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Home My WebLink AboutARDENWOOD 39415_REVISIONS TO RAMSGATE APTSPLACING OF STRANDS AND ANCHORAGES LAYOUT BULKHEAD BY LOCATING THE CENTER OF THE STRANDS PER DIMENSIONS ON THE STRAND PLAN. (NOTE: BULKHEAD DOES NOT HAVE TO BE BRACED LATERALLY, THERE IS NO TENSION ON THE TENDONS UNTIL AFTER THE CONCRETE IS POURED). 2. MARK LOCATION OF INDIVIDUAL ANCHORAGES AND DRILL A 3/4" DIAMETER HOLE IN BULKHEAD UNLESS NOTED OTHERWISE. 3. LAY ALL STRANDS IN ONE DIRECTION, THEN LAY ALL STRANDS IN THE PERPENDICULAR DIRECTION. REFERING TO THE PLAN, SELECT INDIVIDUAL COLOR -CODED COILS OF STRAND AND UNROLL THEM IN PLACE BEGINNING AT THE DEAD -END, IF THERE IS ONE, AT LEAST 18J OF STRAND MUST EXTEND BEYOND THE BULKHEAD AT EACH STRESSING END. 4. PLACE ANCHOR AND POCKET FORMER INTO BULKHEAD AND NAILS ANCHORS WITH 2 NAILS TIGHT TO THE BULKHEAD. 16d RING SHANK NAILS RECOMMENDED. 5. TIE DEAD -END, IF ANY, IN PLACE APPROXIMATELY 1 -1/2" FROM BULKHEAD. SUPPORT SO THAT THE CENTERLINE OF THE ANCHORAGES IS APPROXIMATELY 3 1/2" BELOW TOP OF SLAB. 6. AT STRESSING ENDS, REMOVE WRAPPING TO APPROXIMATELY 6" INSIDE THE BULKHEAD. DO NOT REMOVE GREASE. SLIDE END OF STRAND THROUGH THE HOLE IN THE ANCHOR AND THROUGH THE BULKHEAD. 2" MAX. EXPOSED STRAND AT STRESSING END. 7. STRAIGHTEN TENDONS, CURVING THEN SMOOTHLY AROUND HOLES OR OBSTRUCTIONS. PLACE SUPPORT AT CABLE INTERSECTIONS FOR 5" SLABS AND THICKER, TIE THE STRANDS TOGETHER. FOR 4" AND 4 1/2" SLABS USE INTERMEDIATE SUPPORTS BETWEEN STRAND INTERSECTIOS, STRAND TO INCREASE PLACEMENT ACCURACY. 8. CHECK STRANDS FOR TEARS IN PLASTIC WRAPPING AND REWRAP IF TEAR IS LONGER THAN 4 ". CONCRETE 1. CONCRETE SHALL BE SPECIFIED IN GENERAL NOTE 6 (UNLESS SULFATE IS NOT NEGLIGIBLE THEN FOLLOW 14 /PTD) AND CONSIST OF: PORTLAND CEMENT ASTM C -150 TYPE I OR II AND AGGREGATE PER ASTM C -33. WATER TO BE CLEAN AND POTABLE. CORROSIVE ADDITIVES, SUCH AS CALCIUM CHLORIDE SHALL NOT BE USED. VERIFY WITH LATEST SOILS REPORT TO DETERMINE IF TYPE 'V' CEMENT IS REQUIRED PRIOR TO CONSTRUCTION (REFER TO UBC 97 TABLE 19 -A -4), AND 2001 CBC TABLE 19A -A -4). 2. PLACEMENT SHALL BE IN ONE CONTINUOUS OPERATION UNLESS OTHERWISE SPECIFIED AND SLAB SURFACE SHALL BE CURED WITH HUNTS COMPOUND OR EQUAL, OR OTHER METHODS USING GOOD CONSTRUCTION PRACTICES AT CONTRACTOR'S OPTION. 3. A MINIMUM OF THREE (3) CYLINDERS /SLAB SHALL BE TAKEN TO DETERMINE CONCRETE STRENGTH. CONCRETE SHALL BE UNIFORMELY CONSLIDATED AND VIBRATED AROUND ANCHORAGES. PREPARATION FOR STRESSING 1. REMOVE POCKET FORMER. 2. CHECK INSIDE EACH POCKET HOLE, MAKING SURE THAT PORTION OF ANCHORAGE IS CLEAR. IF A FILM OF CEMENT PASTE HAS INTRUDE, REMOVE IT COMPLETELY. 3. INSERT A PAIR OF GRIPPERS BY HAND INTO EACH ANCHORAGE. 4. PUT A CRAYON MARK ON THE STRAND AT THE EDGE OF THE SLAB. A YELLOW CRAYON AND A WOODEN CARPENTERS RULE ARE RECOMMENDED. STRESSING PROCEDURE 1. THE STRESSING OPERATION MUST BE UNDER THE IMMEDIATE CONTROL OF A PERSON EXPERIENCED IN THIS TYPE OF WORK; HE MOST EXERCISE CLOSE CHECKING AND RIGID CONTROL OF ALL OPERATIONS. 2. THE STRESSING OPERATION SHALL NOT COMMENCE UNTIL CONCRETE TEST CYLINDERS, CURED UNDER JOB SITE CONDITIONS, HAVE BEEN TESTED AND INDICATE THAT THE CONCRETE IN THE MEMBER HAS ATTAINED THE STRENGTH CALLED FOR ON THE STRUCTURAL DRAWINGS, OR 2,000 PSI MIN. 3. ALL PRESTRESSING STEEL SHALL BE STRESSED BY MEANS OF HYDRAULIC JACKS OR EQUAL, EQUIPPED WITH ACCURATE READING, CALIBRATED HYDRAULIC PRESSURE GAUGES. A CALIBRATION CHART SHALL ACCOMPANY EACH JACK. 4, THE POST- TENSIONING OPERATION WILL BE CONDUCTED SUCH THAT ACCURATE ELONGATION OF THE PRESTRESSING STEEL CAN BE RECORDED AND COMPARED WITH THE COMPUTATIONS SUBMITTED AND APPROVED BY THE STRUCTURAL ENGINEER. 5. INDEPENDENT INSPECTOR0 SHALL RECORD ALL JACKING FORCES AND ELONGATIONS AND SUBMIT PROMPTLY TO THE STRUCTURAL ENGINEER FOR APPROVAL. 6. THE MAXIMUM JACKING FORCE SHALL NOT EXCEED 80% OF THE ULTIMATE FORCE OF THE TENDON. (41.3 x .80 = 33.0 KIPS). 7. TENDONS SHALL BE ANCHORED AT A FORCE NOT TO EXCEED 70% OF THE ULTIMATE FORCE OF THE TENDON. (41.3 x .70 = 28.9). 8. THE STRESSING OPERATION PROCEEDS AS FOLLOWS: REMOVE GROMMETS AT THE STRESSING ENDS; CHECK INSIDE EACH GROMMET HOLE TO MAKE SURE THAT THE ANCHORAGES ARE FREE FROM CEMENT PASTE; IF NOT REMOVE PASTE FROM ANCHORAGE. INSERT WEDGES, SIDE BY SIDE, BY HAND INTO EACH ANCHORAGE. PUT PAINT MARK ON EACH STRAND AT THE SLAB EDGE OR AT A FIXED DISTANCE FROM THE EDGE OF THE SLAB. STRESS THE STRAND TO 33 KIPS. SEAT THE WEDGES IN THE ANCHORAGE USING THE HYDRAULIC SEATING DEVICE BUILT INTO THE RAM. REMOVE THE RAM. MEASURE FINAL ELONGATION. RECORD ELONGATION. 9. IF INCONSISTENCIES BETWEEN THE CALCULATED ELONGATIONS, THE MEASURED ELONGATION, AND THE JACK GAUGE READING OCCUR, THE JACK - GAGE -PUMP UNIT SHALL BE RECALIBRATED. AN AGREEMENT OF WITHIN 7% SHALL BE SATISFACTORY. 10. TENDONS STRESSED FROM ONE END ONLY SHALL BE SO INDICATED ON THE PLACING DRAWINGS. TENDONS THAT ARE STRESSED FROM BOTH ENDS NEED NOT BE STRESSED FROM BOTH ENDS SIMULTANEOUSLY IF IT CAN BE SHOWN THAT THE WEDGES ON THE OPPOSITE END ARE PRE - SEATED AND CAUSE NO SLIPPAGE OF THE TENDON. THESE TENDONS MAY HAVE MORE ELONGATION AT ONE END THAN AT THE OPPOSITE END. ELONGATION FROM BOTH ENDS MUST TOTAL THE ELONGATION SHOWN ON THE PLACING DRAWINGS. 11. ELONGATIONS SHOWN ARE BASED ON .70 F'S. MEASURED ELONGATION 7% UNDER TO 7% OVER IS ACCEPTABLE. IF MEASURED ELONGATION MEASURED ELONGATION EXCEEDS TOLERANCE, CONTACT THE ENGINEER. 12. TAKE SAFETY PRECAUTIONS AS NECESSARY: DO NOT PERNIT WORKMEN TO STAND BEHIND OR ABOVE JACKS WHILE STRESSING TENDONS. SEALING STRESSING HOLES 1. THE REUSABLE PLASTIC GROMMET FORMS A HOLE 2" IN DIAMETER WHICH IS TO BE FILLED AND SEALED WATER TIGHT. 2. USING A CUTTING TORCH, BURN OFF EXCESS STRAND 1/2" TO 3/4" BACK BACK IN HOLE. BE CAREFUL NOT TO DIRECT FLAME ON GRIPPERS. USE A LARGE HOT FLAME AND COMPLETE THE CUT AS QUICKLY AS POSSIBLE. 3. PAINT EXPOSED ANCHORAGE, GRIPPERS, AND STUB OF STRAND WITH RUST -O -LEUM PRIMER OR EQUIVALENT. 4. AFTER TENDONS ENDS HAVE BEEN COATED, THE CONTRACTOR SHALL DRY PACK BLOCKOUTS WITHIN 10 DAYS. A NON - METALIC,NON- SHRINK, WATER TIGHT GROUT MIX SHALL BE USED. TECHNICAL NOTES 1. TYP. EXTERIOR STRANDS SHALL CONFORM TO ASTM A -416 PROPERTIES OF 7 -WIRE STRAND: P (ULTIMATE) AREA F (ULTIMATE) - POUNDS E- (MODULUS OF ELASTICITY) MAXIMUM FORCE (.8 FSU) TO OVERCOME FRICTION MAXIMUM ANCHOR FORCE (.7 FSU) UNIT ELONGATION PER FOOT PA POUNDS) (12 ") - AREA E Fe = LOW RELAXATION DEFORMED REINFORCING STEEL SHALL CONFORM TO ASTM A -615 ICBO REPORT ER -4597 GENERAL NOTES 1/2" DIAMETER 270 KSI 153 SQ. IN. 41,300# 28,500,000 PSI 33,000# 28,900# 081 26.8 KSI GRADE 40 (3, #4) GRADE BEAAM I3,#4) SEELAND )60 ( #5 UP) THIS IS TO CERTIFY THAT THE POST- TENSION FOUNDATION HAS BEEN DESIGNED IN ACCORDANCE WITH RECOGNIZED ENGINEERING PRACTICE AND FOR SOILINFORMATION AS PROVIDED BY: LEIGHTON & ASSOCIATES PROJECT NO • 111092 -002 DATED : MARCH 24. 2005 2. PRIOR TO OBTAINING A BUILDING PERMI , :. i " HALL FOWARD THESE POST- TENSIONING PLANS TO SOILS ENGINEER FOR THEIR REVIEW AND APPROVAL TO BE IN CONFORMANCE WITH THEIR SOILS REPORT RECOMMENDATIONS. THE BUILDER SHALL FOWARD ALL PERTINENT SOILS REPORTS TO THE POST- TENSIONING ENGINEER BEFORE, AND DURING, THE COURSE OF CONSTRUCTION OF THIS PROJECT. 3. SILL ANCHORAGE PER ARCHITECTURAL PLANS. THICKEN SLAB AS REQUIRED FOR CONCRETE COVERAGE AT ANCHOR BOLTS PER UBC WHERE OCCURS. THE CONCRETE CONTRACTOR SHALL VERIFY LOCATION OF ALL BOLTS, TIE - DOWNS, POST - ANCHORS, ETC., WITH STRUCTURAL PLANS PRIOR TO COMMENCING WORK AND BE RESPONSIBLE FOR SAME. 4. UNLESS OTHERWISE NOTED, STOOPS, PORCHES, OR OTHER ATTACH- MENTS SHALL BE CAST INDEPENDENT OF THE POST- TENSIONING SLAB. 5. DRAINAGE: ALL SURFACE WATER MUST DRAIN AWAY FROM SLAB AND NO PONDING WILL BE ALLOWED NEXT TO FOUNDATION. 6. CONCRETE TO BE MINIMUM f'c =3,000 PSI AT 28 DAYS, 5" MAX. SLUMP, 1 -1/2" MAX AGGREGATE. MAX. WATER /CEMENTITIOUS MATERIALS RATIO =0.6. USE TYPE 'II' CEMENT. CONCRETE QUALITY PER UBC 97, TABLE 19 -A -4 AND 2001 CBC TABLE 19A -A -4. 7. THE SOIL UNDER PERIMETER BEAMS AND SLAB SHALL BE NEAR OPTIMUM MOISTURE PRIOR TO CONCRETE PLACEMENT AND SHALL BE VERIFIED BY SOILS ENGINEER IN WRITING. 8. AN UNDERLAYMENT OR SLIP SURFACE SHALL BE APPLIED UNDER THE POST - TENSIONED SLAB. SEE SOILS REPORT. VISQUEEN AND SAND THICKNESS LISTED ARE PER SOILS REPORT. SEE TABLE "A" BELOW. 9. POST- TENSIONING: A. STRESSING RAMS SHALL HAVE BEEN CALIBRATED. B. TENDON STRESSING SHALL BE PERFORMED BY FACTORY TRAINED PERSONNEL OF THE POST- TENSIONING CONTRACTOR. 10. SAFETY: DO NOT STAND BEHIND OR OVER RAM DURING STRESSING OPERATIONS. 11. UPON COMPLETION OF EACH TENDON INSTALLATION, THE ADJACENT CONCRETE SHALL BE MARKED BY THE OPERATOR TO INDICATE IT HAS BEEN TENSIONED. TAILS MAY NOT BE REMOVED UNTIL TENSIONING HAS BEEN VERIFIED. 12. POST- TENSIONING SHOP DRAWINGS ARE ONLY FOR STRAND PLACEMENT AND STRESSING RECESS DETAILS. 13. POST- TENSIONING SHOP DRAWINGS MAY NOT BE DRAWN TO SCALE AND ARCHITECTURAL DRAWINGS MAY SHOW VARIATIONS FOR ALTERNATE ELEVATION DESIGNS. PLEASE VERIFY ALL CONDITIONS BEFORE STARTING. 14. SEE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR EXACT LOCATION OF BULKHEADS AND OPENINGS, ETC. 15. UNLESS NOTED, ALL EXTERIOR WALL ANCHOR BOLTS SHALL BE 5/8" DIA. 4'- 0 "o.c. OR IN ACCORDANCE WITH ORIGINAL STRUCTURAL PLANS. 16. INTERIOR WALLS MAY BE ANCHORED WITH 7/32" DIA. SHOT PINS 0 2'- 0 "o.c. EXCEPT WHERE ANCHOR BOLTS ARE SPECIFICALLY CALLED FOR SPACING OF LESS THAN 6'- 0 "o.C., SHOT PINS SHALL HAVE AN I.C.B.O. APPROVAL NOMBER. SHOT PINS SHALL HAVE AN I.C.B.O. APPROVAL NUMBER. 17. CABLE LOCATIONS SHOWN ON PLAN ARE FOR PLACING CONENIENCE AND MAY VARY BUT NOT TO EXCEED THE MAX SHOWN ON PLAN. 18. D.E. AND S.E. MAY BE REVERSED END TO END. 19. ANCHORS SHALL HAVE CURRENT I.C.B.O. NUMBERS. 20. THE CONCRETE FOUNDATIONS FOR THIS PROJECT WERE NOT DESIGNED TO RESIST PERPETUAL MOISTURE OR WATER INTRUSION INTO THE FOUNDATION WHICH COULD MIGRATE INTO FLOORING MATERIALS OR THE STRUCTURE ABOVE. IT IS THE BUILDERS RESPONSIBILITY TO HIRE QUALIFIED CONSULTANTS RELATING TO ALL WATER INTRUSION AND MOLD ISSUES INCLUDING BUT NOT LIMITED TO VISQUEEN UNDER THE FOUNDATION, PLUMBING LEAKAGE, APPROPRIATE CARPETING MATERIALS, LANDSCAPING AND LANDSCAPE MAINTENANCE, AND GRADING AWAY FROM THE FOUNDATION. 21. 18" SQ. MIN. x (Le + dia + 3" CLR.) MIN. DEEP PAD TO BE PROVIDED AT HOLDOWNS. PROVIDE #4 BAR x 4' -0 LONG CENTERED AT INTERIOR AND EXTERIOR HOLDOWN (U.N.O.). OMIT BAR IF STRAND EXIT WITHIN SHEAR CONE 18"±) OF HOLDOWN. REINFORCEMENT SHOWN ON CONVENTIONAL FOUNDATION PLANS (ANCHOR BOLTS AND HOLDOWN DETAILS) ARE SUPERSEDED BY THIS NOTE. 22. SEE ARCHITECTURAL (OR MANUFACTURERS) DRAWINGS FOR FIREPLACE FOUNDATION DETAILS. 23. THESE DRAWINGS ARE BASED ON STRUCTURAL PLANS DATED: MAY 20, 2005 STRUCTURAL ENGINEERING BY: VCA SPECIAL NOTES 1. THE CONCRETE CONTRACTOR SHALL VERIFY LOCATION OF ALL ANCHOR BOLTS, HOLDOWNS, POST- ANCHORS, PLAN DIMENSIONS,FRAMING, PATIOS, PORCH STEPS, DEPRESSIONS, SLOPES, PLANTER SHELVES, EXTERIOR POST - PADS, WALLS AND ALL OTHER DETAILS PRIOR TO COMMENCING WORK AND BE RESPONSIBLE FOR SAME. 2. COORDINATE ALL DETAILS WITH ALL TRADES PRIOR TO STARING CONSTRUCTION. 3. SPECIAL INSPECTION REQUIRED FOR REINFORCEMENT AND PT BEFORE CONCRETE POUR AND DURING STRESSING OPERATION. 4. THE SOILS ENGINEER TO REVIEW THE POST- TENSIONED SLAB -ON -GRADE PLANS FOR COMPLIANCE WITH THE FOUNDATION RECOMMENDATIONS. 5. THE SLAB -ON- GRADE, SUB - GRADE, AND FOOTINGS SHALL BE OBSERVED BY THE SOILS ENGINEER PRIOR TO CITY INSPECTIONS AND CONCRETE PLACEMENT. 6. TO MINIMIZE SHRINKAGE CRACKING, STRESS STRANDS TO 50% OF JACKING FORCE WITHIN TWO DAYS OF POUR AND 100% AS SOON AS CONCRETE REACHES 2,000 PSI. 7. A QUALIFIED CORROSION ENGINEER SHOULD BE CONSULTED TO DETERMINE w 0 CO J r7 rncc0 FINAL SURFACE z • (LANDSCAPE) 1/2 "0 STRAND N 2 11-,111-11 NATURAL OR COMPACTED FINISH GRADE BRICK VENEER BASE (IF OCCURS) 2E: DEEPEN EXT. FOOTING AT HD'S. I r r'1 1 1111 li iI( -f111= SAND OVER VISQUEEN a. awC U 5" 1' -0" 1 - #5 BOTTOM NOTE: SAND SHALL ALSO BE PROVIDED IN GARAGE SLAB AREA FOR CONCRETE CURING. REFER TO TABLE 'A' ON THIS SHEET TYP. STEM WALL CONC. CURB SEE ARCH DWGS. Q ww coo w O0Q z m *tom FINAL SURFACE LANDSCAPE) nacos., Fflifee.C474W. III r 5" 3" e / NATURAL OR COMPACTED FINISH GRADE BRICK VENEER BASE (IF OCCURS) NOTE: DEEPEN EXT. FOOTING AT HD'S. N 1/2 "0 STRAND f ,' •,I, ,II z 1IITIII 4 -1II- SAND OVER *' VISQUEEN * w 0 c rn 1, -0" 1 - #5 BOTTOM NOTE: SAND SHALL ALSO BE PROVIDED IN GARAGE SLAB AREA FOR CONCRETE CURING. REFER TO TABLE 'A' ON THIS SHEET TYP. GARAGE EXT. a CONC. DRIVE BY =r'i OTHERS -REFER TO ARCH. , 01a: 0xVza 1/2 "0 STRAND N 2 111 I O- I I -1 11 =1 1 - #5 BOTTOM MIN. NOTE: SAND SHALL ALSO BE PROVIDED IN GARAGE SLAB AREA FOR CONCRETE CURING. REFER TO TABLE 'A' ON THIS SHEET 114 "CLR. 1 I DEAD END AND SECONDARY POUR 1/2" STRAND OPTIONAL SINGLE POUR OR SECOND POUR ON ROUGH SLAB SURFACE OR WITH SAND SEE ARCH OR PLAN to 0 5 III .7±1;1 =11 3 @I 18" E.W. , OR 6X6 X 6X6 TIE CABLES AT INTERSEC110N- SUPPORT ON CONC. BLOCK OR BOTTOM PLASTIC CHAIR -SEE PLAN FOR CABLE SPACING 1' -6 "± EXPOSED STRAND 0 DEAD ENDS TYP. CORNERS 6' -0" MIN. TRANSITION CURVE ® ALL CORNERS TYP. U.O.N. H N 12"± 6" SEE PLAN FOR LAYOUT & SPACING OF CABLES TYP. STEP DETAIL AT PARTITION WALLS ONLY 1 - #4 CONT. WHEN D' EXCEEDS 1' -0" STEP DETAIL CONTRACTORS OPTION REFER TO TABLE 'A' ON THIS SHEET TYP. EXTERIOR TIE BEAM FINISH PER ST ARCH. SEE M WALL DWG. PLAN IF APPLICABLE PERIMETER PT. BEAM EXTERIOR TIE BEAM t U 111 =11' 1 - #5 TOP & BOT. 2 TOTAL) EMBED. 