**)........180#/ * E 16" BOLTS ® 72" O.C. AND F 8" FINISH B INTERIOR NON-BEARING 3- PLYWOOD SHT'G 2- TRUSS BY MFR. 3- Sd's 0 6" O.C. 4-2X BLK'G 5- DBL TOP PLATE OR BM 6- SIMPSON A35,SEE TABLE FOR SPACING 7- SHEAR PANEL TYPE 12 TYP. (U.N.O. ON PLANS) 8- SEE PLAN FOR TYPE AND LOCATION 9- ALT. LOCATIONS OF SHEAR PANEL INSIDE SEE PLAN 10- 2X FREEZE BLOCK 11- EDGE NAILING 12- SIMPSON Hl CAN BE USED AS AN ALT, TO SIMPSON A35's 1- BOTTOM CHORD OF TRUSSES OR BLOCKING 2- 2X8 CONT. BACKING 3- SIMPSON STC PER TRUSS 4- 1 X4 OVER 2X4 TOP PLATE 5- 16d's AT 12" O.C. NOTE: PROVIDE 3/4" GAP BETWEEN THE TOP PLATE AND THE BOTTOM CHORD OF TRUSSES 0 8. CONCRETE STRENGTH TO BE MINIMUM 2500 PSI. 9. FOOTINGS SHALL BE EXAMINED AND CERTIFIED IN WRITING BY THE PROJECT SOIL / GEOLOGY ENGINEER PRIOR TO INSPECTION AND PLACEMENT OF CONCRETE. 10. WAITING PERIOD FOR CONCRETE SLABS -ON -GRADE PRIOR TO START OF CONSTRUCTION IS AS FOLLOWS: a). WALK ON SLAB 24 HOURS AFTER CONCRETE POUR. b). BEGIN WALL FRAMING 4-5 DAYS AFTER CONCRETE POUR. c). BEGIN ROOF/FLOOR FRAMING 7-10 DAYS AFTER CONCRETE POUR d). DO NOT LOAD ROOF PRIOR TO 14 DAYS AFTER CONCRETE POUR 7/8" 10 " 9, 12" U.N.O. EXTERIOR BEARING FOOTING Ld►g-wm HOUSE TO PORCH -MIN. 6 -MIL VISQUEEN TO HAVE MIN. 12" WELDED LAP AT ALL SEAMS (U.N.O.) 1- FACE OF STUDS 2- CONCRETE PORCH SLAB 3- CONCRETE SLAB 4- UNDERLAYMENT AND VAPOR BARRIER PER SOILS REPORT 5- #4 REBAR CONTINUOUS TOP AND BOTTOM (U.N.O.) 6- #3 X 24" DOWELS @ 24" O.C. -MIN. 6 -MIL VISQUEEN TO HAVE MIN. 12" WELDED LAP AT ALL SEAMS (U.N.O.) � 20 .1- STRAP PER PLAN 2- POST, PER PLAN 3- PER MFR'S SPECS. 4- FOOTING PER TYPICAL DETAIL ON PLANS fc = 2500 PSI SIMPSON HOEDOWN 1- WEEP SCREED AT NAILS EXTERIOR PLASTER ONLY 2 (19)-16d's COMMON HPAHD22-2P 2- EXTERIOR FINISH -- 3� 3- 2X STUDS ® 16" O.C. _ 1 4 -INTERIOR FINISH B. 7/8" STUCCO OVER PAPER- BACKED LATH WITH 16 GAUGE STAPLES AT 6" O.C. 5- 2X P.T.D.F. SILL WITH AT TOP AND BOTTOM PLATES, EDGE OF SHE -.AR WALL AND ON FIELD. (**)........180#/ * 5/8" DIA. X 12" ANCHOR 10. 3/8" STRUCTURAL RATED PANEL WITH ed COMMON NAILS Al' 6" O.C. AT EDGES BOLTS ® 72" O.C. AND AND 12" O.C. FIELD (TABLE 23-11-1-1 UBC).........................................................260#/ * 12" MAX. FROM ENDS OF FINISH MUD SILL (U.N.O. ON PLANS) GRADE " TNTN3/16" WASHER SHALL 12. 3/8" STRUCTURAL RATED PANEL WITH 8D COMMON NAILS AT 3" O.C. AT EDGES BE USED AND 12" O.C. FIELD (TABLE 23-11-1-1 UBC)(***).....................................................490#/' 3" O.C. 13. 15/32" STRUCTURAL I RATED PANEL WITH 8D COMMON NAILS AT 3" O.C. AT EDGES 6-UNDERLAYMENT AND AND 12" O.C. FIELD (TABLE 23-11-1-1 UBC)(***).....................................................665#/ * BARRIER PER 14. 