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HomeMy WebLinkAbout0267.98.7cn rn L0 N 0 ►. a W cns F N m L" w i 2x6 STUDS ® 16" O.C. W/ ANCHOR BOLTS PER MIN. 3x4 STUDS ® PLYWD. SHEAR WALL SCHED. JOINTS ONLY EMBED 6" INTO CONC. 5/8" PLYWD. SHEATHING MIN. 46 P.T.D.F, PER PLANS SILL PL. SHEAR PANEL -END NAIL 4" CONC. SLAB W WWF TO SILL PL. / SEE FDN. PLAN x�x x=—x = x_ —x—_�c —x —_x = x—�c — x —x—�c >� iti,.rrY.?'�'i' 1111° � 0 OPTIONAL ` ICI N CONST. JT. ( 1 -1 I l I I I I IF CONSTRUCTION (_ —I JOINT IS USED, EXTEND ANCHOR — BOLT 6" BELOW (2) - #4 CONT. TOP & BOT. CONST. JT. PROVIDE #3 DOWELS 4" 4" *4" 4" 0 24" IF CONST. JT. IS USED #4 ®48" O.C. VERT. OPT. TRENCH FDN. TO ALTERNATE BEND DIRECTION ° BE V -4" WIDE W/ 2 — #4 CONT., 3" MIN. o #4's CONT. T &B & #3 6 e e - COVERAGE ALL AROUND TIES 0 32" O.C. a TSS05111 SHEAR WALL FOOTING 1 °.1' -0" 9 1 -4 TYPICAL FOOTING 12 "EMBED. I. MIN. I. IL 1/2" R r. O U TSS05107 II -III I,� I—III -11 IE I 11 = 1 I I E-- I� a 1 4" 4" 1 4" ° I opm Mrs FAWN • ° ° -Ill a 3't CLR. 1' -4" TSS05103 1-=l,—o- 6 4" CONC SLAB W/ 10 6 "X6 ", 1.4/1.4 W.W.F. .006" VISQUEEN OVER SUBGRADE PER SOILS 11 REPORT #4 DOWELS 24" X 24" (� 24" O.C. 1 12. 2" THK. RIGID INSUL UNDERSLAB & 13. DN. STEM WALL VERT. REINF. #4 BARS 8" LEGx36" ® 48" O.C. 4 BARS CONT. T & B (TYP) ALTERNATE BEND DIRECTION OPTIONAL TRENCH FOUNDATION TO BE V -4" WIDE W/ (3) — #4 BARS CONT TOP & BOT. & #3 TIES 0 32" O.C. & 2" RIGID INSUL. ON INSIDE FACE (2) - #4 CONT. FOOTING @ DOOR v 7 KEY NOTES 1 /2" HALF — HEIGHT 6" CMU W/ \ 2X TRIMMER �- 0 4" CONC SLAB W/ HOLDOWN PER PLAN W/ 6 0X6 ", 1.4/1.4 W.W.F. END POST PER PLAN V. _X x--* .006" VISQUEEN OVER CO MACHINE BOLTS PER SUBGRADE PER W/ SHEAR PANEL 01 SLAB TO BE PITCHED 1/2" FOR 4' -0" DIA. AT ALL FLOOR DRAINS. 'r' ° MANUF. SPECIFICATIONS NOT BE REVISED WITHOUT E.N. FULL HEIGHT — SEE SHEAR WALL =I I III =) SCHEDULE FOR SPACING 1 I 1 _ DO NOT COUNTERSINK 02 GENERAL CONTRACTOR TO PROVIDE HUB DRAINS (H.D.) UNLESS -1 2" THK. RIGID INSUL PRESSURE TREATED CLR. UNDERSLAB & UNLESS SPECIFICALLY III REQUIRED BY LOCAL CODE TO HAVE FLOOR SINK (F.S.) _ D.F. SILL PER PLAN _ VERT. REINF. #4 BARS - _ OR NOTED — 8" LEG06" 0 32" O.C. * =1 * I #4 BARS CONT. T &B (TYP.) W v ZSHOWN O3 REFER TO SHEET A3 FOR DIMENSIONAL POSITION OF JAMB. C TOP OF SLAB ALT. 8" C.M.U. FOOTING 1 " 8 WIND LOAD----- - - - -80 MPH SUBJECT TO PENALTY OF LAW =1' -0" ® NOT USED. LL_ COORDINATE WITH PLUMBING PLAN. SIMPSON "SSTB" ° a TOP OF FDN. POUR © NOT USED ANCHOR BOLTS WHERE OCCURS - INSTALLED PER ° _ -° m MAY ALSO BE TOP O "JY BOLT SEE DETAIL NOTE. OF SLAB / SMANUFACTURER j" TYPE ANCHOR OPTION EE SCHEDULE BELOW. DOUBLE DRIVE THRU OPTION RECOMMENDATIONS a ° TO BE INSTALLED SIMPSON MACHINE * B " ' J TYPE MIN. POST ON THIS PROJECT SEE * INCREASE FOOTING e o HOLDOWN BOLT DIA MIN. C D WIDTH DRAWINGS 03 AND 04 FOR LAYOUT AND DETAILS. SINGLE POUR TWO POUR HD2A 5/8 1' -0" 4 1/2" 22" 22" 5" 3 1/2" DEPTH AS REQ'D. 3" MIN. CLR. HD5A 3/4" V -4" 5 1 4" 22" 22" 5" 3 1 2" FOR ANCHOR BOLT p MIN. I TO BOT. ° OF FTG. cn HD6A 7/8* 1' -8" 6 3/M 22" 22" 5" 3 1/2" EMBEDMENT SIMPSON MACHINE g * SIMPSON "SSTB MIN. POST HD8A 7/8' 1 V -8" 6 3/16"1 22" 1 22" 5" 1 3 1/2" HOLDOWN BOLT DIA (MIN.) C ANCHOR BOLT D WIDTH SINGLE POUR TWO POUR HD2A 5 8" 1' -0" 4 1/2" SSTB 16 SSTB24 5" 3 1 2" HD5A 3/4" 1' -4" 5 1/4" SSTB20 SSTB24 5" 3 1/2" HD6A 7/8" 1 1' -8" 16 3/16" SSTB28 SSTB34 5" 3 112" HD8A 7/8" 1' -8" 6 3 16" SSTB28 SSTB34 5" 3 1 2" HOLDOWN DETAIL N.T.S. 5 N j1/2 -- 2x P.T.D.F. SILL PLATE t A.B. 0 4 -0 O.C. OR R GENERAL NOT E S /2" SHEAR WALL SCHEDULE 4" CONC SLAB W/ 6 "X6 ", 1.4/1.4 W.W.F. 1. CONTRACTOR TO TREAT SOIL UNDER SLAB WITH PROPER TERMITE I - - - .006" VISQUEEN OVER PROTECTION. SEE SPECIFICATIONS SECTION 02281. SUBGRADE PER SOILS ° I REPORT 2. ALL TIMBER (WOOD) IN CONTACT WITH CONCRETE SHALL BE I I PRESSURE TREATED. — DOWELS 24" X 24" 24" O.C. " 3. SEE SITE PLAN FOR LOCATION OF WALKS, CURBS, ACCESSIBLE �441 1 2 THK. RIGID INSUL RAMPS AND ALL OTHER MISCELLANEOUS SITE WORK. ° UNDERSLAB & DN. STEM WALL 4. FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OF MINIMUM 1 112- 0 ANCHOR BOLT 1500 PSF BEARING CAPACITY. o I° I 1 -111 SEE SHEAR WALL -III I I I SCHEDULE FOR SPACING 5. FOOTINGS ARE SHOWN AS BEARING 3'-6" MIN. BELOW GRADE. ° =11I I VERT. REINF. #4 BARS VERIFY SOILS STRENGTH FROST PROTECTION AND OTHER LOCAL — 8" LEGx36" 0 48" O.C. CODE REQUIREMENTS PRIOR TO POURING CONCRETE. * I I I =I I * 14 — #4 BARS CONT. TOP & BOT. -(TYP) 6. COMPACTION TEST, AS REQUIRED BY THE SOILS REPORT AND 4" 4" — I TACO BELL, SHALL BE THE RESPONSIBILITY OF THE ALTERNATE BEND GENERAL CONTRACTOR. PROVIDE BUILDING DEPARTMENT WITH a i =I DIRECTION TEST RESULTS. OPT. TRENCH FOUNDATION TO BE V WIDE W/ 7. NOT USED. _ 111= -4" (3)-�4 - ° BARS CONT. TOP & OT. 8. SILL PLATE ANCHOR BOLTS SHALL BE 1/2" DIA. SPACED 6' -0" 3' CLR & #3 TIES 0 32" O.C. (2) - #4 CONT. MAX. O.C. UNLESS OTHERWISE NOTED. (1' -O" FROM CORNER, MAX.) 41 Ir . 11 g REINFORCING STEEL SHAL' BE INTERMEDIATE GRADE DEFORMED 1 -4 TYPICAL FOOTING 12 "EMBED. I. MIN. I. IL 1/2" R r. O U TSS05107 II -III I,� I—III -11 IE I 11 = 1 I I E-- I� a 1 4" 4" 1 4" ° I opm Mrs FAWN • ° ° -Ill a 3't CLR. 1' -4" TSS05103 1-=l,—o- 6 4" CONC SLAB W/ 10 6 "X6 ", 1.4/1.4 W.W.F. .006" VISQUEEN OVER SUBGRADE PER SOILS 11 REPORT #4 DOWELS 24" X 24" (� 24" O.C. 1 12. 