2' -6" INTO ADJACENT FOOTING OR STANDARD HOOK. TYP. INT. FOOTING CURB WHERE OCCURS REFER TO TABLE 'A' ON THIS SHEET EXTERIOR POTSHELF ANCHORSTYP. 1 - #4 PER PLAN 1/2 "0 STRAND N I I -III: FINISHED GRADE IIi_ 11j1111 -III r a- 1' -0" REFER TO TABLE 'A' ON THIS SHEET 1 - #5 BOTTOM TYP. OFFSET DETAIL 31{" ALL ANCHORS TYP. CONSTRUCTION O JOINT OPTIONAL ss #4 © 18" O.C. w MIN. HORIZ. REINF. W a' 1' -6" 4 10 18" O.C. 1' -6" g i TI =ii I -III_ iII n IIII11 III. a =1 4 OR 1/2 "o STRAND CONT. 4 OR 1/2 "0 I- 1' -4" d STRAND CONT. NOTE: SAND SHALL ALSO BE PROVIDED IN GARAGE SLAB AREA FOR CONCRETE CURING. REFER TO TABLE 'A' ON THIS SHEET PAD FOOTING NOTE: FOR COMPLETE INFO NOT SHOWN REFER TO 1 /PT -D 1/2 "0 STRAND trait x lI III= III U REINF. PER PLAN PER PLAN REINF. PER PLAN CRACK CONTROL JOINT 3" LOCATION OF CRACK CONTROL JOINT WHEN NEAR BEAM ZIP STRIP OR EQUAL DO NOT SAWCUT DO NOT USE IN GARAGE N P. T. SLAB 1/2" IA STRAND I t I FORMED V- GROOVE CONTROL JOINT USE IN GARAGE NOTE: ADDITIONAL CONTROL JOINTS CAN BE PLACED AT CONTRACTOR'S OPTION IN ACCORDANCE WITH GOOD CONSTRUCTION PRACTICES. DEEPENED FOOTING FINISH GRADE 1/2" 0 STRAND 4 0 24" VERT. BARS ONLY I 'E' EXCEEDS 24" AND IS NOT GREATER THAN 30" REFER TO TABLE BELOW SCHEDULE 0 -33" N/A D' 1 - #4 CONT. AT BOTTOM STRAND IF MIT OCCURS) O " -3" 1' 6" OVER 3 " -6" 2' 0" OVER 6 " -9" 2' 6" OVER 9 " -1' -O" 3' 0" OVER 1'- O " -1' -3" 4' 0" 0.20 -2.00 1,500- 10,000 V 0.45 STEP DETAIL CONTRACTORS OPTION REFER TO TABLE 'A' ON THIS SHEET TYP. EXTERIOR TIE BEAM FINISH PER ST ARCH. SEE M WALL DWG. PLAN IF APPLICABLE PERIMETER PT. BEAM EXTERIOR TIE BEAM t U 111 =11' 1 - #5 TOP & BOT. 2 TOTAL) EMBED. 2' -6" INTO ADJACENT FOOTING OR STANDARD HOOK. TYP. INT. FOOTING CURB WHERE OCCURS REFER TO TABLE 'A' ON THIS SHEET EXTERIOR POTSHELF ANCHORSTYP. 1 - #4 PER PLAN 1/2 "0 STRAND N I I -III: FINISHED GRADE IIi_ 11j1111 -III r a- 1' -0" REFER TO TABLE 'A' ON THIS SHEET 1 - #5 BOTTOM TYP. OFFSET DETAIL 31{" ALL ANCHORS TYP. CONSTRUCTION O JOINT OPTIONAL ss #4 © 18" O.C. w MIN. HORIZ. REINF. W a' 1' -6" 4 10 18" O.C. 1' -6" g i TI =i iI -III_ iII n IIII11 III. a =1 4 OR 1/2 "o STRAND CONT. 4 OR 1/2 "0 I- 1' -4" d STRAND CONT. NOTE: SAND SHALL ALSO BE PROVIDED IN GARAGE SLAB AREA FOR CONCRETE CURING. REFER TO TABLE 'A' ON THIS SHEET PAD FOOTING NOTE: FOR COMPLETE INFO NOT SHOWN REFER TO 1 /PT -D 1/2 "0 STRAND trait x lI III= III U REINF. PER PLAN PER PLAN REINF. PER PLAN CRACK CONTROL JOINT 3" LOCATION OF CRACK CONTROL JOINT WHEN NEAR BEAM ZIP STRIP OR EQUAL DO NOT SAWCUT DO NOT USE IN GARAGE N P. T. SLAB 1/2" IA STRAND I t I FORMED V- GROOVE CONTROL JOINT USE IN GARAGE NOTE: ADDITIONAL CONTROL JOINTS CAN BE PLACED AT CONTRACTOR'S OPTION IN ACCORDANCE WITH GOOD CONSTRUCTION PRACTICES. DEEPENED FOOTING FINISH GRADE 1/2" 0 STRAND 4 0 24" VERT. BARS ONLY I 'E' EXCEEDS 24" AND IS NOT GREATER THAN 30" REFER TO TABLE BELOW 0 N I NOTE: LOCATE FIRST VERTICAL BAR MAX. 3" FROM FACE OF CONC. AT ENDS OF STEM WALL) HORIZ. REBARS 0 -33" N/A OVER 33 " -40" 1 - #4 CONT. AT BOTTOM STRAND IF MIT OCCURS) OVER 40 " -54" 2 - #4 (CONT.) 0 N I NOTE: LOCATE FIRST VERTICAL BAR MAX. 3" FROM FACE OF CONC. AT ENDS OF STEM WALL) GRADE DETAIL VANDORPE CHOU ASSOCIATES, INC. THIS SUBMITTAL HAS BEEN REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN CONCEPT. zESNO EXCEPTIONS TAKEN REVISE AND RESUBMIT MAKE CORRECTIONS AS NOTED REJECTED A THE PROTECTION OF POST - TENSIONING STEEL AND REINFORCEMENT DUE TO CHLORIDE C. IC I ION I T` AIL. A TOTAL OF 1" IN 40 FEET VERTICAL DIFFERENTIAL SETTLEMENT IS USED IN DESIGN (0.25" IN 40 FEET STATIC & 0.75" IN 40 FEET DYNAMIC). TABLE A ( *) EXPANS. INDEX HORIZ. VERT. 0 -12" N/A N/A OVER 12 " -18" 2- #4 (CONT.) 4 AT 24" 0.C. OVER 18 " -30" 3- #4 (CONT.) 4 AT 12" O.C. GRADE DETAIL VANDORPE CHOU ASSOCIATES, INC. THIS SUBMITTAL HAS BEEN REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN CONCEPT. zESNO EXCEPTIONS TAKEN REVISE AND RESUBMIT MAKE CORRECTIONS AS NOTED REJECTED A THE PROTECTION OF POST - TENSIONING STEEL AND REINFORCEMENT DUE TO CHLORIDE C. IC I ION I T` AIL. A TOTAL OF 1" IN 40 FEET VERTICAL DIFFERENTIAL SETTLEMENT IS USED IN DESIGN (0.25" IN 40 FEET STATIC & 0.75" IN 40 FEET DYNAMIC). TABLE A ( *) EXPANS. INDEX SLABTHK. SAND IN /MILL /IN) DEPTH OF EMBEDM EXTERIOR FTG. OVERALL INTER. FOOTING 0 -50 5" 2710 MIL /2" 18" 12 "A 0.00 -0.10 0 -150 A A CITY OF LAKE ELSINORE BUILDING DIVISION REVISED n ,S ic on I 3 P,r ,,, ba c. 6 in cot c, to of the a.,,.11 able t pr;sj o s give rya ?IC:isLms 01 such 1997 U.B.C. TABLE 19 -A -4 / 2001 CBC TABLE 19A -A -4 REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE - CONTAINING SOLUTIONS SULFATE EXPOSURE WATER- SOLUBLE SULFATE SO4) IN SOIL PERCENTAGE BY WEIGHT SULFATE SO 4) IN WATER,PPM CEMENT TYPE NORMAL - WEIGHT AGGREGATE MAXIMUM WAlER- CEMEN11TIOUS MATERIALS RATIO, BY WEIGHT NORMAL - WEGHT 4GGREGAIE CONCRETE 1 F'c NORMAL WEIGHT AND UGHTWEIGHT AGGREGATECONCRETE, PSI 1 x 0.00689 for MPa Negligible 0.00 -0.10 0 -150 A A A A Moderate 0.10 -0.20 150 -1,500 II,IP(MS),IS ( MS) 0.50 4,000 Severe 0.20 -2.00 1,500- 10,000 V 0.45 4,500 Very severe OVER 2.00 OVER 10,000 V PLUS a POZZOLAN 0.45 4,500 1. A lower water- cementitious materials ratio or higher stength may be required for low permeability or for protection against corrosion of embedded items or freezing and thawing (Table 19 -A -2). 2. Seawater. 3. Pozzolon that has been determined by test or service record to improve sulfate resistance when used in concrete containing Type V cement. is REVISIONS BY 1 8/19/05 BLDG. #DEPT EPN A8/19/05 REV. #1 EPN A11/15/05 REV. AYT 12/23/05 DESIGNATE EPN A A A A A A A Gq QD E- am0 N c U H F IZ VCD x Cb N CO 1 I O O V- V- C° O) N 0 ZNU CD `c CC a cn a N w CC CU wZ 5 CO Oaa.Zwx o _J wzww wad ¢v w vwi m LUp2Q wOOU o'=rr w UCJztnwz ac°Z: 6! z w`n pz mZV7 Z woc - a_ 0 V=iOi Zu_ ° a_ O w oF= o:wmo o ¢n.wQ01 -w w0' coU. U.] N_o)'un OOZZ H_ LL U Swp w0 2w Qa w ,_ -NZ¢ raioWo ¢0?00 E Z Wz 4 014 rri 2 Ex-1 wral r4 Ne. NOTES & DET DRAW EPN CHECKED B. A. DATE MARCH 18, 2005 SCALE N.T.S. JOB No. BA341 PTD 0 Cog F F- a rLCO N aI ") N K a o_ N H H u) co 0 TYP. i 19' -6" Al 3/8" BLU -ORA 2' -9 "± 25' -0" Al 7/8" GREEN 7 61' -0" A4 7/8" NO COLOR AT 2' -10 "± 62' -6" A5" RED -GRN 3 AT 2' -9 t 2 AT 19' -6" Al 3/8" BLU -ORA 3' -1 "t 38' -0 4 4 13' -0" A 7/8" RED -ORA 3.-2"± 84' -10" 27' -0" A2 1/8" GRN -YEL 2 AT 8 "t 53' -0" 43' -6" A4 1/8" A3 3/8" BRN -GRY WHT -GLD 4 AT 0 "t 4 AT 3' -1 "± 24' -0" Al 7/8" BLU -PUR 21' -6" 25' -4" 4;37.4_ J 7 9 777' 0NI 10/ r 1 r 0P 0P5 IJ I OJ V O U VERIFY PIPE LO W/ PLUMB PLAT' L ATION JS 24" SQ. x DEPTH w / #4 AT 12" BOIL SI REQUIRED 1W. 1I fliiAl kf2 L v 0 i 2J I 2 - #4 TOP & BOTTOM EXTEND 3' -0" PAST EA. PANEL. J L J L J r 1 r r 1 TYP. In 2- 4x6' -0 "" TY . (AS SHOWN) 9 PTD J L 16» 10 24" SQ. x qE w /N4 AT 12c J AS REQU T. LW. RED r r 6 5' -6" O 1 - #4 TOP & BOTTOM I L__ J L F SIM. PTD I 0 I U 10" TYP. 4'- 6 "/4' -6" 24' -0" Al " BLU -PUR I VERIFY PIPE LOCATION W/ PLJMB PLANS CRACK C NTROL JOINT AIA t 11' s r L 9' -6" 1 - #4i w /#4 Q. 4" T x121' 4 J J t J A A D5 L w , L.) d0. 2 - #4 TOP & BOTTOM EXTEND 3' -0" PAST EA. PANEL. 12" MAX OFFSET FOR PLUMBING 5' -4" 3 0 6' -8' 3' -2" O 5'- 6 "/5' -6" 10 4'/4' 9' -6 II C It 1 L-1 L J L F-- I I- 3'/3 TYP. 13 L 0 _ J L I ,, CRICK CONTRCL JOINT I i r O 2 - #4 TOP & 1Bi EXTEND 3'-0:1P r 5 /4' -9 "/4' -6" tK 24" #4 AT x1 dE tt #4 TOP k BOTTOM St O O 3'- 3 "/6' -6" 21' -6" 3 -2" 9D I 4 TOP & BO-10M I 9' I r r BOTTO A J 7 9 O r p. I L__ O J I r L r I I I I i I I I I I J L CRACK COOTR I. JOINT J L J 4'- 3 "/4' -6" 3' -4" I j0 4 AT 12" O.C. AT MID DEPTH co I I 1 - #4 TOP & BOTTOM 0 MD Me 1-#4 TOP & BOTTOM L 4 AT 12" $.C. E.W Cf N AT X11[ DEPTW CD 3'- 3 "/6' -6" 14' -6" 1 - #4 TOP & BOTTOM 38' -0" 3'- 673' -6" 6' -8" 11' -0" O F O 21' -6" Al 5/8" BLU -BRN O 6'- 6"/3' -3" 16' -6" 19' -4" rA: ,. .. ..J & ASSC CIAI r: , h 'u:;. h t ' J jr1 coca Io t;,e S . .. ,' .ulhcrl,dl on i3 ag peunrt pending UIE L?Ity C1;inc It S. 84' -10" 2' -9 "± 1L2' -10 "± jr 14' -0" 30' -6" Al" A2 3/8" RED -WHT GRN -GRY NOTE : II FOR COMPLETE DIMENSIONING, CALL -OUTS, FURR -OUTS & HARDWARE SCHEDULE. REFER TO ARCHITECTURE AND STRUCTURAL PLANS. 0 SEE GENERAL NOTE 21 ON PTD SHEET FOR STEEL REINFORCEMENT AT HOLDOWNS. 1 2 AT 3' -1 "± jr 27' -0" 31' -0" A2 1/8" A2 3/8" GRN -YEL ORANGE S-2"± 14' -0" Al" RED -WHT 12' -0" A 7/8" RED -BLU rode_, a ,L or NoNo mit Ur cot el the on to tl cable presumed to give proVisiens o such PT. SLAB PLAN 'RECREATION BLDG.' N 00 U XO \Z I E[) I N Q M a 1h t-H e) N) I N j (.4am 4) SHEAR WALL ANCHOR BOLT SCHEDULE SINES- REMARKS ID OSEE O SEE DETAIL 1 /SD-6 SEE DETAIL I /SD-6 DETAIL I /SD-6 SEE DETAIL I /SD-S A 8/19/05 LENGTHS SHOWN ON SLEAR WALLS ARE MIIDMUM SHEATHING LENGTHS VERIFY ACTUAL WALL LENGTHS WITH ARCNITECTUtAL PLANS. INDICATES SIEARVALL VITH ft$TIGIONS RIM PER DETAIL 3/SD-6 HOLD DOWN SCHEDULE (U.N.O.) smut FOUNDATION REMARKS ONrr22 OHTT22 4x4 1X4 NOTE. SEE SIEE S SD-I AND SD-6 FEE 10.ODOVN CCNECTIONS DEPTH IF H.D. POST TO MATCH WIDTH IN WALL. LIMO (E.G. (MEADE 4X4 TO 4X6 I 2X6 WALLS) REVISIONS BY 8/19/05 REVBLDG. AtDEPT EPN A 8/19/05 REV. i1 EPN A11/15/05 RANT AYi 1Al2/23/05 ALTERNATE DESIGN ERN A A A A A A I I 21 w W W C V' W N co C\i n4 QMD NM CDD tC' L C J z a Cb CD 014 T: 0 z N °aw zH 6E@4_,>- 9 rx4 aln W m 9tt-419 DRAW EPN CHECKED W A. DATE MARCH 18, 2005 1/4" SCA 1' -0" JOB No. BA341 PT -1 2 OF 3 SHEETS' PLOTDATE: 12/23/05 TYP. 15\ H N Q 30' -2" 6 TY" P'. 13' -6" R D BLK 15 AT 3' -4 "± 17' -8" 11' -4" 5' -0" 12' -0" TYP. 1 PTD N PD 12' -0" PER ARCH. i J L SLOPE \ 1 /8 " /FT I/ 0" 9' -4 "1 r PTD J 2 - #4 TOP & BO-TOM IV-EXTEND 3' -0" PAIST EA. PANEL. I II 0 12' -0" 11' -4" 5' -0" PT. SLAB PLAN `MAIL KIOSK BLDG.' 3' -6" 18' -0" 8' -8" SIM. 8 18' 2 PTD DETAIL 1 /SD -6 SEE DETAIL 1/511-6 SEE DETAIL 1 /SD -6 SEE DETAIL 1 /SD -6 O # 4 AT 12" O.C. PTD HOLD DOWN SCHEDULE (U.N.O.) SYMBOL FOUNDATION REMARKS OHTT22 OHTT22 4X4 4X4 NOTE: SEE SHEETS SD -1 AND SD -6 FOR HOLDDOWN CONNECTIONS. DEPTH OF H.D. POST TO MATCH WIDTH OF WALL, U.N.O. (E.G. UPGRADE 4X4 TO 4X6 @ 2X6 WALLS) n A A 6„ I I I ilk I I I I I I,,, o I lO I Stop, eeR .aecN re- I I I I 1 I I ti I I I I I I I I I I I I I , J1 I I 1 z I 1 1 1 1 1 1 1 1 1) I 11 J I I I I I I I 1 11 1 I I I IJLI wom u z mar ER p,RC \ 2" 3' -4" 4;-01r 3' -4" 5' -2; ff 16,, ^ L PTD TYP. e I J I o\ s 0 3' -6" 3' -0" J 8 PTD FLATWORK TYP BY OTHER° 10' -4" 6' PTD SIM. 4' -8" 8' -8" 30' -2" L 6" I. 3 "0 FULL HEIGHT STEEL PIPE W/ WELD STUD ® 18" O.C. EACH SIDE EMBEDDED 18" INTO CONC. FT (16" SQ. x 24" DEEP) cc PT. SLAB PLAN 'POOL CABANA BLDG.' i3IAi'lo t or ao;. a to tct. Util 'zalicn IS ildr.g permit pending eviLtas. 1.;..n of a permit based on Has shall not be construed to c_,,y vluiaucn of the applicablee. R , parmit presumed to give e cr car cei the provisions of such NOTE : 0 FOR COMPLETE DIMENSIONING, CALL -OUTS, FURR -OUTS & HARDWARE SCHEDULE. REFER TO ARCHITECTURE AND STRUCTURAL PLANS. 0 SEE GENERAL NOTE 21 ON PTD SHEET FOR STEEL REINFORCEMENT AT HOLDOWNS. 4\ eb- REVISIONS SHEAR WALL ANCHOR BOLT SCHEDULE SYMBOL EPN REMARKS OSEE IB 11 12 EPN DETAIL 1 /SD -6 SEE DETAIL 1/511-6 SEE DETAIL 1 /SD -6 SEE DETAIL 1 /SD -6 LENGTHS SHOWN ON SHEAR WALLS ARE MINIMUM SHEATHING LENGTHS. VERIFY ACTUAL WALL LENGTHS WITH ARCHITECTURAL PLANS. INDICATES SHEARWALL WITH CONTINUOUS RIM PER DETAIL 3/511-6 HOLD DOWN SCHEDULE (U.N.O.) SYMBOL FOUNDATION REMARKS OHTT22 OHTT22 4X4 4X4 NOTE: SEE SHEETS SD -1 AND SD -6 FOR HOLDDOWN CONNECTIONS. DEPTH OF H.D. POST TO MATCH WIDTH OF WALL, U.N.O. (E.G. UPGRADE 4X4 TO 4X6 @ 2X6 WALLS) or ao;. a to tct. Util 'zalicn IS ildr.g permit pending eviLtas. 1.;..n of a permit based on Has shall not be construed to c_,,y vluiaucn of the applicablee. R , parmit presumed to give e cr car cei the provisions of such NOTE : 0 FOR COMPLETE DIMENSIONING, CALL -OUTS, FURR -OUTS & HARDWARE SCHEDULE. REFER TO ARCHITECTURE AND STRUCTURAL PLANS. 0 SEE GENERAL NOTE 21 ON PTD SHEET FOR STEEL REINFORCEMENT AT HOLDOWNS. 4\ eb- REVISIONS BY` A \ 8/19/05 BBLLDDG. liDEPT EPN A 8/19/05 BDFV in EPN A A A A n A A w w E"-4 W I~ di W Z` CO CV Ix CO N O EC74) CC CO CC zc?) a d N N W N 0z r_ Q x o__ O] `?ZUo –'- ) ZN =O CJn Z.9(12- O k6iI NwfYwQwZ »WOZ Z m O! a Z- cn w o w XrUZ F- =C? a.wZw Z¢o Z w N¢oozwmz z u-O9< o3 °w o,=wa oCo : i tnt wa cooF -v)O ZZ vEwp -O-p 0mQ aa Owtr Z =0w cn _- a¢O? =Uo Co NO. 0 1-0EXP - II -Go'7 Conk- OF CAI\F cT DRAW EPN CHECKED B. A. DATE MARCH 18, 2005 1/4" SCA 1' -0" JOB No. BA341 PT -2 1/43 OF 3 SHEETS' PLOTDATE: 12/23/05 PLACING OF STRANDS AND ANCHORAGES 1. LAYOUT BULKHEAD BY LOCATING THE CENTER OF THE STRANDS PER DIMENSIONS ON THE STRAND PLAN. (NOTE: BULKHEAD DOES NOT HAVE TO BE BRACED LATERALLY, THERE IS NO TENSION ON THE TENDONS UNTIL AFTER THE CONCRETE IS POURED). 