15/32" STRUCTURAL 1 RATED PANEL WITH 10D COMMON NAILS ,AT 2" O,C. AI EDGES SOLS REPORT NATURAL 7-#4 REBAR CONTINUOUS GRADE TOP AND BOTTOM # 1318, JULY 1996, WITH 16 GAUGE GALVANIZED WIRE WITH 7/8" LEG .AND 3,'4" 8- MIN #3 DOWELS AT IB"D.C. j FOR EXPANSIVE SOILS W/E.I. <50 1 1/2" TO 1" SHALL BE BLOCKED). FOR E.I. > 50 USE MONOLITHIC *** PROVIDE 3" NOMINAL OR WIDER FRAMING AT AS JOINING PANEL EDCES FOUNDATION DOWELS COULD BE WITH NAILS STAGGERED FOR SHEAR PANEL TYPES 12,13 AND 14, ELIMINATED FOR NON -EXPANSIVE 3"CLR. SOILS UPON VERIFICATION OF SOILS TYPES 12,13, AND 14 WHEN IN CONTACT WITH CONCRETE REPORT 21. 1" x 8" SHEATHING OR LESS TO EACH BEARING, FACE NAIL....................................2-8d 9- CONCRETE SLAB 22. WIDER THAN 1"x8" SHEATHING TO EACH BEARING, FACE NAIL 10- DASHED ALTERNATIVE EXTERIOR BEARING FOOTING Ld►g-wm HOUSE TO PORCH -MIN. 6 -MIL VISQUEEN TO HAVE MIN. 12" WELDED LAP AT ALL SEAMS (U.N.O.) 1- FACE OF STUDS 2- CONCRETE PORCH SLAB 3- CONCRETE SLAB 4- UNDERLAYMENT AND VAPOR BARRIER PER SOILS REPORT 5- #4 REBAR CONTINUOUS TOP AND BOTTOM (U.N.O.) 6- #3 X 24" DOWELS @ 24" O.C. -MIN. 6 -MIL VISQUEEN TO HAVE MIN. 12" WELDED LAP AT ALL SEAMS (U.N.O.) � 20 .1- STRAP PER PLAN 2- POST, PER PLAN 3- PER MFR'S SPECS. 4- FOOTING PER TYPICAL DETAIL ON PLANS fc = 2500 PSI SIMPSON HOEDOWN POST NAILS HPAHD22 4x4 (19)-16d's COMMON HPAHD22-2P 4x4 (23)-16d's C0:41h10N -NOTE: INSTALL STRAP OVER SHEAR PANEL HOLDOWN STRAP INSTALLATION SHEAR WALL SCHEDULE 1997 UNIFORM BUILDING CODE NAILING 1. JOIST TO SILL OR GIRDER, TOENAIL............................................................................3-8D SILL PLATE 2. BRIDGING TO JOIST, TOENAIL EACH END.............................................................. NAILING 3. 1" x 6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL.........................................2-8d (16d 4. WIDER THAN IN 6" SUBFLOOR TO EACH JOIST, FACE NAIL.....................................3-8d SINKER) B. 7/8" STUCCO OVER PAPER- BACKED LATH WITH 16 GAUGE STAPLES AT 6" O.C. AT TOP AND BOTTOM PLATES, EDGE OF SHE -.AR WALL AND ON FIELD. (**)........180#/ * all O.C. 10. 3/8" STRUCTURAL RATED PANEL WITH ed COMMON NAILS Al' 6" O.C. AT EDGES 16d PER 16" O.C. AND 12" O.C. FIELD (TABLE 23-11-1-1 UBC).........................................................260#/ * 4" O.C. 11. 3/8" APA STRUCTURAL RATED PANEL WITH SD COMMON NAILS AT 4" O.C, AT EDGES 4-8, TOEBAIL OR AND 12" O.C. FIELD (TABLE 23-11-1-1 UBC)..............................................................350#1 * 3" O.C. 12. 3/8" STRUCTURAL RATED PANEL WITH 8D COMMON NAILS AT 3" O.C. AT EDGES AT 24" O.C. AND 12" O.C. FIELD (TABLE 23-11-1-1 UBC)(***).....................................................490#/' 3" O.C. 13. 15/32" STRUCTURAL I RATED PANEL WITH 8D COMMON NAILS AT 3" O.C. AT EDGES .......... 