2" THK. RIGID INSUL UNDERSLAB & 13. DN. STEM WALL VERT. REINF. #4 BARS 8" LEGx36" ® 48" O.C. 4 BARS CONT. T & B (TYP) ALTERNATE BEND DIRECTION OPTIONAL TRENCH FOUNDATION TO BE V -4" WIDE W/ (3) — #4 BARS CONT TOP & BOT. & #3 TIES 0 32" O.C. & 2" RIGID INSUL. ON INSIDE FACE (2) - #4 CONT. FOOTING @ DOOR OPENING 1 " =1' -0" 7 �v 1 /2" HALF — HEIGHT 6" CMU W/ \ #4 BAR CONT. —GROUT SOLID �- 0 4" CONC SLAB W/ - (2) - #4 CONT. 6 0X6 ", 1.4/1.4 W.W.F. ROOF LIVE LOAD-- - - - -30 V. _X x--* .006" VISQUEEN OVER CO SUBGRADE PER e SOILS REPORT 'r' ° 1/2" 0 ANCHOR BOLT NOT BE REVISED WITHOUT Q — SEE SHEAR WALL =I I III =) SCHEDULE FOR SPACING 1 I 1 l I I 1 11 0 a -1 2" THK. RIGID INSUL =II CLR. UNDERSLAB & "� III III =I I DN. STEM WALL _ d I _ VERT. REINF. #4 BARS 4 11 I — 8" LEG06" 0 32" O.C. * =1 * I #4 BARS CONT. T &B (TYP.) W BARS PER ASTM A615 GRADE 60 (FOR #5 AND LARGER), GRADE 40 (FOR #4 AND SMALLER). CONCRETE IS DESIGNED FOR f'c = 2000 PSI MINIMUM COMPRESSIVE STRENGTH. POURED CONCRETE SHALL BE EQUAL TO f'c = 3000 PSI MIN. COMPRESSIVE STRENGTH ® 28 DAYS. NO SPECIAL INSPECTION IS REQUIRED, ALL INTERIOR SILL PLATES SHALL BE FASTENED TO SLAB W/ .145 DIA. POWDER DRIVEN FASTENERS W /(2) 7/8" WASHERS 0 32" O.C. U O.N. SEE SHEAR WALL SCHEDULE SHEET A -5 FOR PANEL INFORMATION AT WALLS WITH 0 REFERENCE. SEE SHEETS A3 & A5 FOR LOCATING ANCHOR BOLTS AND HOLDDOWNS. * ** DEPTH MAY NEED TO BE INCREASED TO BEAR FOOTING ON NATIVE STIFF COHESIVE MATERIALS. SEE SOILS REPORT. 8 "x8 "x 16" C.M.U. -GROUT DESIGN CRITERIA SOLID ALL CELLS (TYP.) CRITERIA NOTE a I ° ALTERNATE BEND ° I DIRECTION SOIL BEARING - - - -- -1500 PSF THE STRUCTURAL DESIGN AS o Q SHOWN IS BASED ON THE �- 0 - (2) - #4 CONT. (T ROOF LIVE LOAD-- - - - -30 PSF DESIGN CRITERIA AND SHALL � e W n cr) NOT BE REVISED WITHOUT Q 0 ROOF DEAD LOAD- - - - -20 PSF PRIOR WRITTEN CONSENT 3" CLR. 0 z FROM THE LICENSED 1 -4" TSS05106 SEISMIC ZONE------ - - - - -4 PROFESSIONAL ENGINEER W C CERTIFYING THESE DRAWINGS ALT. 8" C.M.U. FOOTING 1 " 8 WIND LOAD----- - - - -80 MPH SUBJECT TO PENALTY OF LAW =1' -0" o WW' AS FOUNDATION PLAN 31 in" n1• A&1/n1 inn MAI m " zn" n r SOLID CONCRETE PIER UNDER TOWER LEG FULL DEPTH OF FOOTING (TYP.) 1/4"=l'-O" v1 U W H z E- v1 q r� \.J pis Li ~s m Q Q 0 z (T Q � W n cr) z Q 0 z< 0 z J Q W C Q D T U o LL_ UkTs =4 DRAWN BY: TIP CHECKED BY: TH BIALDING TYPE K"-50 FRAME JOB NUMBER 97125 PROTOTYPE ISSUE DATE 2/1/97.1 SHEET NUMBER A2 I