2. MARK LOCATION OF INDIVIDUAL ANCHORAGES AND DRILL A 3/4" DIAMETER HOLE IN BULKHEAD UNLESS NOTED OTHERWISE. 3. LAY ALL STRANDS IN ONE DIRECTION, THEN LAY ALL STRANDS IN THE PERPENDICULAR DIRECTION. REFERING TO THE PLAN, SELECT INDIVIDUAL COLOR -CODED COILS OF STRAND AND UNROLL THEM IN PLACE, BEGINNING AT THE DEAD -END, IF THERE IS ONE, AT LEAST 18" OF STRAND MUST EXTEND BEYOND THE BULKHEAD AT EACH STRESSING END. 4. PLACE ANCHOR AND POCKET FORMER INTO BULKHEAD AND NAILS ANCHORS WITH 2 NAILS TIGHT TO THE BULKHEAD. 16d RING SHANK NAILS RECOMMENDED. 5. TIE DEAD -END, IF ANY, IN PLACE APPROXIMATELY 1 -1/2" FROM BULKHEAD. SUPPORT SO THAT THE CENTERLINE OF THE ANCHORAGES IS APPROXIMATELY 3 1/2" BELOW TOP OF SLAB. 6. AT STRESSING ENDS, REMOVE WRAPPING TO APPROXIMATELY 6" INSIDE THE BULKHEAD. DO NOT REMOVE GREASE. SLIDE END OF STRAND THROUGH THE HOLE IN THE ANCHOR AND THROUGH THE BULKHEAD. 2" MAX. EXPOSED STRAND AT STRESSING END. 7. STRAIGHTEN TENDONS, CURVING THEN SMOOTHLY AROUND HOLES OR OBSTRUCTIONS. PLACE SUPPORT AT CABLE INTERSECTIONS FOR 5" SLABS AND THICKER, TIE THE STRANDS TOGETHER. FOR 4" AND 4 1/2" SLABS USE INTERMEDIATE SUPPORTS BETWEEN STRAND INTERSECTIOS, STRAND TO INCREASE PLACEMENT ACCURACY. 8. CHECK STRANDS FOR TEARS IN PLASTIC WRAPPING AND REWRAP IF TEAR IS LONGER THAN 4 ". CONCRETE 1. CONCRETE SHALL BE SPECIFIED IN GENERAL NOTE 6 (UNLESS SULFATE IS NOT NEGLIGIBLE THEN FOLLOW 14 /PTD) AND CONSIST OF: PORTLAND CEMENT ASTM C -150 TYPE I OR II AND AGGREGATE PER ASTM C -33. WATER TO BE CLEAN AND POTABLE. CORROSIVE ADDITIVES, SUCH AS CALCIUM CHLORIDE SHALL NOT BE USED. VERIFY WITH LATEST SOILS REPORT TO DETERMINE IF TYPE 'V' CEMENT IS REQUIRED PRIOR TO CONSTRUCTION (REFER TO UBC 97 TABLE 19 -A -4). AND 2001 CBC TABLE 19A -A -4). 2. PLACEMENT SHALL BE IN ONE CONTINUOUS OPERATION UNLESS OTHERWISE SPECIFIED AND SLAB SURFACE SHALL BE CURED WITH HUNTS COMPOUND OR EQUAL, OR OTHER METHODS USING GOOD CONSTRUCTION PRACTICES AT CONTRACTOR'S OPTION. 3. A MINIMUM OF THREE (3) CYLINDERS /SLAB SHALL BE TAKEN TO DETERMINE CONCRETE STRENGTH. CONCRETE SHALL BE UNIFORMELY CONSLIDATED AND VIBRATED AROUND ANCHORAGES. PREPARATION FOR STRESSING 1. REMOVE POCKET FORMER. 2. CHECK INSIDE EACH POCKET HOLE, MAKING SURE THAT PORTION OF ANCHORAGE IS CLEAR. IF A FILM OF CEMENT PASTE HAS INTRUDE, REMOVE IT COMPLETELY. 3. INSERT A PAIR OF GRIPPERS BY HAND INTO EACH ANCHORAGE. 4. PUT A CRAYON MARK ON THE STRAND AT THE EDGE OF THE SLAB. A YELLOW CRAYON AND A WOODEN CARPENTERS RULE ARE RECOMMENDED. STRESSING PROCEDURE 1. THE STRESSING OPERATION MUST BE UNDER THE IMMEDIATE CONTROL OF A PERSON EXPERIENCED IN THIS TYPE OF WORK; HE MOST EXERCISE CLOSE CHECKING AND RIGID CONTROL OF ALL OPERATIONS. 2. THE STRESSING OPERATION SHALL NOT COMMENCE UNTIL CONCRETE TEST CYLINDERS, CURED UNDER JOB SITE CONDITIONS, HAVE BEEN TESTED AND INDICATE THAT THE CONCRETE IN THE MEMBER HAS ATTAINED THE STRENGTH CALLED FOR ON THE STRUCTURAL DRAWINGS, OR 2,000 PSI MIN. 3. ALL PRESTRESSING STEEL SHALL BE STRESSED BY MEANS OF HYDRAULIC JACKS OR EQUAL, EQUIPPED WITH ACCURATE READING, CALIBRATED HYDRAULIC PRESSURE GAUGES. A CALIBRATION CHART SHALL ACCOMPANY EACH JACK. 4. THE POST- TENSIONING OPERATION WILL BE CONDUCTED SUCH THAT ACCURATE ELONGATION OF THE PRESTRESSING STEEL CAN BE RECORDED AND COMPARED WITH THE COMPUTATIONS SUBMITTED AND APPROVED BY THE STRUCTURAL ENGINEER. 5. INDEPENDENT INSPECTOR SHALL RECORD ALL JACKING FORCES AND ELONGATIONS AND SUBMIT PROMPTLY TO THE STRUCTURAL ENGINEER FOR APPROVAL. 6. THE MAXIMUM JACKING FORCE SHALL NOT EXCEED 80% OF THE ULTIMATE FORCE OF THE TENDON. (41.3 x .80 = 33.0 KIPS). 7. TENDONS SHALL BE ANCHORED AT A FORCE NOT TO EXCEED 70% OF THE ULTIMATE FORCE OF THE TENDON. (41.3 x .70 = 28.9). 8. THE STRESSING OPERATION PROCEEDS AS FOLLOWS: REMOVE GROMMETS AT THE STRESSING ENDS; CHECK INSIDE EACH GROMMET HOLE TO MAKE SURE THAT THE ANCHORAGES ARE FREE FROM CEMENT PASTE; IF NOT REMOVE PASTE FROM ANCHORAGE. INSERT WEDGES, SIDE BY SIDE, BY HAND INTO EACH ANCHORAGE. PUT PAINT MARK ON EACH STRAND AT THE SLAB EDGE OR AT A FIXED DISTANCE FROM THE EDGE OF THE SLAB. STRESS THE STRAND TO 33 KIPS. SEAT THE WEDGES IN THE ANCHORAGE USING THE HYDRAULIC SEATING DEVICE BUILT INTO THE RAM. REMOVE THE RAM. MEASURE FINAL ELONGATION. RECORD ELONGATION. 9. IF INCONSISTENCIES BETWEEN THE CALCULATED ELONGATIONS, THE MEASURED ELONGATION, AND THE JACK GAUGE READING OCCUR, THE JACK - GAGE -PUMP UNIT SHALL BE RECALIBRATED. AN AGREEMENT OF WITHIN 7% SHALL BE SATISFACTORY. 10. TENDONS STRESSED FROM ONE END ONLY SHALL BE SO INDICATED ON THE PLACING DRAWINGS. TENDONS THAT ARE STRESSED FROM BOTH ENDS NEED NOT BE STRESSED FROM BOTH ENDS SIMULTANEOUSLY IF IT CAN BE SHOWN THAT THE WEDGES ON THE OPPOSITE END ARE PRE - SEATED AND CAUSE NO SLIPPAGE OF THE TENDON. THESE TENDONS MAY HAVE MORE ELONGATION AT ONE END THAN AT THE OPPOSITE END. ELONGATION FROM BOTH ENDS MUST TOTAL THE ELONGATION SHOWN ON THE PLACING DRAWINGS. 11. ELONGATIONS SHOWN ARE BASED ON .70 F' S. MEASURED ELONGATION 7% UNDER TO 7% OVER IS ACCEPTABLE. IF MEASURED ELONGATION MEASURED ELONGATION EXCEEDS TOLERANCE, CONTACT THE ENGINEER. 12. TAKE SAFETY PRECAUTIONS AS NECESSARY: DO NOT PERNIT WORKMEN TO STAND BEHIND OR ABOVE JACKS WHILE STRESSING TENDONS. SEALING STRESSING HOLES 1. THE REUSABLE PLASTIC GROMMET FORMS A HOLE 2" IN DIAMETER WHICH IS TO BE FILLED AND SEALED WATER TIGHT. 2. USING A CUTTING TORCH, BURN OFF EXCESS STRAND 1/2" TO 3/4" BACK BACK IN HOLE. BE CAREFUL NOT TO DIRECT FLAME ON GRIPPERS. USE A LARGE HOT FLAME AND COMPLETE THE CUT AS QUICKLY AS POSSIBLE. 3. PAINT EXPOSED ANCHORAGE, GRIPPERS, AND STUB OF STRAND WITH RUST -O -LEUM PRIMER OR EQUIVALENT. 4. AFTER TENDONS ENDS HAVE BEEN COATED, THE CONTRACTOR SHALL DRY PACK BLOCKOUTS WITHIN 10 DAYS. A NON- METALIC,NON- SHRINK, WATER TIGHT GROUT MIX SHALL BE USED. TECHNICAL NOTES STRANDS SHALL CONFORM TO ASTM PROPERTIES OF 7 -WIRE STRAND: P (ULTIMATE) AREA F (ULTIMATE)- POUNDS E- (MODULUS OF ELASTICITY) MAXIMUM FORCE (.8 FSU) TO OVERCOME FRICTION MAXIMUM ANCHOR FORCE (.7 FSU) UNIT ELONGATION PER FOOT PA POUNDS) (12 ") - AREA E A -416 1/2" DIAMETER 270 KSI 153 SO. IN. 41,300# 28,500,000 PSI 33,000# 28,900# 081 Fe = LOW RELAXATION 26.8 KSI GRADE 40 3, #4) GRADE BEAOM 5 L GRADE )60 ( #5 UP) DEFORMED REINFORCING STEEL SHALL CONFORM TO ASTM A -615 A1. ICBO REPORT ER -4597 GENERAL NOTES 1. THIS IS TO CERTIFY THAT THE POST- TENSION FOUNDATION HAS BEEN DESIGNED IN ACCORDANCE WITH RECOGNIZED ENGINEERING PRACTICE AND FOR SOILINFORMATION AS PROVIDED BY: LEIGHTON & ASSOCIATES PROJECT NO • 111092 -002 DATED : MARCH 2. PRIOR TO OBTAINING A BUILDING PERMIT, THE BUILDER SHALL FOWARD THESE POST- TENSIONING PLANS TO SOILS ENGINEER FOR THEIR REVIEW AND APPROVAL TO BE IN CONFORMANCE WITH THEIR SOILS REPORT RECOMMENDATIONS. THE BUILDER SHALL FOWARD ALL PERTINENT SOILS REPORTS TO THE POST - TENSIONING ENGINEER BEFORE, AND DURING, THE COURSE OF CONSTRUCTION OF THIS PROJECT. 3. SILL ANCHORAGE PER ARCHITECTURAL PLANS. THICKEN SLAB AS REQUIRED FOR CONCRETE COVERAGE AT ANCHOR BOLTS PER UBC WHERE OCCURS. THE CONCRETE CONTRACTOR SHALL VERIFY LOCATION OF ALL BOLTS, TIE - DOWNS, POST- ANCHORS, ETC., WITH STRUCTURAL PLANS PRIOR TO COMMENCING WORK AND BE RESPONSIBLE FOR SAME. 4. UNLESS OTHERWISE NOTED, STOOPS, PORCHES, OR OTHER ATTACH- MENTS SHALL BE CAST INDEPENDENT OF THE POST- TENSIONING SLAB. 5. DRAINAGE: ALL SURFACE WATER MUST DRAIN AWAY FROM SLAB AND NO PONDING WILL BE ALLOWED NEXT TO FOUNDATION. 6. CONCRETE TO BE MINIMUM f'c =3,000 PSI AT 28 DAYS, 5" MAX. SLUMP, 1 -1/2" MAX AGGREGATE. MAX. WATER /CEMENTITIOUS MATERIALS RATIO =0. 6. USE TYPE 'II' CEMENT. CONCRETE QUALITY PER UBC 97, TABLE 19 -A -4 AND 2001 CBC TABLE 19A -A -4. 7. THE SOIL UNDER PERIMETER BEAMS AND SLAB SHALL BE NEAR OPTIMUM MOISTURE PRIOR TO CONCRETE PLACEMENT AND SHALL BE VERIFIED BY SOILS ENGINEER IN WRITING. 8. AN UNDERLAYMENT OR SLIP SURFACE SHALL BE APPLIED UNDER THE POST - TENSIONED SLAB. SEE SOILS REPORT. VISQUEEN AND SAND THICKNESS LISTED ARE PER SOILS REPORT. SEE TABLE "A" BELOW. 9. POST- TENSIONING: A. STRESSING RAMS SHALL HAVE BEEN CALIBRATED. B. TENDON STRESSING SHALL BE PERFORMED BY FACTORY TRAINED PERSONNEL OF THE POST - TENSIONING CONTRACTOR. 10. SAFETY: DO NOT STAND BEHIND OR OVER RAM DURING STRESSING OPERATIONS. 11. UPON COMPLETION OF EACH TENDON INSTALLATION, THE ADJACENT CONCRETE SHALL BE MARKED BY THE OPERATOR TO INDICATE IT HAS BEEN TENSIONED. TAILS MAY NOT BE REMOVED UNTIL TENSIONING HAS BEEN VERIFIED. 12. POST- TENSIONING SHOP DRAWINGS ARE ONLY FOR STRAND PLACEMENT AND STRESSING RECESS DETAILS. 13. POST- TENSIONING SHOP DRAWINGS MAY NOT BE DRAWN TO SCALE AND ARCHITECTURAL DRAWINGS MAY SHOW VARIATIONS FOR ALTERNATE ELEVATION DESIGNS. PLEASE VERIFY ALL CONDITIONS BEFORE STARTING. 14. SEE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR EXACT LOCATION OF BULKHEADS AND OPENINGS, ETC. 15. UNLESS NOTED, ALL EXTERIOR WALL ANCHOR BOLTS SHALL BE 5/8" DIA. 4'- 0 "o.c. OR IN ACCORDANCE WITH ORIGINAL STRUCTURAL PLANS. 16. INTERIOR WALLS MAY BE ANCHORED WITH 7/32" DIA. SHOT PINS EXCEPT WHERE ANCHOR BOLTS ARE SPECIFICALLY CALLED FOR SPACING OF LESS THAN 6'- 0 "o.C., SHOT PINS SHALL HAVE AN I. C.B.O. APPROVAL NOMBER. SHOT PINS SHALL HAVE AN I.C.B.O. APPROVAL NUMBER. 17. CABLE LOCATIONS SHOWN ON PLAN ARE FOR PLACING CONENIENCE AND MAY VARY BUT NOT TO EXCEED THE MAX SHOWN ON PLAN. 18. D.E. AND S.E. MAY BE REVERSED END TO END. 19. ANCHORS SHALL HAVE CURRENT I.C.B.O. NUMBERS. 20. THE CONCRETE FOUNDATIONS FOR THIS PROJECT WERE NOT DESIGNED TO RESIST PERPETUAL MOISTURE OR WATER INTRUSION INTO THE FOUNDATION WHICH COULD MIGRATE INTO FLOORING MATERIALS OR THE STRUCTURE ABOVE. IT IS THE BUILDERS RESPONSIBILITY TO HIRE QUALIFIED CONSULTANTS RELATING TO ALL WATER INTRUSION AND MOLD ISSUES INCLUDING BUT NOT LIMITED TO VISQUEEN UNDER THE FOUNDATION, PLUMBING LEAKAGE, APPROPRIATE CARPETING MATERIALS, LANDSCAPING AND LANDSCAPE MAINTENANCE, AND GRADING AWAY FROM THE FOUNDATION. 21. 18" SQ. MIN. x (Le + dia + 3" CLR.) MIN. DEEP PAD TO BE PROVIDED AT HOLDOWNS. PROVIDE 44 BAR x 4' -0" LONG CENTERED AT INTERIOR AND EXTERIOR HOLDOWN (U.N.O.). OMIT BAR IF STRAND EXIT WITHIN SHEAR CONE 18"±) OF HOLDOWN. REINFORCEMENT SHOWN ON CONVENTIONAL FOUATION PLANS (ANCHOR BOLTS AND HOLDOWN DETAILS) ARE SUPERSEDED NTHIS NOTE. 22. SEE ARCHITECTURAL (OR MANUFACTURERS) DRAWINGS FOR FIREPLACE FOUNDATION DETAILS. 23. THESE DRAWINGS ARE BASED ON STRUCTURAL PLANS DATED: MAY 20. 2005 STRUCTURAL ENGINEERING BY: VCA SPECIAL NOTES 1. THE CONCRETE CONTRACTOR SHALL VERIFY LOCATION OF ALL ANCHOR BOLTS, HOLDOWNS, POST- ANCHORS, PLAN DIMENSIONS,FRAMING, PATIOS, PORCH STEPS, DEPRESSIONS, SLOPES, PLANTER SHELVES, EXTERIOR POST - PADS, WALLS AND ALL OTHER DETAILS PRIOR TO COMMENCING WORK AND BE RESPONSIBLE FOR SAME. 2. COORDINATE ALL DETAILS WITH ALL TRADES PRIOR TO STARING CONSTRUCTION. 3. SPECIAL INSPECTION REQUIRED FOR REINFORCEMENT AND PT BEFORE CONCRETE POUR AND DURING STRESSING OPERATION. 4. THE SOILS ENGINEER TO REVIEW THE POST- TENSIONED SLAB -ON -GRADE PLANS FOR COMPLIANCE WITH THE FOUNDATION RECOMMENDATIONS. 5. THE SLAB -ON- GRADE, SUB - GRADE, AND FOOTINGS SHALL BE OBSERVED BY THE SOILS ENGINEER PRIOR TO CITY INSPECTIONS AND CONCRETE PLACEMENT. 6. TO MINIMIZE SHRINKAGE CRACKING, STRESS STRANDS TO 50% OF JACKING FORCE WITHIN TWO DAYS OF POUR AND 100% AS SOON AS CONCRETE REACHES 2,000 PSI. 7. A QUALIFIED CORROSION ENGINEER SHOULD BE CONSULTED TO DETERMINE THE PROTECTION OF POST- TENSIONING STEEL AND REINFORCEMENT DUE TO CHLORID 8. A TOTAL OF 1" IN 40 FEET VERTICAL DIFFERENTIAL SETTLEMENT IS USED IN DESIGN (0.25" IN 40 FEET STATIC & 0.75" IN 40 FEET DYNAMIC). S TABLE A (* EXPANS. INDEX SLAB THK. SAND IN /MILL /IN) DEPTH OF EMBEDM EXTERIOR FTG. OVERALL INTER. FOOTING 0 -50 5" 2710 MIL /2" 18" 12 "" 6" OVER 3 " -6" 2' 0" TYP. EXTERIOR LLJ O CO J J 5C ND FINAL SURFACE LANDSCAPE) / 1 - #5 TOP 1/2 "0 STRAND N m NATURAL OR COMPACTED FINISH GRADE BRICK VENEER BASE (IFOCCURS) DEEPEN OOTING ATATFOOTING HD'S. 5 1' -0" SAND OVER VISQUEEN 1 - #5 BOTTOM NOTE: SAND SHALL ALSO BE PROVIDED IN GARAGE SLAB AREA FOR CONCRETE CURING. REFER TO TABLE 'A' ON THIS SHEET TYP. CORNERS 0 TYP. STEM WALL co a 4) M CONC. CURB SEE ARCH DWGS. 1 - #5 TOP 1 /2 "m STRAND FINAL SURFACE LANDSCAPE) z NATURAL OR COMPACTED FINISH GRADE BRICK VENEER BASE (IF OCCURS) NOTE: DEEPEN EXT. FOOTING AT HD'S. SAND OVER VISQUEEN * 1 - #5 BOTTOM NOTE: SAND SHALL ALSO BE PROVIDED IN GARAGE SLAB AREA FOR CONCRETE CURING. REFER TO TABLE 'A' ON THIS SHEET TYP. GARAGE EXT. O CONC. DRIVE BY OTHERS -REFER TO ARCH. J J ND Cr) O S z z a 1 - #5 TOP r MIN. 1 - #5 BOTTOM NOTE: SAND SHALL ALSO BE PROVIDED IN GARAGE SLAB AREA FOR CONCRETE CURING. REFER TO TABLE 'A' ON THIS SHEET 11/2 "CLR. DEAD END AND SECONDARY POUR 1/2 "0 STRAND SEE ARCH OR PLAN rOPTIONAL SINGLE POUR OR SECOND POUR ON ROUGH SLAB SURFACE OR WITH SAND r'- - -- _ ri- mS. III_ #3 @ 18" E.W. OR 6X6 X 6X6 TIE CABLES AT INTERSECTION - SUPPORT ON CONC. BLOCK OR PLASTIC CHAIR -SEE PLAN FOR CABLE SPACING 1' -6 "± EXPOSED STRAND @ DEAD ENDS 6' -0" MIN. TRANSITION CURVE 0 ALL CORNERS TYP. U.O.N. 1' -O" SEE PLAN FOR LAYOUT & SPACING OF CABLES TYP. STEP DETAIL 1 - #4 CONT. WHEN D' EXCEEDS 1' -0" STEP DETAIL CONTRACTORS OPTION REFER TO TABLE 'A ON THIS SHEET Ln U.) TYP. OFFSETDETAIL SEEARCH. 