8-16d AND 12" O.C. FIELD (TABLE 23-11-1-1 UBC)(***).....................................................665#/ * SEE PLAN 14. 15/32" STRUCTURAL 1 RATED PANEL WITH 10D COMMON NAILS ,AT 2" O,C. AI EDGES AT 6" O.C. AND 12" O.C. FIELD (TABLE 23-11-1-1 UBC)(r**).....................................................870#i * SEE PLAN ** SHEAR PANEL TYPE 8 SHALL BE APPLIED IN ACCORDANCE WITH ICBG REPORT AT 16" O.C. # 1318, JULY 1996, WITH 16 GAUGE GALVANIZED WIRE WITH 7/8" LEG .AND 3,'4" CROWN (WALL SECTIONS HAVING HEIGHT TO LENGTH RATIOS IN EXCESS OF 1 1/2" TO 1" SHALL BE BLOCKED). *** PROVIDE 3" NOMINAL OR WIDER FRAMING AT AS JOINING PANEL EDCES ..... 3-16d WITH NAILS STAGGERED FOR SHEAR PANEL TYPES 12,13 AND 14, .... 3-16d *** PROVIDE 3x SILL PLATE WITH NAILS STAGGERED FOR SHEAR PANEL 3-8d TYPES 12,13, AND 14 WHEN IN CONTACT WITH CONCRETE NAILING SCHEDULE CONNECTION NAILING 1. JOIST TO SILL OR GIRDER, TOENAIL............................................................................3-8D 2. BRIDGING TO JOIST, TOENAIL EACH END.............................................................. ....... 2-8d 3. 1" x 6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL.........................................2-8d 4. WIDER THAN IN 6" SUBFLOOR TO EACH JOIST, FACE NAIL.....................................3-8d 5. 2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL.....................................2-16d 6. SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL.......................................16d AT 16" O.C. SOLE PLATE TO JOIST OR BRACED WALL PANEL...............................(3) 16d PER 16" O.C. 7. TOP PLATE TO STUD, END NAIL.................................................................................2-16d 8. STUD TO SOLE PLATE ........................................ .............................. ............. 4-8, TOEBAIL OR 2-16D, END NAIL 9. DOUBLE STUDS, FACE NAIL.........................................................................16d AT 24" O.C. 10. DOUBLED TOP PLATES, FACE NAIL............................................................16d AT 16" O.C. DOUBLE TOP PLATES, LAP SPLICE ................................. .................................... .......... 8-16d 11. BLOCKING BETWEEN JOIST OR RAFTERS TTOP PLATE, TOE NAIL ....................... ........ 3-8d 12. RIM JOIST TO TOP PLATE, TOE NAIL.............................................................ed AT 6" O.C. 13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL...................................................2-16d 14. CONTINUOUS HEADER, TWO PIECES..............................................................16d AT 16" O.C. ALONG EACH EDGE 15. CEILING JOISTS TO PLATE, TOE NAIL............................................................................3-8d 16, CONTINUOUS HEADER TO STUD, TOENAIL.....................................................................4-8d 17. CEILING JOISTS, LAPS OVER PARITIONS, FACE NAIL ............................................. ..... 