3'/z" ALL ANCHORSTYP. CONSTRUCTION - JOINTOPTIONAL 4 © 18" O.C. MIN. HORIZ. REINF. 4 1' -6" 018" O.C. 11111= A 35' -0" L2 3/4" ORA -PNK 28' -0" L2 1/8" GRN -SIL 3 AT 3' -10 "t 57' -6" A4 1/2" GLD -GRY it 65' -6" As 1/8" RED -SIL 7 AT 3' -3 "± 56' -0" L4 3/8" GOLD 76' -6" 63' -0" A 5" RED -ORA 62' -6" A5" RED -GRN 6 AT 3' -4 "± 69' -0" 35' -6" 30' -0" 22' -0" 20' -0" AS 1/2"A2 3/4" A2 1/4" Al 5/8" Al 1/2" BLU /GRN ORA -PUR GRN -PUR BLU -SIL BLU -BLK 2 AT 2' -10 "± , 4 AT 3' -0 "t 14' -6" Al" RED -YEL 37' -1" 6' -10" 9' -6" 13' -1" 11' -4" 3' -2 "AI yiCE3 T 11 3" 7-6" TYP. 7 3'- 6 "/3' -6" 1 - #4 OP L- _ H- - I —1 — 4 AT 12" O.C.- — I' — I i 1 -1 - 4-"- 1._1 _L_ AT MID DEPTH 1 - #4 TOP & BOTTOM r sl 7 42,' x 12" DP. w 4- . E.W. AT BOT. 35' -0" A2 3/4" ORA -PNK 57' -6" A4 1/2" GLD -GRY 65' -6" as 1/8" RED -SIL 61' -6" A4 7/8" RED 63' -0" A 5" RED -ORA 7 AT 3' -3 "± 62' -6" 69' -0" 35' -6" 39' -6" 5" A5 /2" A2 3/4" A3 1/8" RED -GRN BLU /GRN ORA -PUR BLK -NOC ji, 3' -4 "t 2 AT I2' -1O "± 31' -6" 02 3/8" ORA -BLK 29' -6" 26' -6" A2 1/4" A 2" GRN -PNK GRN -WHT 3'- 6 "/3' -6" 1 - #4 TOP & BOTTOM TYP. 8 PTD 12' -6' 7/8" ED -GPN4" SQ. x 12" DP. w/2 - #4 E.W. AT BOT. ,P 5' -9 " /6' REVISIONS 4 BY L 5/20/05 BLDG DEPT REV. #1 EPN 5/20/05 REVSIONS EPNAA7/15/05 BLDG. DEP REV. #2 FM AAO7/15/05 RENSIONS FM L9 9/9/05 RAN' EPN A11/15/05 CLIENT AYT A 12/05 R CLIENT EPN 12/23/05 ALTERNATE DESIGN EPN 01/06 AO /CLIENT REVISIONS EPN A A A A A 0 A 4 AT 12" O.C. AT MID DEPTH 30" SQ. x 12" DP. w/2 - #4 E.W. AT BzOT TYP. 412" AT 36 SQ. x 12" Df w/ #1 E,W. AT D Q E.W. ATI BOT. 23' -6" 20' -6" i- CRACK CONTROL JOINT TROL JOINT 1 - #4 TOP& BOTTOM x 12" DP E.W. AT BOT. x 12" DP. E.W. AT BOT. E.W12" DP. BOT. , II, 2 - #4 E.W. DP T BOT. 24" SQ. x 18" EMBEDMENT - w/2-#4 B.E.W. 12 "X12" CONT. FTC. W/ 2 - #4 T & B I (DESIGNED BY OTHERS) SHEAR WALL ANCHOR BOLT SCHEDULE NO. SHEAR WALL TYPE REMARKS1stLEVEL OX 12 SEE S.W. SCHED. 1 /SD -6 O 13 SEE S.W. SCHED. 1 /SD -6 OZ SEE S.W. SCHED. 1 /SD -6 NOTE: SEE DETAIL 1 /SD -6 FOR SHEAR WALL SCHEDULE. SHEAR WALL HOLD DOWN SCHEDULE HOLD DOWN HOLD DOWN TYPE / POST SIZE REINFORCEMENT SYMBOL AT FOUNDATION O HTT22 W/ 4X Ic HTT22 W/ 4X Or HDQS W/ 4X 1 - #4 TOP & BOTTOM EXTEND 2' -0" PAST EA. HDBA. Z4 T2 / 64 -6 W/ 2 -6X4 3 - #6 TOP & BOTTOM EXTEND 6' -O" PAST EA. Z4. Z4 T2 / 85 -8 W/ 2 -6X6 4 - #6 TOP & BOTTOM EXTEND 7' -O" PAST EA. Z4. NOTES: 1. SEE DET 7 /SD -1 & 2 /SD -6 FOR HOEDOWN CONNECTIONS. 2. UPGRADE 4X4 TO 4X6 ® 2X6 WALLS, U.N.O. 3. ALL NAILS TO BE COMMON U.N.O. 4. SEE DETAIL 4 /SD -6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. 5. EXPANSIVENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE TESTED BY SOILS ENGINEER. IF EXPANSIVENESS OR SULFATE CONTENT RECOMMENDATIONS CHANGE, THE ENGINEER OF RECORD IS TO BE IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. w V w P1 r n N 1 - #4 TOP & BOTTOM 2" DP. AT BIT. 1 DP. TBOT. AR. CRACK CONTROL JOINT 12" DII. W. AT OT. 1 22'46" a2' -6" DP. AT BOT. 1 4- P. BUT. CONT JOINT W. AT BOT, 2 - #4 TOP & BOTTOM EXTEND 3' -0" PAST EA. P. 1 .. 1\ UNAUn LH_HJ 1 0 1 1 CONTROL 2 1 1 \ \ \\ 3< I JOINT 1 1 w a n a w cz a PIPER ARCH. a V)0_ 1 33 " SQ. x12jDP. occ 1 cc I w/2 - #4 E.W. T BOT. Af HANDICAP AR. 1 24" SQ. x • 2" D°. 0 1 1 © FI2 -i4 TOP & BON r,4 17" w/2_ #4 "AT BOT. . .8 -, -1" PTD t' -24 I -1--- -- - - - "I 40111rallniMerdlintilis lilLjninitriligla - - N I I J N f liSQ. x 12" DP. c, w/ - #4 E.W. AT BOT. / P 7 CRACK CONTROL JOINT L PTD 11 1 - #4 TOP & BOTTOM HF78X18X1.1I/8" x 12" DP 4 E.W. AT BOT. 1 - #4 TOP & BOTTOM HF78X18X1.1 /E w/3 - #4 E.W. AT BOT.- 1-#4 TOP & BOTTOM to 1 - #4 TOP & BOTTOM HF78X 18X 1.1 /8 2 - #4 TOP & BOTTOM 36" SQ. x 12" DP. w/3 - #4 E.W. AT BOT. EXTEND-73' 20r PAST EA. PANEL I - I I 4\ _ 24" SO. X 18 "HF78X18X1.1 /8 EMBEDMENT w/2 - #4 B. E.W. 8' -10" ins or y> of a pe:m °t based on r' rs - o' be co ed to any .n.Yation of the " :cable Cr c .t Fees: ' to give or ._ e p ov.a o s of such codes snai :.e 21' -7" PA,. CIV1L i? Q OF CAS \F 3 AT 3' -7 "± 29' -0" A.2 1/4" GRN -NOC 22' -0" Al 5/8" BLU -SIL 26' -0" 02" GRN -BLK DIMENSION BETWEEN GARAGE DOORS CRIITCAL FOR INSTALLATION OF HARDY— PANELS. 0 FOR COMPLETE DIMENSIONING, CALL -OUTS, FURR -OUTS & HARDWARE SCHEDULE. REFER TO ARCHITECTURE AND STRUCTURAL PLANS. DRAW FS CHECKED B. A. DATE JANUARY 18. 2005 SCALE 1/4" = 1' -0" 0 SEE GENERAL NOTE 17 ON PTD SHEET FOR STEEL REINFORCEMENT AT HOLDOWNS. BA341 PLOTDATE: 02/01/06PT. SLAB BUILDING #4 -TYPE 3 OF 14 SHEETS 35' -0" A2 3/4" ORA -PNK 28' -0" A2 1/8" GRN -SIL 1,3 AT 3' -10 "± 57' -6" A4 1/2" GLD -GRY sl` 65' -6" 05 1/8" RED -SIL 7 AT 3' -3 "± 56' -0" 04 3/8" GOLD 76' -6" 63' -0" A 5" RED -ORA 62' -6" 05" RED -GRN 6 AT 3'-4"± 69' -O" 35' -6" 39' -6" 05 /2" A2 3/4" A3 1/8" BLU /GRN ORA -PUR BLK -NOC 2 AT 2' -10 "± 31' -6" A2 3/8" ORA -BLK 4 AT 29' -6" 26' -6" A2 1/4" A2" GRN -PNK GRN -WHT 3' -0 "± 11' -4" 13' -10" 7-6" 3'- 673' -6" 1 - #4 TOP & BOTTOM 5' -9 "/6' P N- AT 12" O.C. AT MID DEPTH w/2 - #4 E. 24" SQ. x AT BOT. 2" DP. w/t -'4 E.W. AT BOT. I I I I - - -- - --J L— W. "AT OOT: 23' -6" CRACK CONTROL JOINT 20' -6" CRACK CO TROL JOINT w 2 -'4 E.W. AT BOT. 24" SQ. x 12" DP. E.W. AT BOT 42 S x 12" DP. [ 1 T BOT. 1 - #4 TOP & BOTTOM x 12" DP 4 E.W. AT I CT. . I 30" SQ. Ix It DP. L_ — w /2- #4IIE.W.) AT BOT. 1 10" 30" SQ. k 1i" 4 AT 12" O.C. EMBEDMENT I T MID -DEPTH11111w/2 - #4 24" Q. x 12" DP. w w/2 E.W. AT GOT. 1 I :n 3, -7" 12" DP. W. AT BOT. 12 "X12" CONT. FTG. W/ 2 - #4 T & B DESIGNED BY OTHERS) n J F 1 - #4 TOP & BOTTO GE 3D" SQ. x 12 DP. w/2 - #4 E.W. IT BOT. A HANDICAP OAR. CRACK CONTROL JOINT 12" D'. W. AT OT. x fw /2 - #4 E.W. AT BOT. 1 1 — CONT JOINT E.W. AT BO ARCH. L_ 2 - #4 TOP & BOTTOM EXTEND 3' -0° PAST EA. CRACK CONTROL JOINT CRACK CONTROL JOINT 2' -6" 1' 0" TYP. II nOP &$BD milrinFRI 17-- r - e -+ --- 3®EnuMINS• MI 11t I__r-w —a l[ "•° N • 1eti to F---11FSO MINN WY' fl g.= _ -1i' 1 2" DP.) AT BoT. TOP & BOTTOM 1 - #4 TOP & BOTTOM HF78X18X1.1/8" x 12" D' " 4 E.W. AT BOT. 1 - #4 TOP & BOTTOM HF78X18X1.1 /: SQ. x 12" DP. w /3- 4 E.W. AT BOT. 1 - #4 TOP & BOTTOM A 1 — #4 TOP & BOTTOM HF78X18X1.1/8 24" SQ. x 18 "HF78x18x1.1/8' EMBEDMENT w/2 - #4 B.E.W. 13' -2" 29' -0" A2 1/4" GRN -NOC t 3 AT 3' -7 "± 2 AT 3' -6 "± 22' -0" Al 5/8" BLU -SIL 26' -O" GRN -BLK PT. SLAB BUILDING #5 LEFT SIDE REVERSE -TYPE 0- N z' es. N N I N) 00 63 w m t I M in o to< Iv SHEAR WALL ANCHOR BOLT SCHEDULE NO. SHEAR WALL TYPE 1st LEVEL REMARKS OX O 12 13 13a SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1 /SD -6 NOTE: SEE DETAIL 1 /SD -6 FOR SHEAR WALL SCHEDULE. SHEAR WALL HOLD DOWN SCHEDULE HOLD DOWN SYMBOL HOLD DOWN TYPE / POST SIZE AT FOUNDATION REINFORCEMENT @ HTT22 WI 4X 0 HTT22 W/ 4X II HDQB W/ 4X 1 - #4 TOP & BOTTOM EXTEND 2' -0" PAST EA. HDBA. Z4 T2 / 64 -6 W/ 2 -6X4 3 - #6 TOP & BOTTOM EXTEND 6' -O" PAST EA. Z4. O Z4 T2 / 85 -8 W/ 2 -6X6 4 - #6 TOP & BOTTOM EXTEND 7' -O" PAST EA. Z4. NOTES: 1. SEE DET 7 /SD -1 & 2 /SD -6 FOR HOLDOWN CONNECTIONS. 2. UPGRADE 4X4 TO 4X6 @ 2X6 WALLS, U.N.O. 3. ALL NAILS TO BE COMMON U.N.O. 4. SEE DETAIL 4 /SD -6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS 5. EXPANSIVENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE TESTED BY SOILS ENGINEER. IF EXPANSIVENESS OR SULFATE CONTENT RECOMMENDATIONS CHANGE, THE ENGINEER OF RECORD IS TO BE IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. NOTE : DIMENSION BETWEEN GARAGE DOORS CRITICAL FOR INSTALLATION OF HARDY— PANELS. nce to the atioa is nd,ng g o1 ; ,ased on ro co: t ed to on the c25!e res to give e prod sions of suchUes es s NOTE : 0 FOR COMPLETE DIMENSIONING, CALL -OUTS, FURR -OUTS & HARDWARE SCHEDULE. REFER TO ARCHITECTURE AND STRUCTURAL PLANS. 0 SEE GENERAL NOTE 17 ON PTD SHEET FOR STEEL REINFORCEMENT AT HOLDOWNS. REVISIONS BY A 5/20/05 Q 5/20/05 A 7/15/05 BLDG. DEPT REV. #1 AO REVISIONS EPN EPN A 7/15/05 A 9/9/05 A11/15/05 A 12/05 12/23/05 A 01/06 A A BLDG. DEPT REV. #2 AO REVISIONS CLIENT REV. CLIENT REV. AO /CLIENT REV. ALTERNATE DESIGN F FM EPN AYT EPN EPN AO /CLIENT REVISIONS EPN A A A A A N C mot' c4 R7 C\2 ai CO CO CY) N N OZN N fLNO w'z z QI_° zN oZ ro)- a¢o z °"ON Zw = iv¢ ¢ 3 w .aickijd Z3 N W : W d W Z= c :p z cwn =¢z Om¢¢w w N 0 w w z n ¢ w — u Q 0 KjOZpZ t...O U' a. No3 wLuctwnOwW0oE =O- cal w0- wCY M =ow V/ I- 0 J¢O?F -oOFAIRFIELDDEVELOPMENTRAMSGATEAPARTMENTSBILE. S-TYPE I OF_Sb ^ 4. Ok, PS F' NO.C 404G6 EXP , -,1 -07 T, AR CIVIL OF Cp 1F N DRAW FS CHECKED B. A. DATE JANUARY 18, 2005 SCALE 1/4" = 1' -0" JOB No. BA341 PT -1B 4 OF 14 SHEETS 35' -0" A2 3/4" ORA -PNK CS 28' -0" A2 1/8" GRN -SIL 1,3 AT 3' -10 "± 57' -6" A4 1/2" GLD -GRY E 65' -6" 05 1/8" RED -SIL 7 AT 3' -3 "± 56' -0" A4 3/8" GOLD 76, -6 63' -0" A 5" RED -ORA 6 AT 62' -6" A5" RED -GRN 3' -4 "t 13' -10" 69' -0" 35' -6" 39' -6" As 1/2" A2 3/4" A3 1/8" BLU /GRN ORA -PUR BLK -NOC 2 ATI2' -10 "± jr 31' -6" A2 3/8" ORA -BLK 29' -6" 26' -6" A2 1/4" A2" GRN -PNK GRN -WHT 4 AT 3' -0 "± r- 3' -2 "AIRS 3'- 6 "/3' -6" 1 - #4 TOP & BOTTOM 12' -6 ED -G 5,_9„/6. I In TOP & BO 4 AT 12" O.C. AT MID DEPTH 30" SQ. x 12" DP. w/2 - #4 E.W. AT BOT TYP.'i co OS SHOWN) 4 E.W. AT 36 ' SQ. x 12" D w/ #1 E.W. AT P. COT. 3 23' -6" CRACK CONTROL JOINT J 20' -6' CRACK CO TROL JOINT x 19" DP E.W. AT BOT. FT i IJ .j I 1 - #4 TOP BOTTOM 2- 1 , ,n-. 1,,- T ...., 1 r- L I L _ _ I II16' -o" I' V Et BE MENT EMBEDMENT I I 8 I x 12" DR E.W. AT BOT. x 12" DP. I E.W. AT B 3d" SI. x 18" 24" SQ. x 18 1 1 SIM. w/12- 4 B.E.W. w/2 - #4 B. E.W. x 19" DP 4 E.W. AT BOT. 8' -0" 13' -0" 48" SQ. x w/4 - #4 12" DP. W. AT BOT. x 12" DP. E.W. AT BOT. 12 "X12" CONT. FTG. W/ 2 - #4 T & B DESIGNED BY OTHERS) n 1 - #4 TOP & BOTTOM 2" DP. ATB;T. 1 GE II 3)" SQ. x 12' DP. w/2-#4 E.W. ' T BOT. A" HANDICAP .AR. CRACK CONTROL JOINT CRACK CONTROL JOINT 12" D'. W. AT .OT. 22' 6" w/2 - #4 E.W. AT BOT 1 1 12" W. a' I P. BOT. CONT JOINT E.W. AT BO PEF ARCH. L. 2 - #4 TOP & BOTTOM EXTEND 3' -0" PAST EA 13' -2" M 33" SO. x 12 DP. w/2 - #4 E.W. T.T BOT. A' HANDICAP ;AR. 7" w/2 #4 ,,AT BoT• _ _,8. - ., s PTD 21 Ii II _•TpL'_2' oe L 0 L N IIMII SQ. x 12" DP. jICflv1t 36' k`$. x 12" D . y w/ - #4 E.W. AT BOT. w /3- J w 3 4 E.W. AT BOT. 1 - #4 TOP & BOTTOM D 1 - #4 TOP & BOTTOM HF78X18X1.1/8" HF78X 18X 1. 1 / 1 - #4 TOP & BOTTOM A 1 - #4 TOP & BOTTOM HF78X18X1.1 /8 CRACK W 1 CONTROL \N W ( JOINT x w Cr Ia oat I I1 I I I '4" SQ. lx 12 DP. r / IE.W. 'T BOT. I L L 1 PER A o IPII 1 1 1, -> 2-# TOP & BOTTOM PTD 0 e, +, EXTEND 3' -0" PAST EA„ PANE o 36" SQ. x 12" DP. 2 -(i4 TOP .Sc BOTTOM rl I- 1 w/3 - #4 E.W. AT BOT. I I e' ' r —T EXTENDr -0 PAST EA. PANEL. r 24" SQ. x 16 "HF78X18X1.1/8' EMBEDMENT w/2 - #4 B. E.W. 8, -10" 24" SQ. x 18" EMBEDMENT w/2 - #4 B.E.W. 9' -9" 9' -9" 29' -0" 02 1/4" GRN -NOC 32' -10" i 3 AT 3' -7 "± 2 AT 3' -6 "± 22' -0" Al 5/8" BLU -SIL 26' -0" A GRN-BLK PT. SLAB BUILDING #14 -TYPE Ct H M NrlN, TI N N to N H I M J CO SHEAR WALL ANCHOR BOLT SCHEDULE NO. SHEAR WALL TYPE 0 1st LEVEL REMARKS 0 0 OZ 12 13 a SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1/50 -6 NOTE: SEE DETAIL 1 /SD -6 FOR SHEAR WALL SCHEDULE. SHEAR WALL HOLD DOWN SCHEDULE HOLD DOWN SYMBOL HOLD DOWN TYPE / POST SIZE AT FOUNDATION REINFORCEMENT OHTT22 OI II V€ A11/15/05 REVM W/ 4X HTT22 W/ 4X HDQB W/ 4X Z4 T2 64 W/ 2 -6X4 2 -6X6 1 - #4 TOP & BOTTOM EXTEND 2' -O" PAST EA. HD8A. 3 - #6 TOP Sc BOTTOM EXTEND 6' -O" PAST EA. Z4. 4 - #6 TOP & BOTTOM EXTEND 7-0" PAST EA. Z4. 6 Z4 T2 / 85 -8 W/ NOTES: 1. SEE DET 7 /SD -1 & 2 /SD -6 FOR HOLDOWN CONNECTIONS. 2. UPGRADE 4X4 TO 4X6 @ 2X6 WALLS, U.N.O. 3. ALL NAILS TO BE COMMON U.N.O. 4. SEE DETAIL 4 /SD -6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. 5. EXPANSIVENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE TESTED BY SOILS ENGINEER. IF EXPANSIVENESS OR SULFATE CONTENT RECOMMENDATIONS CHANGE, THE ENGINEER OF RECORD IS TO BE IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. NOTE : DIMENSION BETWEEN GARAGE DOORS CRITICAL FOR INSTALLATION OF' HARDY— PANELS. DAT o, a. tO the A On is r; of a permit based on not be construed to Cn of the r ca :.9.a mit vesumeo zo give p.ovisions c1 such Or Jes La.. NOTE : 0 FOR COMPLETE DIMENSIONING, CALL -OUTS, FURR -OUTS & HARDWARE SCHEDULE. REFER TO ARCHITECTURE AND STRUCTURAL PLANS. D SEE GENERAL NOTE 17 ON PTD SHEET FOR STEEL REINFORCEMENT AT HOLDOWNS. REVISIONS BY A 5/20/05 BRLDG.1DEPT EPN 5/20/05 REVISIONS EPN A 7/15/05 BRLDG. DEPT FM A7/15/05 REVISIONS FM U 9/9/05 aElfr EPN A11/15/05 REVM AYT A 12/05 AO REV/ CLIENT EPN 12/23/05 DESIGN TE EPN 01/06 RE ISONSI EPN A 0 0 p El MCD t' 14 C W z 0) 0) DD cQ co OD E4 c.4 oz z‹t I- 1:e tFAIRFIELDDEVELOPMENT RAMSGATEAPARTMENTS1111K. 14-PIPE IoQROFESS /0 0 N0. 4,0486 lip \4U) 31 -07 C\'A\ COOF DRAW FS rn CHECKED B. A. DATE JANUARY 18, 2005 SCALE 1/4" = 1' -0" JOB No. BA341 PT -1C 5 OF 14 SHEETS PLOTDATE: 4 30' -6" A2 3/8" GRN -GRY 4 AT 3' -9 "± 2 AT 3 -10 "± 60' -0" 62' -6" A4 3/4" A5" PUR -GRY RED -GRN 54' -6" A4 1/4" SIL -PNK 62' -6" A5" RED -GRN 19 AT 3' -5 "± 60' -0" A4 3/4" PUR -GRY 63' -0" A 5" RED -ORA 4 AT 3' -6 "± 69' -6" 39' -6" 32' -6" 24' -6" AS 1/2" A3 1/8" A2 1/2" Al 7/8" BLU /ORA BLK -NOC ORA -YEL BLU -GRY 3'-2"± . 3 AT. 3' -3 "± 22' -6" Al 3/4" BLU -GLD I_ 2 AT 14' -6" Al" RED -YEL 82' -1" 1 - #4 TOP & BO i 6" TYP. A FLATWORK BY OTHE' 24" Q. x EDM w /2 -; B.E.W. FLATWORK BY OTHERS 1 - #4 TOP & BOTT M 1 - #4 TOP & BOTTOM 4' -6 "/ 4' -6" 4 AT 12" O.C. ADD 3" FROM F RADE OR P).i (18" BED.) E % CO '. ABOVE 4 @ "O.C. E.W. w/4 -'4 E.W. AT BOT: 4 AT 12" 0.C. T MID -DEPTH 4 AT 12" 0.C. N Al 1/4" RED -PNK AT DP. BOT. 4 TOP & BOTTOM TIE BM. PER MIN. 12" W 2 - #4 T B P. T. PLAN 18" D W/ TYP.) v OT 30" SQ. x 12" D w/2 #41L.W. AI CRACK — CONTROL JOINT J 6' -11" 1 - #4 TOP & BOTTOM o 30" SQ. x 18" ' EMBEDMENT 4 I w/2-#4 B.E.W. 24" EMBE SQ. LT _ 22/2_#4 Ir r T — 30" SQ. x 12 P. w/2 - #4 E.W. AT BOT 5" 6' -0" 7/8" r 12 "X12" CONT. FTG. W/2 - #4T& B DESIGNED BY OTHERS 30" SQ. x 12" DP. J w/2 - #4 E.W. AT BOT 4" SQ. 36" SQ. x 1 w/3 - #4 E.W DP. AT B 6 SQ. x 12 DP. w/3 - #4 E.W. AT BOT. 227S—Q. x 1 7 EMBEDMENT w /2- 4 BP&. k'W •1•1111HL9 CRACK CONTROL JOINT CPA 1 CONTR JOINT CRACK CONTR IL JOINT D. AT :OT. CRACK I CONTROL I I JOINT 7' -10" f 2 - #4 TOP & BOTTOM EXTEND 3' -0" PAST M P. BOT. a 24" SQ. x 18" EMBEDMENT w/2 - #4 B.E.W. 1 -' 1— a r 1111=E.I /®Ia L , 2 - #4 TOP & BOTTOM a 1 • EXTEND 3' Q" PAST EA PANE PTD 36" SQ. x 12 DP. ." SQ. x 12" DP. w/3 - #4 E.W. AT BOT. /3 - #4 E.W. AT BOT. 1 - #4 TO & BOTTOM 1 - #4 TOP & BOTTOM M111111=ii x1.1 /8" HF78x18x1.1 /81' I rl —I, 2 - #4 TOP & BOTTOM ND 3' -0" PAST EA. PANEL. 48" SQ. x 12" DP. w/4 - #4 E.W. AT BOT. w 2 24" SQ. x 18" EMBEDMENT w/2 - #4 B. E.W. 24" SQ. x 18" EMBEDMENT w/2 - #4 B.E.W. 24" SQ. x 12" DP. w/2 - #4 E.W. AT BOT. 36" SQ. x 12" DP. w/3 - #4 E.W. AT BOT. cti‘ 14' -2" 78' -2" 3'-2"± 7 AT 3' -3 "± 22' -0" Al 5/8" BLU -SIL 26' -6" A2" GRN -WHT 22' -0" Al 5/8" BLU -SIL j, 6" 11P. V N 49 cc 0 o W I z Q O CO M 24" SQ. x 18" EMBEDMENT w/2 - #4 B.E.W. SHEAR WALL ANCHOR BOLT SCHEDULE NO. SHEAR WALL TYPE 1st LEVEL REMARKS OX OY OZ 0' 13 C SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1 /SD -6 NOTE: SEE DETAIL 1 /SD -6 FOR SHEAR WALL SCHEDULE. SHEAR WALL HOLD DOWN SCHEDULE HOLD DOWN SYMBOL HOLD DOWN TYPE / POST SIZE AT FOUNDATION REINFORCEMENT 0 II OZ4 HTT22 W/ 4X HTT22 W/ 4X HDQB W/ 4X Z4 T2 / 64 -6 W/ 2 -6X4 T2 / 85 -8 W/ 2 -6X6 1 - #4 TOP & BOTTOM EXTEND 2' -O" PAST EA. HDBA. 3 - #6 TOP & BOTTOM EXTEND 6' -0" PAST EA. Z4. 4 - #6 TOP & BOTTOM EXTEND 7' -0" PAST EA. Z4. NOTES: 1. SEE DET 7 /SD -1 & 2 /SD -6 FOR HOLDOWN CONNECTIONS. 2. UPGRADE 4X4 TO 4X6 ® 2X6 WALLS, U.N.O. 3. ALL NAILS TO BE COMMON U.N.O. 4. SEE DETAIL 4 /SD -6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. 5. EXPANSIVENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE TESTED BY SOILS ENGINEER. IF EXPANSIVENESS OR SULFATE CONTENT RECOMMENDATIONS CHANGE, THE ENGINEER OF RECORD IS TO BE IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. TYP. L L L_ I I L _J L — J J SEE METER CLOSET AT OPPOSITE SIDE FOR INFO. NOT SHOWN HERE. METER CLOSET @ OPPOSITE SIDE NOTE : DIMENSION BETWEEN GARAGE DOORS CRRICAL FOR INSTALLATION OF HARDY— PANELS. r/ 3 & A.SsOCATES c:ay. e to the it sin. is 9 ran; r . , ig of a pe. t used on ha' no oe cor.strieed to am; the „'icable sr c .0e No permit presumes to ,give ye or car;eithe provisions of such Ssra,.....,... NOTE : II FOR COMPLETE DIMENSIONING, CALL—OUTS, FURR —OUTS & HARDWARE SCHEDULE. REFER TO ARCHITECTURE AND STRUCTURAL PLANS. 0 SEE GENERAL NOTE 21 ON PTD SHEET FOR STEEL REINFORCEMENT AT HOLDOWNS. REVISIONS BY A 5/20/05 RED. #DEPT EPN A5/20/05 REVISIONS EPN Q3 7/15/05 REeV • #DEPT FM A 7/15/05 RAOEViSIONS FM Z' \ °/9/05 CLIENT EPN A11/15/05 CLIENT AYT A 12/05 AO /CLIENT REV. EPN 12/23/05 ALTERNATE DESIGN EPN A A A A A A A A P14 c) E-4 CO OQ cg CJ allp z a CNN z t- 195,1LFAIRFIELDDEVELOPMENTRAMSGATEAPARTMENTSBLDG. II O el QROFESS NO P C- 040486 31 -07 CIV1\- `` OF ;1 `C DRAW FS 0.\P CHECKED B. A. DATE JANUARY 18, 2005 SCALE 1/4" = 1' -0" JOB No. BA341 PT -2 6 OF 14 SHEETS 1 28' -0" A2 1/8" GRN -SIL 4 AT 3'-9"± 35' -0" 2 3/4" ORA -PNK 28' -0" A2 1/8" GRN -SIL 2 AT AIR 3' -10 "t 57' -6" A4 1/2" GLD -GRY 4 AT 65' -6" as 1/8" RED -SIL 3' -6't 56' -0" A4 3/8" GOLD 61' -6" a4 7/8" RED 10 AT 62' -0" A4 7/8" RED -BLU 3' -5 "t 64' -6" A5 1/8" RED -YEL 57' -0" A4 1/2" GLD -PUR 62' -0" A4 7/8" RED -BLU 6 AT 3' -6 "t 28' -0" A2 1/8" GRN -SIL 15' -6" Al 1/8" RED -SIL 2 AT 3' -7 "t 37' -1" AIR CE 13' -1 ° 11' -4" 9" 7' -6" 2'- 89' -2" TY6" P. 3'" SO. x 12" DP. w 2 - #4 E.W. AT BOT. 3'- 6"/3' -6" TIE BM PER PT PLANS MIN. 12 "WX18 "D WI 2 - #4 &B) 1 -'4 TOP 2 " SQ. x 12" DP. w 2- 4 E.W. AT BOT. 3'- 6 "/3' -9" 4 AT 12" O.C. AT MID -DEPTH 1 TYP. 1 AT 12" O.0 AT MID -DEPTH 1 - #4 TOP & 1 - #4 TOP & BOTTOM II 1 - #4 TOP & BOTTOM SCO I N oo 30" SQ. x"'12" DP. w/2 - #4 E.W. Al BOT. x 12" DP. C.W. AT DOT. TOP N t 0 3'- 2 "/3' -8 "/3' -2 N I Y 0 M x 6' -0" LAS SHOWNZ N CRACK CONTROL JOINT CRACK CONTROL JUINI SEE ARCH. PLANS FOR EXTENT OF AIRSPACE - DP. T BOT. x 12" DP. E.W. AT BOT. 1 L 21' -8 12 "W' FTG. DESI B HER In CO I J L 12 "WX12 "D CONT. FTG. 3' -10" 41, - w/ 2 - #4 T &B DESIGNED BY OTHERS) 1 - #4 TOP & BOTTO 24" SO. x 12" DP w/2 - #4 E.W. AT BI 24' -6" Al 7/8" BLU -GRY 30" SQ. w/2 - #4 x 12" I'. E.W. ATIBOT. 1 22' -6" 0" ,SQ. x 12" DP. 24-#4 E.W. AT BOT. 2'-2" SQ. x 12" DP. 3- #4 E.W. AT BOT. CRACK CONTROL JOINT CRACK CONTROL JOINT 36" SQ. w/3 - #4 7' -10" EMBEDME T1w/2 - #.4 :.E. 7 4" SQ. x 12' 2 " 2'" SQ. x 12" JP. © gym 2 - #41 E.W. 4T BOT. w 2 - #4 E. N. A ROT. PTD PTD 81 -2" g g'12" 812" 111! - : i . ._ MMINXIMI ` ®Qi =t Jl`_ 2 - #4 TOP &BOTTOM L J N c L CB © L EXTEND 3' -D" PAST a PANEL. N PTD 1 - #4 TOP & BOTTOM HF78X18X1 36" SQ. x 12" DP. w/3 - #4 E.W. AT BOT. 36" SQ. x 12" DP. w/3 - #4 E.W. AT BOT. 8, ® HF7ex18x1.1/ } I 1 - #4 TOP & BOTTOM 1_17 1 - #4 TOP & BOTTOM 7): 2" AIRSP, ilI_ ILIMr II - n= .r: 4 p _i8 iJ #4 TOP & BOTTOM 3' -O" PAST EA PANEL. O36" SQ. x 12" DP. L I 36' SO. x 12" DP. N w/3 - #4 E.W. AT BOT. Ir I\ w/3 - #4 E.W. AT BOT. .6\ N 1 - #4 TOP & BOTTOM I w30/"2- S#04. x E.W. 12" AT R DP. OT. fie+ r gi\ - 1 t A o` F 2 - 14 TOP & BOTTOM EXTEND 3' -0" PAST EA. PANEL. 1 - #4 TOP & BOTTOM 24" SQ. x 18" EMBEDMENT w/2 - #4 B.E.W. 1 - #4 TOP N 1\ co 1 BOTTOM CO ro 1 -n co 24" SQ. x 18" EMBEDMENT w/2 - #4 B.E.W. 24" SQ. x 18" EMBEDMENT w/2 - #4 B.E.W. 8' -10" 1' -6" 9' -1" 24" SQ. x 18" EMBEDMENT w/2 - #4 B.E.W. 9' -0" 1' -6" 9' -0" PTD TYP. 8, -10" 3' -0" 2' -5 "t 1, 2 26' -6" A2" GRN -WHT AT 2' -9 "t t 22' -0" Al 5/8" BLU -SIL TYP. O N J I —m 40 ap0 r I to amin o z " co 3 I in L J4 SHEAR WALL ANCHOR BOLT SCHEDULE NO. SHEAR WALL TYPE @ 1st LEVEL REMARKS XO 0 O 12 13 0. SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1 /SD -6 NOTE: SEE DETAIL 1 /SD -6 FOR SHEAR WALL SCHEDULE. SHEAR WALL HOLD DOWN SCHEDULE HOLD DOWN HOW DOWN TYPE / POST SIZE REINFORCEMENT SYMBOL AT FOUNDATION OO HTT22 W/ 4X 01 HTT22 W/ 4X II HDQ8 W/ 4X 1 - #4 TOP & BOTTOM EXTEND 2' -O" PAST EA. HDBA. O Z4 T2 / 64 -6 W/ 2 -6X4 3 - #6 TOP & BOTTOM EXTEND 6' -0" PAST EA. Z4. O Z4 T2 / 85 -8 W/ 2 -6X6 4 - #6 TOP & BOTTOM EXTEND 7' -O" PAST EA. Z4. NOTES: 1. SEE DET 7 /SD -1 & 2 /SD -6 FOR HOLDOWN CONNECTIONS. 2. UPGRADE 4X4 TO 4X6 ® 2X6 WALLS, U.N.O. 3. ALL NAILS TO BE COMMON U.N.O. 4. SEE DETAIL 4 15D -6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. 5. EXPANSIVENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE TESTED BY SOILS ENGINEER. IF EXPANSIVENESS OR SULFATE CONTENT RECOMMENDATIONS CHANGE, THE ENGINEER OF RECORD IS TO BE IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. 24" SQ. x 18" EMBEDMENT w/2 - #4 B. E.W. TYP. L Jr— L a L P L U L — J SEE METER CLOSET AT OPPOSITE SIDE FOR INFO. NOT SHOWN HERE. METER CLOSET @ OPPOSITE SIDE NOTE : DIMENSION BETWEEN GARAGE DOORS CRITICAL FOR INSTALLATION OF HARDY— PANELS. 3 rNCE SOCA Es, INC. for k . ri 2 lo the At. -.112-'a in is 1E g gra :::: c of a perm t based on oral! not be consvued to ye any . . _:on of the app!icabie r:mii presumed :o give e pr o` is ons of such NOTE : 0 FOR COMPLETE DIMENSIONING, CALL -OUTS, FURR -OUTS & HARDWARE SCHEDULE. REFER TO ARCHITECTURE AND STRUCTURAL PLANS. SEE GENERAL NOTE 21 ON PTD SHEET FOR STEEL REINFORCEMENT AT HOLDOWNS. REVISIONS BY I \ 5/20/05 BLDG. DEPT REV. %1 A5/20/05 REVISIONS A 5/15/05 BLDG. DEPT REV, 2 A7/15/05 RREEVISIONS EPN EPN F FM Al 1/15/05 REUVEM A 12/05 AO /CUENT REV. 12/23/05 ALTERNATE DESIGNCjA0601AO /CUENT REVISIONS AYT EPN EPN EPN 0 A A A 0 A A ICI p p W E-1 CO DO CO ISM z M CM CM I N CT) Cn CD 17 W di 1 z d o w Wd w'Z4 F ol r(n 50 =¢O?FCOFAIRFIELDDEVELOPMENTRAMSGATEAPARTMENTSBLDG. III NO. C( 4 EXP. 3 -31 -07 0IVI tEOrCALIF 86 r DRAW FS CHECKED B. A. DATE JANUARY 18, 2005 `. SCALE 1/4" = 1' -O" JOB No. BA341 PT -3 7 OF 14 SHEETS Co 0 0 a 53, -0" A4 1/8" BRN -GRY 1' 52' -0" Lx4 1/8" BRN -PNK 53' -0" a4 1/8" BRN -GRY 59' -6" A4 3/4" PURPLE 9 AT 3' -8"± 52' -0" A4 1/8" BRN -PNK 59' -6" A4 3/4" PURPLE 59' -6" 04 3/4" PURPLE 41' -8" 9' -10" 59' -6" 42' -6" 31' -0" 04 3/4"A3 3/8" A2 3/8" PURPLE WHT -BRN ORANGE 3' -7'± irTYP 5-10" 23' -6" Al 3/4" BLU -PNK 2 AT 3' -0 "± 36' -0" Ls2 3/4" ORA -GRY 38' -6" BLK-SIL 26' -0" 29' -0" 02 1/4" GRN -NOC 38' -0" 27' -0" 03" 02 1/8" BLK -BRN GRN -YEL 3' -2" AIRSFACE f 18 AT 63' -6" A5" RED -BLK 3' -1 "± 61' -6" 57' -0" A4 7/8" Ls4 1/2" RED GLD -PUR 36' -2" 29' -0" A2 1/4" GRN -NOC 25' -6" A2" GRN -ORA 15' -6" Al 1/8" RED -SIL k 6" I TYP. f AIR 3" 0 FULL HT. PIPE W/ WELD STUDS ® 13' O.C. EMBED 18' INTO 14" SQ.X24" DEEP MIN. CONC. FIG. 3" 0 FULL HT. P PE W/ WELD STUDS ® 13" O.C. EMBED 18" INTO 14" SQ.X24" DEEP MIN. CONS. FTC U 15' -Q" D1 1/8" RE) -BRN CURB GYP,) AT 12" O. C. 4 AT 12" O.C. AT MID DEPTH 42" SQ. x 12° DP. w/4 - #4 E.W. AT BOT. AT BLDG. 7 3" 0 FUI WELD ST EMBED 1 DEEP MD HT. PIPE WI 5S (4 12" O.C. INT) 14" SQ.X24" CONC. FTG. 1 - #4 TOP & HH CV C» N BOTTOM OP & BOTTOM 30" SQ. 12" E.W. A 12" DP. W. AT BOT. 24" SQ. x 18° EMR DMENT w/2 - #4 B. E.W. L ADD 3" FOR PAD (18" EMBED.) FROM FACE OF CONC. ABOVE GRADE w / #4 ® 12 "O.C. E.W. 42" S x 12" DP. w w /4- 4 E.W. AT BOT. o 1n J CRACK I CC 0 d 4w2124-1 S . x 2" DP. 4 E.W. AT BOT. 24" SQ. x 4 0 0 tl " 41I - I M E"1RCI x 1 ±" 6P. E.W. AT BO" B O 0 I I TOP & BOtTO 3C" SQ. 24" SQ. x 12" )P. I 5 #4 E.W. A BOTr 1! 36" SQ. x 12" DP. - E.W. AT BOT. r w J I fl n= as fl a1 "— i'—I_ J I Ir I_ j © i z V Q V 3' -4Li ' I 30" SQ. Ix 12" DP. 30" SQ. x 1 4 DP. I —9" IC • • a I I w/2 #4F.W. AT BI w/2 - #4 E.W. T BOT. I ( I II w/2 ri2P. I I I CRACK 1104ROL JOINT PTD - I w/2-#4 F.W. AT BOT. I I ! 36" SQ. x " DP. Q1 i 1111111IFS OM T 4 W IS REMOVED i 1 _II © i w I y, II 24" SQ. 4 12" P. W/2 - #4 :.W. A BOT. ti/ I\/hI PTD • + 0 0 N 1 - #4 TOP & BOTTOM 4' -8" I O 0 x 12" DP. E.W. AT BOT. 30" SQ. x 12 "_ D w/2 - #4 E.W. 24° L _ w/2 0 in M CV N M AIR 2 ACE x 12" DP. E.W. AT BIT 48" SQ. x 1 EMBEDMENT w/4 - #4 E.W. AT BOT. 12" DP. E.W. AT BO TYP. 1 PTD, 28' -0" A2 1/8" GRN -SIT J 1 24" SQ. x 12" DP. L-1 WU w/2 - #4 E.W. AT BOT. 2 -14 TOP & BOTTOM EXTEND 3' -0" PAST EA PANEL. Q. x 12" DP. 4 E.W. AT BOT. BOTTOM 1 - #4 TOP & BOTTOM 8' -10" 24" SQ. x 12" DP. w/2 - #4 E.W. AT BOT. 36" SQ. x 18" EMBEDMENT w/3 - #4 B.E.W. 2 - #4 TOP & BOTTOM EXTEND 3' -0" PAST EA 4 TOP & BOTTOM 12" DP. W. AT BOT. 24 x 12" D •. w/2 - #4 E.W. AT BOT. CV EL. 4 AT 12" O.C. AT MID DEPTH 8' -10" 8' -10" 8' -8" 4 -4" SHEAR WALL ANCHOR BOLT SCHEDULE N0. SHEAR WALL TYPE 0 1st LEVEL REMARKS Ox OY O t2 C-) 0 SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1 /SD -6 NOTE: SEE DETAIL 1 /SD -6 FOR SHEAR WALL SCHEDULE. SHEAR WALL HOLD DOWN SCHEDULE HOLD DOWN SYMBOL HOLD DOWN TYPE / POST SIZE AT FOUNDATION REINFORCEMENT OI II V% H1122 W/ 4X HTT22 W/ 4X HDQ8 W/ 4X Z4 T2 / 64 -6 W/ 2 -6X4 24 T2 / 85 -8 W/ 2 -6X6 1 -9/4 TOP & BOTTOM EXTEND 2' -0" PAST EA. HDBA. 3 -#6 TOP & BOTTOM EXTEND 6' -0" PAST EA. Z4. 4 -#6 TOP & BOTTOM EXTEND 7' -0" PAST EA. Z4. NOTES: 1. SEE DET 7 /SD -1 2. UPGRADE 4X4 TO 3. ALL NAILS TO BE 4. SEE DETAIL 4 /SD 5. EXPANSIVENESS TESTED BY SOILS RECOMMENDATIONS IMMEDIATELY NOTIFIED 2 /SD -6 FOR HOLDOWN 4X6 C 2X6 WALLS CONNECTIONS. UN 0 LOCATED AT INTERSECTING WALLS. OF FINAL SOILS MATERIALS TO BE OR SULFATE CONTENT OF RECORD IS TO BE NEW RECOMMENDATIONS. COMMON U.N.O. 6 FOR HOLD DOWNS AND SULFATE CONTENT ENGINEER. IF EXPANSIVENESS CHANGE, THE ENGINEER OF THE SOILS ENGINEER'S 42" S.x12 "DP. w/4 - #4 E.W. AT BOT. cc2" DP. o Zw30/2 - #4 SQ. E.Wx1. AT BOTH - aw te 0 W 0 a F J 1 t0: N 1 o Q I Z N I M M z o °inm D m a N JM m MATCH UNE 8' -5" 5' Met INS MATClin UNE NOTE : DIMENSION BETWEEN GARAGE DOORS CRITICAL FOR INSTALLATION OF HARDY- PANELS. 1 N a CO ASSOCIATES, INC. enre; the parnt pend,,g nc:es. of a permit based on Rn,n.ii not be Construed to any r ,,,r on of the a :pp:.ab a nit presumed to give or ..j the provisions of such NOTE : 0 FOR COMPLETE DIMENSIONING, CALL -OUTS, FURR -OUTS & HARDWARE SCHEDULE. REFER TO ARCHITECTURE AND STRUCTURAL PLANS. 0 SEE GENERAL NOTE 21 ON PTD SHEET FOR STEEL REINFORCEMENT AT HOLDOWNS. EHN co El U1 CQ C') Z O CA N N C1'J Crj T-1.4 r} 4 C N N z a,w w F- S0 (± 51` rZ U ~F- m -Z U }- 0260 NU0NU' =0U- N W W d W ` L NtL O ZdZ0] IrW } NZC. J } Z =¢° Z Wr r'-Om d¢ F F w SN¢ pWp_Zccc3m= 1 - #4 TOP & BOTTOM_ I[ J OMNI r -7 L_ _J I IL r-1 I U 85' -0" As 3/4" ORA -PNK METER CLOSET @ OPPOSITE SIDE 2 I MATCH UNE 7' -O" 5' -2 MATCH UNE sem.. SLOPE 30" SQ. x 12" DP. w/2 - #4 E.W. AT BOT. 1 . N` 30" SO. x 12" DP.IL- r.... CV CONTROL JOINT : w /2- 4 EW. AT BOT^ . a© H 1 - #4 ( L_J O Q\ re a I J L_ 24" Q. x 12" )P. w/1-#4 L.W. A IiUI. I I MOVED — IJ I 1 1 1 I 1 Ley - —" 30 SO w /2 - #, P NBOT. E-I EX to NO. SHEAR WALL TYPE 1st LEVEL MI 0 Q OZ 12 13 13 SEE S.W. SCHED. 