3-16d 18. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL .............................................. .... 3-16d 19. RAFTER TO PLATE, TOE NAIL .......... .... .................................. ....................................... 3-8d 20. 1" BRACE TO EACH STUD ND PLATE, FACE NAIL.......................................................2-8d 21. 1" x 8" SHEATHING OR LESS TO EACH BEARING, FACE NAIL....................................2-8d 22. WIDER THAN 1"x8" SHEATHING TO EACH BEARING, FACE NAIL ..................................3-8d 23. BUILT-UP CORNER STUDS............................................................................16d AT 24" O.C. 24. BUILT-UP GIRDER AND BEAMS...........................................................20d AT 32" O.C. AT TOP AND BOTTOM AND STAGGERED 2-20d AT ENDS AND AT EACH SPLICE ....................................................................2-16d 25.2" PLANKS.,...................* AT EACH BEARING NOTE: COMMON OR BOX NAILS MAY BE USD (U.N.O.) FRAMING NOTES TYPICAL FLOOR SHEATHING 5/8 T & G CDX APA RATED PLYWOOD WITH A PANEL INDEX OF 32/16 (16" O.C. JOISTS) AND 40/20 (19.2" O.C. JOISTS). ALTERNATE: APA RATED O.S.B. (ORIENTED STRAND BOARD). REFER TO NER 10B FOR INSTALLATION AND CONDITIONS OF USE. * NOTE: USE 3/4" T & G CDX APA RATED PLYWOOD WITH A INDEX OF 48/24 IF FLOOR FRAMING AT 24" O.C. B.N.: 10d AT 6" O.C. E.N. l Od AT 6" Q.C. F.N. 10d AT 10" O.C. USE RING SHANK NAILS AND GLUE PLYWOOD TO FRAMING TYPICAL ROOF SHEATHING 1/2" CDX APA RATED PLYWOOD WITH A PANEL INDEX OF 24/0. ALTERNATE: APA RATED O.S.B., REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE B.N.: 8D COMMON NAIL AT 6" O.C. E.N.: Ed COMMON NAIL AT 6" O.C. F.N. 8d COMMON NAIL AT 12" O.C. LUMBER GRADES 6x & 8x BEAMSMEADERS: #1 DFL ALL TRUSSES DESIGNED BY TRUSS MFR. 4x BEAMS AND HEADERS: 42 DFL SHALL BE DESIGNED TO SUSTAIN ANY 2x JOISTS/RAFTERS: #2 DEL VERTICAL, LATERAL OR ANY OTHER STUDS: STUD GRADE PERTINENT LOAD SUCH AS BRACING OF TOP PLATES: D.F.L. STUD GRADE OR BETTER TOP CHORDS AND BOTTOM CHORDS IN OTHER NOTES ADDITION TO ANY CONNECTION RELATED UNIFORM BUILDING CODE -TABLE 23-1-R-3 TRUSSES. ARCHITECT: PLEASE BE SURE BALLOON FRAMED WALLS (NON-BEARING) STUD DEVELOPERS ARE AWARE OF THIS PRIOR TO CHOOSING A TRUSS MFR. HEIGHTS: 2x4 ® 16" O.C. MAXIMUM 14'-0" HEIGHT 2x6 ® 16" O.C. MAXIMUM 20'4" HEIGHT NO MULTIPLES OF 2x4's ARE ALLOWED TO SPAN MORE THAN 14'-0" BEARING WALLS EXCEEDING 10'-0" MUST BE DESIGNED CASE BY CASE. FOUNDATION NOTES 1. ALL CONTINUOUS EXTERIOR FOOTINGS TO HAVE 5/8" DIA x12" A.B.'s WITH 2"x2"x3/16" WASHERS, MIN. 7" EMBEDMENT INTO CONCRETE, AT 72" O.C. UNLESS NOTED OTHERWISE ON PLANS. ONE ANCHOR BOLT SHOULD BE LOCATED MAX. 12" AWAY FROM THE END OF THE SILL PLATES. MIN. (2) A.B.'s PER SILL PLATE PER SHEAR PANEL. 