1 /5D -6 SEE S.W. SCHED. 1 /5D -6 SEE S. W. SCHED. 1/5D -6 NOTE: SEE DETAIL 1 /5D -6 FOR SHEAR WALL SCHEDULE. SHEAR WALL HOLD DOWN SCHEDULE 16 AT tr'n I N\ 1 -# Y4 TOP 8 END 3' -( TOP & BOTTOM -/ BOTTOM PAST EA. PANEL. -' SLOPE 36" SQ. w/3 - #4 OMIT IF CK CON 12" DP. E.W. AT B ALL IS R OL JOINT DP. BOT. BOTTOM 0" PAST EA. PANEL. 2 E TOP & BOTTOM WI : e 1 O 5,lu L - 30 24" SQ. ' 12" DP. w/2 - #4 I.W. AT B0-. 0 - y SLOPE _© TACK CONTROL JOINT Or- 1 1 ER'. 1 11 O I W' -#4 x 12' DP. PTD ' L ' I 1 R ALTe\—' ' w - #4 E.W. AT BOT. III i, 1 I - M L - -- --- -L, --1 h 8 +, 6 - - -' 7 L J r 1 r N/4 —H4 DN. AT BO . Mc I J ,. I_ _ 1 I Q. x 12" 4 E.W. A x 12" DP E.W. AT AT BLDG. 8 CH. 12" DP. W. AT 1311 4 AT 12" AT MID DEI BOTTOM PAST EA. PANEL. rK CONTR DP. AT BOT. IL JOINT 1 - #4 TOP & BOTTOM 4 TOP & BOTTOM 18" SQ. x 12" DP. 1 - #4 TOP & BOTTOM CK CONTR L JOINT 38' -6" A3" BLK -SIL 1 4'-0" Al" RED -WHT 1. - #4 TOP & BOTTOM 18" SQ. x 12" DP: TOP & BOTTOM D 3' -0" PAST EA. PANEL. - 24 "I SQJ'x 12" DP. I 1 I 1 u / #41:E.N. AT BOT. 1 I I 1 . 5' -4" .- Jr L. 1 I \ Ir -rte - - -- - - -- - J L 111- /r - L_ J 1 - - -- - - -- _ 1 " - 11 I 7 1 TYP. (AS SHOWN) / t7-] GI CRACK ; ONTROL J INT i -5" K-II 24' SQ. x 12' DP. _ k -_ \ w/2 - #4 E.W. AT B01- I` - I II SLOPE 24 "JJ SQ1I1x 12" DP. A - ER ARCH /21- #41EAN. AT BOT 1 (I 24" SQ. x 12" DP. s _ /2 - #4 E W. AT BOT r J ,i - -- L i L - -- yco I - -- -- 307TOM 1 1 I w/2 # rnDR BOT I 11 n L L 1I I J i I J v 18" SQ. x 12" DP: TOP & BOTTOM D 3' -O" PAST EA. PANEL. SLOPE ER ARCH TYP. 5 PTD 1 - #4 TOP x 12" D E.W. AT ONTROL J TOP & BOTTOM ONTROL J Q. x 12" E.W. A PER AR BO1TOM DP. AT BOT. 12" DP. W. AT BOT 1 - #4 TOP & BOTTOM A BOTTOMII -r Ivr a \ I L J 01 . RED- 12 CONT. FTG. J/ 2- #4 T B DESIGNED BY OTHERS) 22' -8 AIR CE 28' -0" 85' -0" A6 3/4" ORA -PNK 85' -6" A6 3/4" ORA -PUR 83' -6" A6 5/8" ORA -SIL 84' -0" A6 5/8" ORA -GLD 79' -6" A 6 1/4" GRN -PNK r 0 i N Q TO F A wt W TO M d ce InQa m m Le) ‘. 1 F r •_ Vied for adhe. rpr 3 1- d 1rre. r J ng O J rS. gran;n of a permit b Tans shah not be cony e any lat on of the al Ls or O No permit presurrer ihor4 Viu;ca e Or cancel the AS Snap be Yai ±:I. SHEAR WALL ANCHOR BOLT SCHEDULE NO. SHEAR WALL TYPE 1st LEVEL REMARKS 0 Q OZ 12 13 13 SEE S.W. SCHED. 1 /5D -6 SEE S.W. SCHED. 1 /5D -6 SEE S. W. SCHED. 1/5D -6 NOTE: SEE DETAIL 1 /5D -6 FOR SHEAR WALL SCHEDULE. SHEAR WALL HOLD DOWN SCHEDULE 16 AT 2' -8 "± REINFORCEMENT OO OI II HTT22 W/ 4X HTT22 w/ 4X 1-1D08 W/ 4X Z4 T2 / 64 -6 W/ 2 -6X4 Z4 T2 / 85 -8 W/ 2 -6X6 1 - #4 TOP & BOTTOM EXTEND 2' -O" PAST EA. HDBA 3 - #6 TOP & BOTTOM EXTEND 6' -O" PAST EA. Z4. 4 - #6 TOP & BOTTOM EXTEND 7' -0" PAST EA. Z4. to the r.-4. NOTESS:: fla spE DET 7 /SD -1 & 2 /SD -6 FOR HOLDOWN CONNECTIONS. t .niORGRADE 4X4 TO 4X6 ® 2X6 WALLS, U. N. O. O13UttLL NAILS TO BE COMMON U. N. O. 4. SEE DETAIL 4/5D -6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. 5. EXPANSIVENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE TESTED BY SOILS ENGINEER. IF EXPANSIVENESS OR SULFATE CONTENT RECOMMENDATIONS CHANGE, THE ENGINEER OF RECORD IS TO BE IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. A A A A A A A A 85' -0" A6 3/4" ORA -PNK 85' -6" A6 3/4" ORA -PUR 83' -6" A6 5/8" ORA -SIL 84' -0" A6 5/8" ORA -GLD 79' -6" A 6 1/4" GRN -PNK r 0 i N Q TO F A wt W TO M d ce InQa m m Le) ‘. 1 F r •_ Vied for adhe.rpr 3 1- d 1rre. r J ng O J rS. gran;n of a permit b Tans shah not be cony e any lat on of the al Ls or O No permit presurrer ihor4 Viu; ca e Or cancel the AS Snap be Yai ±:I. SHEAR WALL ANCHOR BOLT SCHEDULE NO. SHEAR WALL TYPE 1st LEVEL REMARKS 0 Q OZ 12 13 13 SEE S.W. SCHED. 1 /5D -6 SEE S.W. SCHED. 1 /5D -6 SEE S. W. SCHED. 1/5D -6 NOTE: SEE DETAIL 1 /5D -6 FOR SHEAR WALL SCHEDULE. SHEAR WALL HOLD DOWN SCHEDULE HOW DOWN SYMBOL HOLD DOWN TYPE / POST SIZE AT FOUNDATION REINFORCEMENT OO OI II HTT22 W/ 4X HTT22 w/ 4X 1-1D08 W/ 4X Z4 T2 / 64 -6 W/ 2 -6X4 Z4 T2 / 85 -8 W/ 2 -6X6 1 - #4 TOP & BOTTOM EXTEND 2' -O" PAST EA. HDBA 3 - #6 TOP & BOTTOM EXTEND 6' -O" PAST EA. Z4. 4 - #6 TOP & BOTTOM EXTEND 7' -0" PAST EA. Z4. to the r.-4. NOTESS:: fla spE DET 7 /SD -1 & 2 /SD -6 FOR HOLDOWN CONNECTIONS. t .niORGRADE 4X4 TO 4X6 ® 2X6 WALLS, U. N.O. O13UttLL NAILS TO BE COMMON U. N.O. 4. SEE DETAIL 4/5D -6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. 5. EXPANSIVENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE TESTED BY SOILS ENGINEER. IF EXPANSIVENESS OR SULFATE CONTENT RECOMMENDATIONS CHANGE, THE ENGINEER OF RECORD IS TO BE IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. NOTE : DIMENSION BETWEEN GARAGE DOORS CRITICAL FOR INSTALLATION OF' HARDY- PANELS. NOTE : 0 FOR COMPLETE DIMENSIONING, CALL-OUTS, FURR -OUTS & HARDWARE SCHEDULE. REFER TO ARCHITECTURE AND STRUCTURAL PLANS. 0 SEE GENERAL NOTE 21 ON PTD SHEET FOR STEEL REINFORCEMENT AT HOLDOWNS. REVISIONS BY A 5/20/05 . #D • EPN A5/20/05 ROEV1SIONS EPN A 7/15/05 EG#2EPT FM A. RAOE'VISIONS FM A11/15/05 REVM AYT Al2/23/05 DESIGN EPN A A A A A A A A A A F Q 0 \0 I n I a W a ion 53' -0" 04 1/8" BRN -GRY 52' -0" At 1/8" BRN -PNK 53' -0" A4 1/8" BRN -GRY 61' -6" A4 7/8" RED 9 AT 3' -8" 59' -6" A4 3/4" PURPLE 1' -9" 7' -0" 2' -5" 3' -8" 41' -8" 9' -10" 12' -4" 4 TOP & BO 4 LW ?ATDBO 4 E.W 59' -6" 42' -6" 31' -0" A4 3/4 "03 3/8" t.2 3/8" PURPLE WHT -BRN ORANGE 3' -7 "f •, 2' -6 "f j,2' -3'±j, 6" TYP. 5-10" 23' -6" Al 3/4" BLU -PNK 2 AT 36' -0" 02 3/4" ORA -GRY 0 "f 38' -6" A3" BLK -SIL 40' -0" A3 1/8" BLK -PNK 38' -0" 27' -0" L.3" A2 1/8" BLK -BRN GRN -YEL 26' -O" 8' -2" 4' -11" AIR 63' -6" A5" RED -BLK 18 AT 3' -1 "f 61' -6" 57' -0" A4 7/8" A4 1/2" RED GLD -PUR 36' -2" 38' -0" 34' -6" 24' -6" 22' -6" A3" A2 5/8" Al 7/8" Al 3/4" BLK -BRN ORA -NOC BLU -GRY BLU -GLD 6" I TYP. 3' -0" 12' -2" 3" 0 FUL WELD STUI EMBED 18 DEEP MIN. HT. PIP S 0 13' INTO CON 1 - #4 TOP BOTTOM 3" 0 FULL HT. P PE W/ WELD STUDS ® 1c" O.C. EMBED 18" INTO 14" O.X24i DEEP MIN. CON 1 ' -0" 0 1/8" RED -BRN CURB ( YP,) BOTTOM 4 AT AT MI 3" 0 FU WELD ST EMBED 1 DEEP MI PIPE W/ 12" O.C. 14" SQ.X24" C. FTC. 2" DP. AT BO X 12 1'. 4 E.W. AT MSS 48 S0. 1$" D• i _ I _ J relle11111111 III ur J 1111011111 R2SQ.x12 2 - #4 E.W. IA BOT. I III flfljIflBOOPSSS 24" SQ. x 12" DP. I I B I Q - # 4 TOP & BOt1O In w, #4IE.WIpAD :OT. i + lib I 30" Sr'. x 112" IIP. W42 SO. E.W ? AT SOT. S I, !MPII O I 30" SQ. Ix 12" AT B 30" SQ. x 1 w/2 # w/2 - #4 E.W BOT. 12" DP. W. AT BO Pr tle LPTDx13DP. Oj w/2 #4 E.W.1 AT SOT. I I. CRACI iumur IIiSHIR0 m , Q I II _ r •VED 1 = 1 1 w I O I o I I I I N a I CSRII iX24" SQ. 12" I' P. 24" SQ. JOINT OL JOINT 36" SO. X E OMIT IF W 2" DP. ATBO IS RE 2" DP. ATBOT. 4 E.W. A 30" SQ. 4 TOP Sc BOTTOM x 12" D 4 E.W. AT CONTR'L X 12" DP. E.W. AT BO in X 14" CO. E.W. AT BO Q. X 12" 4 E.W. A P. BOT -\ 2 -#4 E.W. x 12' DP. E.W. AT BO S # 4IE.W1.,A I I 4 6' -0' SHOWN) 24 SQ. X 12 DP. AT BOT7, J X 12" DP. E.W. AT BO AT BOT. 26 -0" NP• 12" DP. E.W. AT BOT. 30" SQ. x 12 "_D w/2 - #4 E.W. J 4'_8" ACE 1 - #4 TOP BOTTOM N x 12" DR E.W. AT BO CPNTFfOL JOINT 12" DP. E.W. AT BO O O • f' I ©•• +'e ° 24" SQ. x Qe + PTD • + I' E. 1 ._ —ilLilli _ w/2-#4 1 -I rJ ,J mnl ®- .._.'r >•I Y =-oa u _, rr 1 3a I_I_ ui M 2 - #4 TOP & BOTTOM EXTEND 3' -0' PAST EA. PANEL 24" SQ. x 12" DR L w/2 - #4 E.W. AT BOT. Q. X 12" DP. 4 E.W. AT BOT. BOTTOM 1 - #4 TOP & BOTTOM 2 - #4 TOP & BOTTOM EXTEND 3' -0" PAST EA 4 TOP & BOTTOM 12" DP. W. AT SOT. SQ. X 12" O. 4 E.W. AT BOT. N AIR ACE W SHEAR WALL ANCHOR BOLT SCHEDULE NO. SHEAR WALL TYPE 0 1st LEVEL REMARKS 0 0 Q 12 13 3o SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1 /SD -6 NOTE: SEE DEFAJL 1 /SD -6 FOR SHEAR WALL SCHEDULE. SHEAR WALL HOLD DOWN SCHEDULE HOLD DOWN SYMBOL HOLD DOWN TYPE / POST SIZE AT FOUNDATION REINFORCEMENT 00 OI II VO HTT22 W/ 4X HTT22 W/ 4X H008 W/ 4X Z4 T2 / 64 -6 W/ 2 -6X4 Z4 T2 / 85 -8 W/ 2 -6X6 1 - #4 TOP & BOTTOM EXTEND 2' -O" PAST EA. HDBA. 3 - #6 TOP & BOTTOM EXIEND 6' -O" PAST EA. Z4. 4 - #6 TOP Sc BOTTOM EXTEND 7' -0" PAST EA. Z4. NOTES: 1. SEE DET 7 /S0-1 & 2 /SD -6 FOR HOLDOWN CONNECTIONS. 2. UPGRADE 4X4 TO 4X6 0 2X6 WALLS, U.N.O. 3. ALL NAILS TO BE COMMON U.N.O. 4. SEE DETAIL 4 /5D -6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. 5. EXPANSIVENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE TESTED BY SOILS ENGINEER. IF EXPANSIVENESS OR SULFATE CONTENT RECOMMENDATIONS CHANGE, THE ENGINEER OF RECORD IS TO BE IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. A MATCH LINE 28' -0" A2 1/8" 16ligM.EMB 111 ill 1111111111111E1E1:*: III ---lall__ IN Galli I, • iii - 0 MOV EME ImoII tir l_:mow /2 4 E.W. AT :• W 2 S ®i L 118' 4 12" DP. W. AT BOT. 4 AT 12" O.C. AT MID DEPTH c OF des s.... -..._ v°)* H M N t z I WI CO < cc H N CO wt a NC. ed for .ere°lc to tae v,;tp z on IS a ... peril r . d•ng Thy v9 of a permit btised on na!; not be co. :sd to v JHG :l of the ab! e ern:it presumed to give 7! car_si ovis ins of ouch PT. SLAB BUILDING #7 -TYPE 4 NOTE : DIMENSION BETWEEN GARAGE DOORS CRITICAL FOR INSTALLATION OF HARDY- PANELS. NOTE : U FOR COMPLETE DIMENSIONING, CALL -OUTS, FURR -OUTS & HARDWARE SCHEDULE. REFER TO ARCHITECTURE AND STRUCTURAL PLANS. U SEE GENERAL NOTE 21 ON PTD SHEET FOR STEEL REINFORCEMENT AT HOLDOWNS. FAIRFIELD DEVELOPMENTRAMSGATE APARTMENTS MG, 7-TYPE 4 9%OFESS / 0 ` AR e4.0''`48 6 07 Pj NO. EXP DRAW FS CHECKED B. A. DATE JANUARY 18, 2005 SCALE 1/4" = 1' - 0" JOB No. BA341 PT - 4B 10 OF 14 SHEETS REVISIONS BY A 5/20/05 r • #DEPT EPN Q 5/20/05 REVISIONS EPN x\7/15/05 Ng FM A 7/15/05 ROE 1SIONS FM A11/15/05 CUNT AYT 412/23/05 DESIGN TE EPN A 01/06 RVISIONS EPN A A A A A A A AAFAIRFIELD DEVELOPMENTRAMSGATE APARTMENTS MG, 7-TYPE 4 9%OFESS / 0 ` AR e 4.0''`48 6 07 Pj NO. EXP DRAW FS CHECKED B. A. DATE JANUARY 18, 2005 SCALE 1/4" = 1' - 0" JOB No. BA341 PT - 4B 10 OF 14 1 - #4 TOP & BOTTOM -1 11 7_ 11 J 1 C L J 85' -0" A6 3/4" ORA -PNK METER CLOSET @ OPPOSITE SIDE MATCH UNE MO = N BOTTOM MATCH UNE 12" P E.W. Al BOT. SIM`. 4 AT 1 AT MID O.C. PTH SLOPE PER AR DP. T BOT. x 12" DP. 2 - #4 E.W. AT BOT. N 1 -# 24 TOP EXTEND 3'- SLOPE 36" SQ. 12" DP. w/3 - #4 E.W. AT BGT. OMIT IF ALL IS REMOVED' ACK CONTROL JOINT AT BLDG. 8 CH. 0 LLI- m 4 TOP END 3' BOTTOM 0" PAST EA. PANEL. ACK CONTROL JOINT 4 AT 12" 0 AT MID DE TI 1n 30" SQ. x 12" DP. w/2 - #4 E.W. AT BOT. L 1 - #4 TOP & BOTTOM 2-J4 TOP LXILNU J. TOP & BOTTOM BOTTOM PAST E. A. PANEL. N PER ARC 4 TOP & BOTTOM 4 "± L2' -5 "± 1 - #4 TOP & BOTTOM 2 AT 13,-2,,± 38' -6" 14' -0" L3" 0t" BLK -SIL RED -WHT 1, - #4 TOP & BOTTOM 5' -4" _ TYP. 18" SQ. x 12" DP: 2- EXTE TOP & BOTTOM D 3' -0" PAST EA. PANEL 18" SQ. x 12" DP: i 1 it CRACK ;ONTROL J TNT I., 211 j1 I I I SLOPE J ER ARCH 2/# I E W. ATD11111 1 - #4 TOP 2- EXTE TOP & BOTTOM D 3' -0" PAST EA. PANEL. SLOPE ER ARCH CRACK QONTROL JOINT TOP & BOTTOM M I N 18" SQ. x 12" DP: SQ. x 12" DP. 4 E.W. AT BOT. BOTTOM CO PER AR 1 } #4 TOP & BOTTOM- 11- #4 TOP BOTTOM 24" SO. x 12" DP. W/2 - #4 E.W. AT BOT. 6" 4" CC a NI 1 0 t 1 N) RED- 1 - #4 TOP & BOTTOM X12 CONT. FTG. Al 2— #4 T B D SIGNED BY OTHERS) PTY6 . 16 AT 2'-8"± 85' -0" 06 3/4" ORA -PNK 85' -6" 06 3/4" ORA -PUR 83' -6" a6 5/8" ORA -SIL 84' -0" A6 5/8" ORA -GLD 79' -6" 06 1/4" GRN -PNK 1' -6 "I 3' -10" s 0' I Y IMOM N a m PS H4 0 I N LC) p J I M T a a d mz In 7 Q?' W h•Uflc? tee) pecmit pen e or .a O perm:: D'as2 nol co;.-FUC thet r ic m, R eSU CTl: d fO s SHEAR WALL ANCHOR BOLT SCHEDULE NO. SHEAR WALL TYPE 1st LEVEL REMARKS OX Ol O 12 13 13 SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1 /SD -6 NOTE: SEE DETAIL 1 /SD -6 FOR SHEAR WALL SCHEDULE. SHEAR WALL HOLD DOWN SCHEDULE HOLD DOWN SYMBOL HOLD DOWN TYPE / POST SIZE AT FOUNDATION REINFORCEMENT OI II O HTT22 w/ 4X HTT22 WI 4X HDQB W/ 4X Z4 T2 / 64 -6 W/ 2 -6X4 Z4 T2 / 85 -8 W/ 2 -6X6 1 - #4 TOP & BOTTOM EXTEND 2' -O" PAST a HDBA. 3 -#6 TOP & BOTTOM EXTEND 6' -O" PAST EA. Z4. 4 - #6 TOP & BOTTOM EXTEND 7' -O" PAST EA. 24. NOTES: 1. SEE DET 7 /SD -1 & 2 /SD -6 FOR HOLDOWN CONNECTIONS. 2. UPGRADE 4X4 TO 4X6 ® 2X6 WALLS, U.N.O. 3. ALL NAILS TO BE COMMON U.N.O. SEE DETAIL 4 /SD -6 FOR HOLD DOWNS LOCATED VS EXPANSIVENESS AND SULFATE CONTENT OF FINAL nh TESTED BY SOILS ENGINEER. IF EXPANSIVENESS RECOMMENDATIONS CHANGE, THE ENGINEER OF IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S AT INTERSECTING WALLS SOILS MATERIALS TO BE OR SULFATE CONTENT RECORD IS TO BE NEW RECOMMENDATIONS. PT. SLAB BUILDING #7 -TYPE 4 NOTE : DIMENSION BETWEEN GARAGE DOORS CRITICAL FOR INSTALLATION OF HARDY-PANELS. NOTE : II FOR COMPLETE DIMENSIONING, CALL -OUTS, FURR -OUTS & HARDWARE SCHEDULE. REFER TO ARCHITECTURE AND STRUCTURAL PLANS. 0 SEE GENERAL NOTE 21 ON PTD SHEET FOR STEEL REINFORCEMENT AT HOLDOWNS. cumW N THEUSEOFTHESEPINSANDD D D D D D D D D ® D D D D ZREGI9 " FAIRFIELDDEVELOPMENTSPECIFICATIONSSHALLBERESTRICTEDARNETENGINEERINGINCN o ocrip / r, zo aTOTHEORIGINALSITEFORWHICHTHEY • N FWEREPREPARED. ANYREPRODUCTION b7 ` i n 9 ° ORDESTRIBUTIIONISEXPRESSLY0 O o 0 0 0 N j M n' so co cc O S. Co M 53' -0" A4 1/8" BRN -GRY AI i 52' -0" A4 1/8" BRN -PNK 53, -0" L 4 1/8" BRN -GRY 61' -6" 04 7/8" RED 9 AT 3' -8 59' -6" A4 3/4" PURPLE 41' -8" 59' -6" 42' -6" 31' -0" L4 3/4 "a3 3/8" L 2 3/8" PURPLE WHT -BRN ORANGE 3' -7 "± L 2' -6 "t TYP. 5' -10" 23' -6" Al 3/4" BLU -PNK I 36' -0" A2 3/4" ORA -GRY 2 AT 3' -0 "± 38' -6" A3" BU< -SIL 40' -0" A3 1/8" BLK -PNK 38' -0" 27' -0" A3" A2 1/8" BLK -BRN GRN -YEL 26' -0 3' -8" 18 AT 63' -6" A5" RED -BLK 3' -1 "± 61' -6" 57' -0" A4 7/8" A4 1/2" RED GLD -PUR 36' -2" 29' -0" A2 1/4" GRN -NOC 25' -6" A 2" GRN -ORA 15' -6" Al 1/8" RED -SIL 6" TYP. 3' -0" 12' -2" 1' -6 3" 0 FULL HT. PIP: WELD STUDS ® 13' EMBED 18' INTO 1' DEEP MINI. CONC 3" 0 FULL HT. PPE W/ WELD STUDS CO 1,3" 0. EMBED 18" INTO 14" 40.X DEEP MIN. COND. FIG. 1 - #4 TOP 15' -0" A' 1/8" RE) -BRN B (TYP.) x 12" DP. E.W. AT BOT. BOTTOM 4 AT AT MID 24" SQ. x E. 3" 0 FU WELD ST EMBED 1 DEEP MI HT. S INT CO PIPE W/ 12" O.C. 14" SQ.X24" C. FTC. 2" DP. ATBO BOTTOM x 12" 4 E.W. A P. BOT. 24" EM jw /2 SQ. x 18" nMENT 4 B.E.W. 1 ADD 3" FOR PAD (18" EMBED.) j FROM FACE OF CONC. ABOVE GRADE w / #4 0 12 "O.C. E.W. 2" DP. ATBO CRACK CONTROL S NT 12" DP. AT BO EiRCIF x 1 ±" DP. E.W. AT 180 0 N M U 4 30" S MINIM A w/2 A_ — anwitinwpammtio ' r 111%!n M Ir- I30" SQ. x 1 DP. ^I 1 w/2 - #4 E.W T BOT. I ROL JOINTO ,, x 1j" DP. 1 w/2 - #4 E.W. AT BOT. _m miireordi 36" SQ. x 2" DP. Qlw/3 - #4 E . AT BO . OMFT IF Ws IS RE IVED I 111111 dillillaitilii 11111 ao o0 < 8" a CUR:• al8" WDE CURB ( SEM.) i -- asLI 1 ©„,e a0 1 © 24" SQ. x L" D' 1 PTD • + ' V 1 -PTD 'L w/2 - #4 E. 1 AT III r II no i L•$ " "- 16 /:E E_•Y_3i- 1 I.ir new_ Hh L LI © I t — 24" SQ. x 12" DR PTD w/2 - #4 EW. AT BOT. 111 30" "Q. x 12" DP. BOTTOM 4 E.W. AT BOT. 24" SQ. x 12 DP. Iw /7 -lE4 FW AT Rf1T 1 TOP BOTTOM x 112" I P. 4 E.W. AT BO 4.44A 14r P. BOT. J_LJ a v I CO M SQ. lx 12" DP. 4 E.W. AT B 24" SQ. 24 SQ. x w/2 - #4 E. 12 DR AT BOT:N DP. ATBOT. 1 - #4 TOP & BOTTOM 12" DR E.W. AT BOT. 30° SQ. x 12" DF. w/2 - #4 E.W. A BOT. AIR ACE w/2 - #4 x 12" DP. E.W. AT BO- 48" SQ. x 18 ". EMBEDMENT w/4 - #4 E.W. AT BOT. CRACK CPNTI OL JOINT - X 12" DP. E.W. AT BO 1 - #4 TOP J 2 - #4 TOP & BOTTOM— EXTEND 3' -O" PAST EA. PANEL. 28' -0" A2 1/8" 36" SQ. x 18" EMBEDMENT w/3 - #4 B. E.W. 2 - #4 TOP & BOTTOM EXTEND 3' -0" PAST EA 4 TOP & BOTTOM 12" DP. W. AT BOT. SQ. x 12"Df 4 E.W. AT BOT. 4 AT 12" O. C. AT MID DEPTH 2' -B" AIR ACE a CO I N J 0 0 ew F')3 wo 42" SQ. x 12" DP. w/4 - #4 E.W. AT BOT. 30" 2" z w/2 #4 SO. E.W. 1. AT DP. T2BO o I - 1, \- a W W a0 0 U \ tSHEARWALLANCHORBOLTSCHEDULE N0. SHEAR WALL TYPE 0 1st LEVEL REMARKS Qx 0 O 12 13 sO SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCH ED. 1 /SD -6 NOTE: SEE DETAIL 1 /SD -6 FOR SHEAR WALL SCHEDULE. SHEAR WALL HOLD DOWN SCHEDULE HOLD DOWN SYMBOL HOLD DOWN TYPE / POST SIZE AT FOUNDATION REINFORCEMENT C> OZ4 HTT22 W/ 4X HTT22 W/ 4X HDQ8 W/ 4X Z4 T2 / 64 -6 W/ 2 -6X4 T2 / 85 -B W/ 2 -6X6 1 - #4 TOP & BOTTOM EXTEND 2' -0" PAST EA. HDBA. 3 - #6 TOP & BOTTOM EXTEND 6' -0" PAST EA. Z4. 4 - #6 TOP & BOTTOM EXTEND 7' -0" PAST EA. 24. NOTES: 1. SEE DET 7 /SD -1 & 2 /SD -6 FOR HOLDOWN CONNECTIONS. 2. UPGRADE 4X4 TO 4X6 0 2X6 WALLS, U.N. O. 3. ALL NAILS TO BE COMMON U.N.O. 4. SEE DETAIL 4 /SD -6 FOR HOLD DOWNS LOCATED AT INTERSECTING WALLS. 5. EXPANSIVENESS AND SULFATE CONTENT OF FINAL SOILS MATERIALS TO BE TESTED BY SOILS ENGINEER. IF EXPANSIVENESS OR SULFATE CONTENT RECOMMENDATIONS CHANGE, THE ENGINEER OF RECORD IS TO BE IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S NEW RECOMMENDATIONS. 10' -5" c I CO MATCH UNE 4 Oa ON OM 4 4 AIR FACE nr Web IOW MATCH UNE v S. I N) a a CD K x z t co I CO a M CO N 1 M t0 is s perm,: pending 1 of a permit based on s 3 !. not be construed to 3r; ' ;;',on of the app icable e. .t nr 2 s ;,..ed to give 0 or c 3 provisions of such PT. SLAB BUILDING #7 LEFT SIDE REVERSE -TYPE 4 NOTE : DIMENSION BETWEEN GARAGE DOORS CRITICAL FOR INSTALLATION OF HARDY— PANELS. NOTE : II FOR COMPLETE DIMENSIONING, CALL -OUTS, FURR -OUTS & HARDWARE SCHEDULE. REFER TO ARCHITECTURE AND STRUCTURAL PLANS. a SEE GENERAL NOTE 21 ON PTD SHEET FOR STEEL REINFORCEMENT AT HOLDOWNS. REVISIONS BY A 5/20/ 05 A 5/20/ 05 A 7/15/ 05 A 7/15/ 05 A11/15/ 05 Al2/23/ 05 A 01/ 06 A BLDG. DEPT REV. # 1 AO REVISIONS BLDG. DEPT REV. # 2 EPN EPN FM AO REVISIONS CLIENT REV. ALTERNATE DESIGN FM AYE EPN AO / CLIENT REVISIONS EPN A A A 0 A A 0 A W V' El OD L- C C\ 2 ° z Q) O) U Cr) Cr) di ? oz z 1- LOQFAIRFIELDDEVELOPMENTBIDC. -TYPE 4 1 o 9% OFESSio 3:. P1ARN NO. C 49466 EX - 07 M- SW CI V1Y- OF c. rn 4 DRAW FS CHECKED B. A. DATE JANUARY 18, 2005 SCALE 1/4" = 1' - 0" JOB No. BA341 PT - 4D 12 OF 14 53, -0" A4 1/8" BRN -GRY 52' -0" A4 1/8" BRN -PNK 53' -0" A4 1/8" BRN -GRY 59' -6" A4 3/4" PURPLE 9 AT 3' -8 "t 52' -0" A4 1/8" BRN -PNK 59' -6" 6,4 3/4" PURPLE 41' -8" 59' -6" A4 3/4" PURPLE 59' -6" 42' -6" 31' -0" A4 3/4 "A3 3/8" A2 3/8" PURPLE WHT -BRN ORANGE 3' -7 "t L 2' -6 "± J, 2' -3 "t 6" TYP. AIR ACE 5' -10" 0" 4' -2 " 2' -0" 23' -6" Al 3/4" BLU -PNK 36' -0" A2 3/4" ORA -GRY IL 2 AT 3' -0 "t 38' -6" A3" BLK -SIL 29' -0" A2 1/4" GRN -NOC 38' -0" 27' -0" A3" A2 1/8" BLK -BRN GRN -YEL 26' -O" 63'-6" A RED -BLK 18 AT 13' -1 "t 61' -6" 57, -0" A4 7/8" A4 1/2" RED GLD -PUR 58' -6" A4 5/8" PNK -PUR 49' -6" 24' -6" 22' -6" A4 1/8" Al 7/8" Al 3/4" YEL -GRY BLU -GRY BLU -GLD 1 TYP. 36' -2" 3'-2" AIR CE 3" 0 FULL HT. PIPE W/ WELD STU S ® 13' O.C. EMBED 18° INTO 14" SQ.X24" DEEP MIN. CONC. FTG. 3" 0 FULL HT. P PE W/ WELD STUDS CO 13" O.C. EMBED 18" INTO 14" SQ.X24" DEEP MIN. CON :, FIG. 1-#4 TOP I -0" A 1/8" RE' -BRN URB ( YP.) 1 - #4 TOP & 0z N- BOTTOM I m P i leuri r i 30" 00. ;112" DP. `' M I ® w/2 - #4 E.W. FIT BCT. I I I II Lt2#L 30 "SQ x14 "DT. E.WJATLT - - -- AT 12" O.C. 4 AT 12" O.C. AT MID DEPTH 42" SQ. x 12" DP. w/4 - #4 E.W. AT BOT. AT BLDG. 7 1 - #4 TOP & BOTTOM 3" 0 FU WELD ST EMBED 1 DEEP MI d I c0 x 12" DP. E.W. AT BO N 42 S . x w 4 -;4 E. 2" DP. ATBOT d SQ. x 12" P. 4 E.W. A' BOT. 30" SQ. w/2 - #4 12" DP. W. AT BOT. x 12" DP. 4 E.W. AT BOT. 4 TOP & BOTTOM x '2" DP. E.W. AT BOT x 12" D 4 E.W. AT n x 12" DP T T E.W. AT BOF. 17#4 TOP & BTO Q. x 12" 4 E.W. A O I N 3C" SQ. w/2 - #4 36" SQ. x 12" DP. w/3 - #4 E.W. AT BO r —rte 1 C s 0 I 0 M 30" SQ. lx 12" DP. w/2 - # 41 . W. AT B TT. 24" SQ. x lj" DR w/2 - #4 E.W. AT BOT. L x 12" DR E.W. AT BOT. 26 -0" TYP. 1 - #4 TOP BOTTOM 30" SQ. x 12 ".D w/2 - #4 E.W. AIR 'ACE A P. BOT. it N RED -BLU N i M 0 0 N 48" SQ. x 11 EMBEDMENT w/4 - #4 E.W. AT BOT. CRAC CANT OL JOINT 12" DR E.W. AT B, 8" WIDE CURB 28' -0" A2 1/8" GRN -SIL 3• _111111 =1E_$ —'' 111.._"lp N I M 2 -1#4 TOP & BOTTOM — EXTEND 3' -0" PAST EA. PANEL 36" SQ. x 18" EMBEDMENT w/3 - #4 B.E.W. t M 0 I N 24" SQ. x 12" DR L w/2 - #4 E.W. AT BOT. Q. x 12" DP. 4 E.W. AT BOT. BOTTOM 2 - #4 TOP & BOTTOM EXTEND 3' -0" PAST EA 4 TOP & BOTTOM 12" DP. W. AT BOT. 24 SQ. x 12" DI?. w/2 - #4 E.W. AT BOT. AIR JQ." S4. x 12" DP. I ' wJJ2- 4 E.W. AT BOT. 1 - #4 TOP 42" SQ. x 12" DP. w/4 - #4 E.W. AT BOT. 30" SQ. x 12" DP. w/2 - #4 E.W. AT BOT. ;o z a °\m I 1 a Ill SHEAR WALL ANCHOR BOLT SCHEDULE A 5/20/05 RE '1EEPT NO. SHEAR WEE 1st REMARKS A 7/15/05 BRLDG. DEPT YO ZO t2 13 3a SEE S.W. SCHED. 1 /5D -6 SEE S. W. SCHED. 1/5D -6 SEE S. W. SCHED. 1/50 -6 NOTE: SEE DETAIL 1/50 -6 FOR SHEAR WALL SCHEDULE. SHEAR WALL HOLD DOWN SCHEDULE HOLD DOWN SYMBOL HOLD DOWN TYPE / POST SIZE AT FOUNDATION REINFORCEMENT OO OHTT22 II 1 O24 HTT22 W/ 4X W/ 4X HDO8 W/ 4X Z4 72 / 64 -6 W/ 2 -6X4 12 / 85 -8 W/ 2 -6X6 1 -#4 TOP & BOTTOM EXTEND 2' -0" PAST EA. HDBA. 3 - #6 TOP & BOTTOM EXTEND 6' -0" PAST EA. Z4. 4 TOP & BOTTOM6 EXTEND 7' -0" PAST EA. Z4. NOTES: 1. SEE DET 7/SD- 1 & 2/50 -6 FOR HOLDOWN CONNECTIONS. 2. UPGRADE 4X4 TO 4X6 @ 2X6 WALLS, U.N.O. 3. ALL NAILS TO BE COMMON U.N.O. 4. SEE DETAIL 4/SD -6 FOR HOLD DOWNS LOCATED 5. EXPANSIVENESS AND SULFATE CONTENT OF FINAL TESTED BY SOILS ENGINEER. IF EXPANSIVENESS RECOMMENDATIONS CHANGE, THE ENGINEER OF IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S AT INTERSECTING WALLS SOILS MATERIALS TO BE OR SULFATE CONTENT RECORD IS TO BE NEW RECOMMENDATIONS. MATCH UNE 1C-5" 4 TOP AIR ACT A A 0 I m H N I M I- x eta CO CC a CO MATCH UNE BOTTOM A-- ,TC'.'ED T 'ISSUANCE L.' . AL-' t..' & AS3OC!A _o, ,NC. DATE itoon or na Inca to the orct . H ,, cnzar.on is p a U _ j E ,i p.]iUll:g ac!e Jo; a t,.aes. gran,IiTig of a permit based on i p: ^S soniii not be conshoied to Yit .. .e any V 'i .On Of the app hCad:e or Dance. No permit presumed to give v D.ae dr canoe; the provisions of such PT. SLAB BUILDING #8 -TYPE 4 NOTE DIMENSION BETWEEN GARAGE DOORS CRITICAL FOR INSTALLATION OF HARDY— PANELS. NOTE : 0 FOR COMPLETE DIMENSIONING, CALL -OUTS, FURR -OUTS & HARDWARE SCHEDULE. REFER TO ARCHITECTURE AND STRUCTURAL PLANS. II SEE GENERAL NOTE 21 ON PTD SHEET FOR STEEL REINFORCEMENT AT HOLDOWNS. REVISIONS BY A 5/20/05 RE '1EEPT EPN A 5/20/05 REVISIONS EPN A 7/15/05 BRLDG. DEPT FM A7/15/05 REVISIONS FM A11/15/05 CRLENT AYT 12/23/05 ALTERNATE EPN A 006 BENISONS EPN A A A A A A A A A w 1E51 W V' 04 C.0 CO 00 00 CQ CO 00 CZ z _CC N N U Ci0 CO ZZ r". O I" C"I e--IFAIRFIELDDEVELOPMENTRAMSGATEAPARTMENTSBLDG. 8-fl!PE 4 OF ESS/0 S AR NO. CO, EX. 3r a': l,4 v OA86 07 OF CIVIL OF CALIF DRAW FS CHECKED B. A. I DATE JANUARY 18, 2005 SCALE 1/4" = 1' -0" JOB No. BA341 O TO O PT -4E 13 OF 14 SHEETS 0 O P-1 1 - #4 TOP & BOTTOM L— I L I i I L_ I UI- 85' -0" 06 3/4" ORA -PNK METER CLOSET @ OPPOSITE SIDE MAT& UNE N 24" SQ. 24" SQ. x 12" DP. w/2 - #4 E.W. AT BOT. AIRSPACE O x 12 DP. E.W. AT BOT.7 6' -6" - - - - -- -- - ---%.i " -• 16' :" 1- —` a man24" SQ. x 12" DP. w/2 - #4 E. d, AT BOT.7 24" SQ. x 12" IP.--n- % 7 r 1 ©p r w/2-#4 E.W. AT BOT. SIM. I M gag_ F , rL I . I I STAITails Sr- I -I -- I I I I w /2-14 i-- ®IIIIMININIeIMIe ®10b1111Sri! e:ees L!Ei• CK CON ROL JOINT P I&c BOTTOM M N 30" SQ. x 12" DP. E.W. AT BOT. 1 - #4 TOP BOTTOM MATCH UNE 4 AT 12" AT MID DEP C. 24" O. x 12" DP. 1 -# 1 TOP & BOTTOM 2-44 TOP & BOTTOM EXTEND 3' PAST EA. PANEL. SLOPE I I PER ARCS I I C''CK CONTROL JOINT 13' -0 A7/8" RED -ORA 24" SE). x 12" DP. w /1 - #4 E.W. AT BOT. 1 - #4 TOP & BOTTO Isll Ai4 ^l a____— am r2,1 III. _ 1111 PTD 30" SQ. x 12" DP. w/2 - #4 E.W. AT BOT. 2- #4 TOP & BOTTOM TEND 3' -0" PAST EA. PANEL. 0 co 24' SQ. x 12" DP. w/' - #4 E.W. AT BOT. I I w /2 —# x12 "DP E.W.AT; SLOPE PERSI CK CONTROL JOINT AT B i 30' SQ. x 12' DP. w/2 - #4 E.W. AT BOT. 30" SQ. x 1 w/2 - #4 E. F, 0 N In M sin 0 N a m II M Z¢ M 7: 7 04 CC a o M • N M 2 a3 I w ce i• J M a.. N < 0a TOP & BOTTO 1 -# TOP & BOTTOM 2-#4 TOP & BOTTOM EXTEND 3's-C” PAST EA. PANEL. 0 6' -4" 7' -4" SLOPE PER ARC- TYP. 12 PTD 4 TOP & BOTTOM 0 18 SQ. x 12 DP. C 0 co 44' -6" A 03 1/2' WHT -PN 11 11 1I 1'tr I Ca - ,MP SU'E 1 II CRACK CONTR L JOINT PER RC II4 "I SQI x 12" DP. 9 E.N. AT BOT. i - #4 TOP & BOTTOM 1 - #4 TOP & BOTTOM 4 "± 2' -5 "f 2 AT 3' -2 "± f 38' -6" 27' -6" A3" A2 1/8" BLK -SIL GRN -BRN t cc o \a I In en 3 M 1 CRACK ;ONTROL J INT SQ. x 12 4 E.W. DP. AT BOT. SLOPE ER ARCH i 18" SQ. x 12" DP 1 - #4 TOP 2 -# TOP & BOTTOM EXTEND 3' -0" PAST EA. PANEL. 2 -# TOP & BOTTOM M DER ARCH CRACK CONTROL JCINT 24 SQ. x 12" DP. w #4 E.W. AT BOT. TOP & OTTOM A CRACK CONTROL JCINT SLOPE 1- #4 TOP & BOTTOM- 24" SQ. x 12" DP. w/2 - #4 E.W. AT BOT. 1 - #4 TOP & BOTTOM A J_ 2/X12" CONT. FIG. I "-- N/ 2— #4 T & B DESIGNED BY OTHERS) 11' -0" 15' -0" 6" , TYP. 22' -8 16 AT 2' -8 "± 28' -0" 85, -0" 66 3/4" ORA -PNK 85' -6" A6 3/4" ORA -PUR 83' -6" A6 5/8" ORA -SIL 84' -0" A6 5/8" ORA -GLD 79' -6" A6 1/4" GRN -PNK SI,ANCE S SOCIATES, en 'a r for adhe and c isace a "..g per aoi- City acenc:es. ar g-arAh g of a permit tr: pans shali not be c, x apo: r.e any c:mn of the or C _.ace. No permit p ° un nc!y :e or cancol the O ov L 3c0s snah De SHEAR WALL ANCHOR BOLT SCHEDULE NO. SHEAR WALL TYPE 1st LEVEL REMARKS Q O 12 13 13 SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1 /SD -6 SEE S.W. SCHED. 1 /SD -6 NOTE: SEE DETAIL 1 /SD -6 FOR SHEAR WALL SCHEDULE. SHEAR WALL HOLD DOWN SCHEDULE HOLD DOWN SYMBOL HOLD DOWN TYPE / POST SIZE AT FOUNDATION REINFORCEMENT OO OI 11 117722 w/ 4X HTT22 W/ 4X HDQB w/ 4X Z4 72 / 64 -6 W/ 2 -6X4 Z4 T2 / 85 -8 W/ 2 -6X6 1 -f TOP & BOTTOM EXTEND 2' -0" PAST EA. HDBA. 3 - #6 TOP & BOTTOM EXTEND 6' -O" PAST EA. 24. 4-36 TOP & BOTTOM EXTEND 7' -O" PAST EA. Z4. e i0n N9TES..rg 1. SEE DET 7 /SD -1 & 2 /SD -6 FOR HOLDOWN CONNECTIONS. j).2.UPQRADE 4X4 TO 4X6 ® 2X6 WALLS, U. N.O. 3.!3&L',NAILS TO BE COMMON U. N.O. 114 tE'.fiETAIL 4/5D -6 FOR HOLD DOWNS LOCATED Fr ; EXPANSIVENESS AND SULFATE CONTENT OF FINAL TESTED BY SOILS ENGINEER. IF EXPANSIVENESS RECOMMENDATIONS CHANGE, THE ENGINEER OF RECORD IMMEDIATELY NOTIFIED OF THE SOILS ENGINEER'S AT INTERSECTING WALLS SOILS MATERIALS TO BE OR SULFATE CONTENT IS TO BE NEW RECOMMENDATIONS. PT. SLAB BUILDING #8 -TYPE 4 NOTE : DIMENSION BETWEEN GARAGE DOORS CRITICAL FOR INSTALLATION OF HARDY— PANELS. NOTE : 0 FOR COMPLETE DIMENSIONING, CALL —OUTS, FURR —OUTS & HARDWARE SCHEDULE. REFER TO ARCHITECTURE AND STRUCTURAL PLANS. 0 SEE GENERAL NOTE 21 ON PTD SHEET FOR STEEL REINFORCEMENT AT HOLDOWNS. REVISIONS BY A 5/20/05 BLD • #DEPT EPN Q2 5/20/05 RENSIONS EPN A7/15/05 R. #2DEPT FM A 7/15/05 REMSIONS FM A11/15/05 UHT AYT Al2/23/05 ALTDERNATE ESIGN EPN A 01/06 AO /CLIENT RENSIONS EPN A A A A A A A A A W cp c\2co co z0.) 