2. ALL INTERIOR NON SHEAR WALLS TO HAVE HILTI X -DNI (WITH A MINIMUM PENETRATION OF 1-1/411 INTO SLAB) AT 24" O.C., UNLESS NOTED OTHERWISE, TO BE INSTALLED IN ACCORDANCE WITH ICBO #2388, NOVEMBER 1995. ACTUAL SLAB THICKNESS TO MIN. 3-1/211, 3. ALL HOLDOWNS AND POST ANCHORS ARE TO BE INSTALLED ACCORDING TO SIMPSON STRONG TIE SPECIFICATIONS AND REQUIREMENTS OF ICBO REPORT NUMBERS 1121 AND 4448 AND SHALL BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. 4. MIN. CONCRETE WIDTH TO BE 8" FOR RECEIVING MPA's AND HPAHD22's. VERIFY LOCATIONS OF HOLDOWNS AND ANCHOR BOLTS WITH ROUGH FRAMING T ASSURE PROPER AND ACCURATE INSTALLATION. O O co O Z O ,.r M M 4 co co w o ^? O x � a Lzz RF STRUCTURAL CONSULTANT Inc. 44-100 MONTEREY AVE., SUITE 201-0 PALM DESERT,C:ALIFORNIA 92260 RESTRICTIVE NOTICE THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF R F STRUCTURAL CONSULTANT, AND ALL INFORMATION SHOWN IS CONFIDENTIAL TO ALL RECIPIENTS AND NO PART OF THESE DRAWINGS CAN BE COPIED, TRANS- FERED, OR REPRODUCED, OR CAN ENY STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT OF: RE STRUCTURAL CONSULTANTS. m W D U w ^' G LL ~ 2 Z m o J n U w Z F- Z UQ O 7j v U U� W Z Z Z) F Zg < z G ZJ D Cl 0 z Z U w DATE: JENUARY-23-04 SCALE: NOT SCALE PROJECT NO: 4126 DRAW BY: G.S. SC -1 SYMBOLS LEGEND ® POST OR TRIMMER AS NOTED 4_<U>4 SPAN AND DIRECTION OF ROOF MEMBER PER SCHEDULE SPAN AND DIRECTION OF ROOF X MEMBER PER SCHEDULE SHEAR PANEL NUMBER, REFER TO SHEET 510.2 X FOR PANEL TYPE, PANEL LENGHT NOTED ON FRAMING & FOUNDATIOM PLANS. X DETAIL NUMBER SDX DETAIL SHEET NUMBER O BEAM NUMBER, REFER TO CALCULATIONS FRAMING SCHEDULE ODESIGNED ROOF TRUSSS ® 24" O/C. FRAMING NOTES 1. REFER TO STRUCTURAL GENERAL NOTES AND DETAILS SHEETS (SN -1 & SD -2) FOR FRAMING NOTE AND NAILING SHEDULE. 2, NAIL ALL TOP PLATE SPLICES AT EXTERIOR'NALLS AND WALL ALONG SHEAR WALL WITH (12) 16d's PER SPLICE (L I.N.O.) 3, THE GOVERNING CODES FOR THIS PROJE'_TARE THE 2001 CALIFORNIA BUILDING (CBC), ELECTRICAL (CEC, ENERGY (T24-6), MECHANICAL (CMC) AND PLUMBING (CPC) CODES WITH LOCAL AMENDMENTS. 4, ALL GLULAM BEAMS SHALL BE VG WEST OF, 24F -V4 WITH STANDARD CAMBER UNLESS OTHERWISE NOTED. 5. STRUCTURAL OBSERVATION IS REQUIRED PER CBC 1702. 6. CERTIFICATE OF COMPLIANCE SHALL BE P20VIDED FOR ALL LAMINATED BEAMS. AITC CERTIFICATE SHALL BE PROVIDED FO Z ALL GLUE -LAMINATED BEAMS. 