0) CS) Cy) Grp z< 7i aw r-I wc3L= o O 0= -10 W = N Z C 3 w W NwCCwaw gmo >Wz o_ ¢ Lu w COFAIRFIELDDEVELOPMENT RAMSGATEAPARTMENTShuE. 8-TffE 4 QROF E SS/ 44-.1 r 1 !t4 j j N0. 40486 CDl EXP. 31 -07 G Z I di` CIVI\- DRAW FS CHECKED B. A. DATE JANUARY 18, 2005 SCALE 1/4" = 1' -0" 0 0 0 C 0 JOB No. BA341 PT -4F 4 OF 14 SHEETS 01/20/2006 12:08 9092960534 LEIGHTON PAGE 02 4 Leighton and Associates: Inc I IIM1t,tng ,.NC.: r ^ )Yvto., To: PROJECT MEMORANDUM t4=w MEMa FF Development, LP Date: January 16, 2006 5510 Morehouse Drive, Suite 200 (Revised ... .ry 19, 2006) San Diego, California 92121 P.:4;;..; p 092 -003 Attention: Mr. Rob Graham From: Arasan Singanayaham, RCE 67160 4.( Subject: Revised Foundation Design Clarification, Proposed ^ ;..,r- ? ':artments, Lot 257 of Tract 25479, South of the Intersection of Ardenwood Way and Highway 74, City of Lake Elsinore, County of Riverside, California Reference: Leighton and Associates Inc., 2005, Geotechnical Investigation, Proposed Ramsgate Apartments, Lot 257 of Tract 25479, South of the Intersection of Ardenwood Way and Highway 74, City of Lake Elsinore, County of Riverside, California, Project No. 111092 -001, dated March 24, 2005. APPROVED In accordance with your request i eighteat; ld,:3$ssociate Inc., is presenting this revised memorandum addressing qairidalforf-trkin&rfaVilAc kbrlkatii] .made by Mr. Bob Quane of Scot kazekas & Associa Inc .r the subject res'•,. tial • •ell.J.-t. Based on my telephoneBy conversation will' ... :a& ^i ^.. .... • ••., geotechnical engineer of record on this "` p o:51it fer%1 o 'e seaa rfflfl- l`fLrg i llhc rflf& l tequizeznents for minimum embedment (Page „14yi4' therreffrencsec ggo 0 µc r p jp inriEroject geotechnical report requested the statgtura13tdbsigder1t4 :ffolbawilJI Garequirements for minimum embedment (Table 18- I C). The issuance or rantin ofgg a permit based on approval of these plans shall not be construed to Based on my tblephohiPtonversatiownyithicMrtid3eatfAtuetaotkrakrteEngineering Inc., and the information prdWOEo i i €p otta CltF ..'e rho iswn , t guc .stand that the structuralengineerhasuti pp ugh inches em. .m rrt (vmeasure fin -madjacent lowest soil grade) for exterior beams and 12 inches embedment for interior beams (measured from the top of the slab). The effective depth of embedment (the footing depth measured from the bottom of the slab) is less than 12 inches for interior beams. Thus, we requested the structural engineer to use a reduced bearing capacity of 1500 psf with a minimum embedment depth of 6 inches. The fax transmittal received on January 16, 2005 confirmed the interior beams were design utilizing a 1500 psf bearing capacity with specified embedment. 41715 Enterprise Circle N., Suite 103 •Temecula, CA 925905661 951.296.0530 •951.296.0534 • www.lelghtongeo.com 01/20/2006 12:08 9092960534 LEIGHTON PAGE 03 111092 -003 January 16, 2006 revised January 19, 2006) According to the structural engineer and based on our review of site conditions, the UBC Table 18 -I -C does not need to be followed for the foundations for proposed buildings. From a geotechnical standpoint, it is our professional opinion that the foundation design comply with our geotechnical recommendations (bearing capacity and potential differential settlements), and considered suitable for the proposed residential structures. The statement made regarding the UBC Table 18 -I -C on page 14 of the project geotechnical report does not apply for the specific type of foundation designed for the subject site. We understand that Mr. Quane wanted us to clarify the subgrade reaction (k Value) value used in the foundation design. We had recommended a subgrade reaction value of 100 to 125 pci for very low to low expansive soils (Table 2 of the project geotechnical report, Leighton and Associates Inc., 2005). Based on information provided by the structural designer a k value of 100 pci has been used in the design, which is a conservative value comparing to the recommended values). A fax transmittal verifying the k value used in the foundation design provided by the structural designer is attached with this memorandum. If you have any questions regarding this memorandum, please do not hesitate to contact this office. Attachments: Fax Transmittal from Beat Arnet (Arnet Engineering, Inc.) to Arasan Singanayaham Leighton and Associates Inc.), three pages, dated January 12, 2005 Fax Transmittal from Beat Arnet ( Arnet Engineering, Inc.) to Arasan Singanayaham Leighton and Associates Inc.), two pages, dated January 16, 2005 Fax Transmittal from Beat Arnet ( Arnet Engineering, Inc.) to Arasan Singanayaham Leighton and Associates Inc.), two pages, dated January 19, 2005 Distribution: (1) Addressee (mail and fax 949.206.1991) 4 01/20/2006 12:08 9092960534 LEIGHTON 01/192006 15:33 RRNET ENGINEERING 714 3796024 4 19512960534 ARNET ENGINEERING, INC. 1577 North Main Street, Suite A Orange, CA 92867 714) 379 -3789 Fax: (714) 379 -8024 e -mail: beat@arnefengineering.com FAX TRANSMITTAL COVER SHEET FAX TO: Leighton FAX NO: (951) 296 -0534 ATTN: Arasan Singanyahana DATE: 1/19/06 FROM: Beat Arnet TIME: 1:30 pm PROJECT: Ramsgate in Lake Elsinore, CA Total number of pages is 2, including this cover sheet Please call if you do not receive all pages, or if transmission is illegible). MESSAGES /COMMENTS: Dear Arasan: This letter is written to address the k- value. The attached soils report Table 2 shows that k- values ranges from 125 to 150 pci. In our Post - Tensioned Slab -on -Grade design we used conservatively 100 pci. Call me if you have any questions. cc: Rob Graham (Fairfield) Fax (949) 206-1991 Tom VanDorpe (VCA) Fax 978 -9929 iROFESSIOy 0 en NO. C 48 rrc E GIVIt OF CO 7 PAGE 09 NO.661 P001 COI 01/20/2006 12:08 9092960534 LEIGHTON 01/192006 15:33 RRNET ENGINEERING 714 3798024 4 19512360534 111092 -002 Manic 24, 2005 PAGE 10 NO, 661 D002 dt tl I Low Els 21-50 Differential Swell, Yen Modulus of Suhgtade Reaction (k) Plasticity Index Medium ac 51 -90 3.0 feet 2.0 inches 0.4 inches 125 psiiut 2.4 inches 0.8 inches Minimum Perimeter Footing Embedment Depth 12 inches Underslab Treatment optimusaMoishue Content to 6 inches 12 inches 12 x Optimum Moisture Content to 12 inches 125 psi/in 25 18 inches 1.2 x Optimum Moisture Content to 15 inches Two inches of sand over a 10-mil vapor sea= (Visquee 1 or equivalent) over an additional two inches of sand. 1) Depth of exterior footing to be measured from lowest adjacent finish glade Cr drainage Swale Bowline elevation (less than 5 feet Iatexally from footing. Per cede). 2) Living area slabs should be tied to the footings as directed by the s4aCtmtat em8ivam 3) Detailing of expansion crack control joints for Pf, slabs per structural engineer. 4) Undergo]) treatment sand should have a Sand Equivalcot of 30 or greater. 01/20/2006 12:08 JA/ iw CUU0 .LJ • GJ 9092960534 LEIGHTON HKIMtI tNUINttKLNU 714 .sr u24 4 112960534 ARNET ENGINEERING, INC. 1577 North Main Street, Suite A Orange, CA 92867 714) 379 -3789 Fax: (714) 379 -8024 e -mail: beat@ arnetengineering.com FAX TRANSMITTAL COVER SHEET FAX TO: Leighton FAX NO: (951) 296 -0534 ATTN: Arasan Singanyaham DATE: 1/16106 FROM: Beat Arnet TIME: 1:30 pm PROJECT: Ramsgate in Lake Elsinore, CA Total number of pages is 2, including this cover sheet Please call if you do not receive all pages, or if transmission is illegible). MESSAGES /COMMENTS: Dear Masan: This letter is written to address the revised interior soil bearing pressure. Since the interior overall beam depth is 12" only 1,500 psf is allowed. Refer to attached calculation sheet 2 showing an allowable load of 5.79 klf which is far greater than the 2,000 plf actual interior loads (U.N.O.). Call me if you have any questions. R.ob Graham (Fairfield) Fax (949) 206 -1991 Torn VanDorpe (VCA) Fax 978 -9929 cc: PAGE 07 NO.625 D001 01/20/2006 12:08 9092960534 LEIGHTON ea/so/duet HKNtI tNLUINEENING '(14 S /tid24 4 19512960534 PAGE 08 NO.625 D002 AHNET ENGINEERING,INC 5" Calculations Ramsgate Apartments Lake Elsinore, CA Fairfield Development Moment Capacity of 5° Slab M= Stress x Sx ; where Stress •(6 fc+P /A) = 370 psi Sx =(b x dA2) / 6 = (12x5^2) / 6 = 50 in3 M Flange .. (0.37 x 50) / 12 = 1.64 ft•k Since the•Moment at slab Intersection is also equal to (wLA2) / 2 where L=L eff. Solve for Leff. using maximum allow soil pressure of 2,500 psf Lei f.= ((1.54x2)/2.5)A0.5 = 1.11 feet Equivalent footing strip = 1.11 ft + 1 ft = 2.11 feet Total allowable bearing capacity for exterior beam = 2.11 feet x 2,600 psf = 4.01 kif »> Load of 3-Story Building. Interior Footings I'1' For interior beams use 1,500 psf 10" allowable soil bearing pressure Min. , since they are only 12° overall L eff. 12" if L eff. deep. L effective= 1.43 feet Equivalent footing strip = 12/12 + 2x 1.43 feet = 3.86 feet Alloviable load on Interior footing/ foot = 5.79 Idf. Page 2 01/20/2006 12:08 9092960534 LEIGHTON ENGINEERING, INC. 1577 North Main Street, Suite A Orange, CA 92867 714) 379 -3789 Fax: (714) 379 -8024 e -mail: beat@arnetengineering.cotn FAX TRANSMITTAL COVER SHEET FAX TO: Leighton FAX NO: (951) 296 -0534 ATTN: Arasan Singanyaham DATE: 1/12/06 FROM: Beat Arnet I TIISJE: 6:00 am PROJECT: Ramsgate in Lake Elsinore, CA Total number of pages is 3, including this cover sheet Please call if you do not receive all pages, or if transmission is illegible). MESSAGES /COMMENTS: Dear Masan: This letter is written to address your attached letter dated January 11, 2006. The allowable soil bearing pressure is 2,500 plf. Having a 12" wide exterior footing would allow a 2,500 plf perimeter load if flange action of monolithically poured. 5" 50G is neglected. If flange action is used a 4,610 plf perimeter load is resulting (sec attached calculation). However, just using the 12" footing width is providing enough support for the less than 2,500 plf perimeter load. 18" exterior embedment (24" mica. overall depth) for the perimeter beam is structurally sufficient. We also have 1 #5 bottom bar in all the exterior beams. The 12" overall deep interior stiffening beams are providing enough stiffness to control the the vertical differential movement of 1" in 40 horizontal feet. UBC 1997 Table 18 -I -C is not applicable for Post - Tensioned Slabs -on -Grade or any other engineered foundation. It is only applicable for unengiineered foundations. Call me if you have any questions. cc: Rob Graham (Fairfield) Fax (949) 206 -1991 Tom VanDorpe (VCA) Fax 978 -9929 PAGE 04 Nuomie 01/20/2006 12:08 9092960534 LEIGHTON v; tb ee'ou CJJ• ;V nIV'ILI CINUIIYCCRIIYU !14 4(00 J44 -, 17J1d700034 PAGE 05 NU. b12 IMUJ 5" Calculations Ramsgate Apartments fiRNET ENGINEENING,INC Lake Elsinore, CA Fairfield Development Moment Capacity of 5" Slab M= Stress x Sx ; where Stress =(6 fc+P /A) = 370 psi Sx =(b x dA2) / 6 = (12x5^2) / 6 = 50 in3 M Flange = (0.87 x 50) / 12 = 1.54 ft -k Since the Moment at Slab intersection is also equal to (wL ^2) (2 where L =L Off, Solve for Leff. using maximum allow soil pressure of 2,500 psf Leff. =((1.54x2)/2.5) ^0.5 = 111 feet Equivalent footing strip = 1.11 ft + 1 ft = 2.11 feet Total allowable bearing capacity for exterior beam = 211 feet x 2,500 psf = 4.61 klf n» Load of 3 -Story Building. Interior Footings fr 12" L eff. Equivalent footing strip = 12/12 + 2x 1.11 feet A 3.22 feet Allowable load on interior footing/ foot = 3.05 Kips Page 2 L effective= 1.11 feet 01/20/2006 12:08 9092960534 LEIGHTON u1/14i4aee 07:1a WNLI LNUINtERINU Y14 3798024 4 19512960534 9092960534 01/11/2005 10:01 9092960534 4 LEIGHTON PAGE 06 h 1.612 P002 PAGE 01/02 Fax Transmittal Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY The attached document; may contain confidential information. This information Is intended solely for n distribution. or use of the contents of this transmission isusebytheindividualorentitynamedasthe -RsClpienr below. rt you are not the intended reoipien e aware that any disclosure, this9' nsmlesion in error, please immediately notify us by telephone so eima, If an have received tth tra so we may arrange to retrieve this transmission at no cost to you. Date: Recipient: Company. Fax Number: Sender Subject: January 11, 2006 Mr. Beat Arnet , and Mr. Rob Graham Arnet Engineering Inc., and Fair Field Development 714 379 8024 & 949 2061991 Mr. Arasan Singanayaham, RCE Clarification regarding minimum footing embedment , Rawl Project #: 111092 -003 Beat, Based on my telephone conversation with Mr. Bob Duane of Scot FaXekas & Associates Inc., I understand Sob would tike to verify our statement made on our project geotechnical report "UDC minimum embedment requirements should be followed (Table 18- I -C) ". Can you provide a memo stating that your design comply with rho geotechnical design parameters (i.e. the bearing capacity, settlement) and does not need to meet the use minimum embedment requirements, so that I can respond to Mr. Bob Quene's comment. Total number at pages including cover sheet)' 01 Original will I will not X follow 111 41715 Enterprise Circle N., #103 5 T pew, CA9o5ee1 U 661,2960530 r FAX9.512960634 •