7, NOTCHING AND BORING IS NOT ALLOWED IN RAFTERSAND BEAMS WITHOUT ENGINEER'S OF RECORD LETTER APPROVAL. SYMBOLS LEGEND FOOTING ''////// DROP IN SLAB (VERIFY PRIOR TO CONSTRUCTION) REBAR PX PAD NUMBER X DETAIL NUMBER SDX DETAIL SHEET NUMBER SCALE: 1/4" = V-011 FOUNDATION IN 1. USE 12" WIDE x 12'' DEET CONT. FOOi1WG'VV/(1)#4 BARAAI TOP-f,IdD BOT1OM 2. REFER TO TABLE BELOW FOR ANCHOR 30LT SIZES AND SPACING. 3. USE (2) #5 BARS TOP & BOTTOM 8'-0" PAST SIMPSON STRONG WALLS, GARAGE PORTALS, AND "HD" HOLD DOWNS EA:H WAY U.N.O.ON THE FOUNDATION PLAN SHEAR ANCHOR BOLT ANCHOR BOLT PANEL SPACING SCHEDULE TYPE uQdw R F STRUCTURAL CONSULTANT Inc. 44-100 MONTEREY AVE., SURE 201-C PALM DESERT,CALIFORNIA 92260 72 /u � 5/8"DIA. x 12" ® 72" O.C. PROPERTY OF R F STRUCTURAL CONSULTANT, AND ALL INFORMATION A5/8"DIA.x O.C. 48 WITHOUT WRITTEN CONSENT OF: 12" ® 48" 11 12" @ 32" O.C. 32 5/8"DIA. x 5/8"DIA, x 12" @ 12" O.C. W/2x SILL OR 72 Q 5/8"DIA. x 12" ® 24" O.C. W/ 3x SILL 24 5/8"DIA. x 12" ® B" O.C. W/ 2x SILL OR 8 5/8"DIA. x 12" @ 16" O.C. W/3x SILL 16 5/8"DIA. x 12" @ 16" O.C. W/3X sill In contactw/ 6 11A I concrete FOUNDATION PLAN SCALE: 1/4" = V-011 STUCCO MATCH EXIST. HOUSE FINISH FLOOR LEFT ELEVATION SCALE: 1/4" = V-011 RIGHT ELEVATION SCALE: 1/4" = V-011 CASITA ROOF PLAN SCALE: 1/4" = V-011 FRONT ELEVATION SCALE: 1/4" = V-011 REAR ELEVATION SCALE: 1/4" = V-011 CASITA FLOOR/ DIMENSION PLAN SCALE: 1/4" = V-011 2 0 N eon i nIIr STUCCO MATCH EXIST. HOUSE FINISH FLOOR LEFT ELEVATION SCALE: 1/4" = V-011 RIGHT ELEVATION SCALE: 1/4" = V-011 CASITA ROOF PLAN SCALE: 1/4" = V-011 FRONT ELEVATION SCALE: 1/4" = V-011 REAR ELEVATION SCALE: 1/4" = V-011 CASITA FLOOR/ DIMENSION PLAN SCALE: 1/4" = V-011 2 0 N eon oo� `y uQdw R F STRUCTURAL CONSULTANT Inc. 44-100 MONTEREY AVE., SURE 201-C PALM DESERT,CALIFORNIA 92260 RESTRICTIVE NOTICE THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLU51VE PROPERTY OF R F STRUCTURAL CONSULTANT, AND ALL INFORMATION St TOWN 15 CONFIDENTIAL TO ALL RECIPIENTS AND NO PART OF THESE DRAWINGS CAN BE COPIED, TRANS - TIERED, OR REPRODUCED, OR CAN ENY STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT OF: R F STRUCTURAL CONSULTANTS. REVISIONS NO. DATE DESC. 1� c,SC�II( b, t4 Y R-' �J) E O� m U f� Lu U ce Z J J O D o m J U Q U z z z Z � < J �— U _z U zD Wz � Z < J > 0 LLL IC4 V Z W Tf- 1 U ceQ J J 0 Z D o z W Z 0 DATE: JENUARY-23-04 GALE: 1/4"=1'-0" PROJECT NO: 4126 DRAW BY: G.S. SC -2 MINIMUM NON-METALLIC 5PAGER SERNEEN WATER I TERANOW'ALL �— LAG STRAP SECURELY TO WALL FRAMiNG, S RRAP OR WIRE SHALL BE ENCIRCLED TIGHRY AROUND' WATER PLAN VIEW HEATER IN A MMfNER WICH ct�sraoTtan:sREs, INSUL+lllGN BiJ1NKEl'. q WATER HEATER SEISMIC STRAP DETAIL CONDENSING UNIT PIPING AND ELF CONNECTIONS OPEN TO SKY (NO OBSTRUCTIONS) 3-1/2"THICK POURED CONCRETE BASE (SEE GENERAL NOTE #4) NOT TO SCALE DETAIL CONDENSING UNIT 1 ELECTRICAL SYMBOL SCHEDULE RECESSED FRACTIONAL HP EXHAUST FAN, © SWITCH CONTROLLED TO PROVIDE FIVE AIR CHANGES PER HOUR DIRECTLY TO THE OUTSIDE. UBC SECTION 1203.3 GFI 120V DUPLEX CONVENIENCE RECEPTACLE, V(�/ppp W/GFI G( -I 120V OR 240V, AS NOTED, WEATHERPROOF DUPLEX RECEPTACLE W/GF! STANDARD SWITCH PHT TELEPHONE JACK AT +8" ABOVE FLOOR AND COUNTER 4 TELEVISION ANTENNA JACK AT+8"ABOVE FLOOR SURFACE MOUNTED INCANDESCENT WALL LIGHT FIXTURE S.D SMOKE DETECTOR, ICBG APPROVED, CEILING MOUNTED, U.N.0.110 V. W/ BATTERY BACK-UP. (2) FLUORESCENT CANS CEILING MOUNTED FAN & LIGHT, NOTE: EACH ROOM CONTAINING A SHOWER OR BATHTUB SHALL HAVE AT LEAST ONE LUMINAIRE WITH LAMP(S) WITH AN EFFICACY OF 40 LUMENS PER WATT OR GREATER. IF THERE IS MORE THAN 1 LUMINAIRE IN THE ROOM, THE HIGH EFFICACY LUMINAIRE SHALL BE SWITCHED AT AN ENTRANCE TO THE ROOM. ALL OVERHEAD LIGHTING TO HAVE DIMMER SWITCHES EQUIPMENT SCHEDULE; PLAN VENTANA (4057 SQ. FT..) yo 0 dei mow: O yup v`z LLa�l 44-1(K) MONTEREY AVE., SUITE 201-C PALM DESERT,CALIFORNIA 92260 RESTRICT) V E. NOTICE THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLU5IVE PROPERTY OF R F STRUCTURAL CONSULTANT, AND ALL INFORMATION SHOWN IS CONFIDENTIAL TO ALL RECIPIENTS AND NO PART OF THESE DRAWINGS CAN BE COPIED, TRANS- FERED, OR REPRODUCED, OR CAN ENY STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT OR R F STRUCTURAL CONSULTANTS W D J U OPT. ZOMNE D MANUFACTURER RHEEM FANCOIL FCP024 22x30 ATTIC U VALUE SHAC OUT NOMINAL 24000 COIL HEAT PUMP RPMC018 fineg. TONAJE 1.5 REGISTERS TYPE DELUXE DUCT. INSULATION R-24 THERMOSTAT HONEYWELL 8001 1 1/16 REFRIGERANT LINES ON ALL 5.0 TON SYSTEMS EQUIPMENT SCHEDULE; PLAN VENTANA (4057 SQ. FT..) yo 0 dei mow: O yup v`z LLa�l 44-1(K) MONTEREY AVE., SUITE 201-C PALM DESERT,CALIFORNIA 92260 RESTRICT) V E. NOTICE THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLU5IVE PROPERTY OF R F STRUCTURAL CONSULTANT, AND ALL INFORMATION SHOWN IS CONFIDENTIAL TO ALL RECIPIENTS AND NO PART OF THESE DRAWINGS CAN BE COPIED, TRANS- FERED, OR REPRODUCED, OR CAN ENY STRUCTURES BE BUILT FROM THEM WITHOUT WRITTEN CONSENT OR R F STRUCTURAL CONSULTANTS W D J U PLUMBING PLAN SCALE: 1/4" = 1'-011 ELECTRICAL PLAN SCALE: 1/4" = 1'-0" SECTION A -A SCALE: 1/4" = 1'-0" DATE: JENUARY-23-04 (:ALE: 1/4"=1'-0" PROJECT NO: 4126 DRAW BY: G.S. SC -3 ACCESS 22x30 ATTIC U VALUE SHAC 5'x SL. GL. WD. R-38 INSULATION +13'-10" ---------------------------------- -� AFCI `----------- --`-- T.O.RIDGE TRUSSES (SEE STRUCTURAL) PH 1/2 HOT I A.C. � Q COTG. PLATE --- — *15P �2 I--- z 0 w3 S.D FI WP _. _ PLASTERED FOAM MOLDING j " V) °8 U TUBE CONNECTED 1/2 OT TO THE MAIN — _ ` '� © 2x6 STUD WALL WHIT U > z W z P \ I49=F R-19 INSULATION J j PLUMBING PLAN SCALE: 1/4" = 1'-011 ELECTRICAL PLAN SCALE: 1/4" = 1'-0" SECTION A -A SCALE: 1/4" = 1'-0" DATE: JENUARY-23-04 (:ALE: 1/4"=1'-0" PROJECT NO: 4126 DRAW BY: G.S. SC -3