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HomeMy WebLinkAboutB18-0535 039-140-016fir, pp AA - �S_l �� �S�✓ rce l'Ilgay f i - r c� ✓� o ri a Pvjc�..s F0 nn �t At N BUTTE COUNTY AT # ®3� - I �-® MAR 12 2015 DEVELOPMENT SERVICES SCALE: I" = 100' - 0" WIRTW y¢ ;�g pb - tg Y @� ice"' /v/4101cs � '3". - e 8 , r { r woo M WIRTW y¢ ;�g pb - tg Y @� ice"' /v/4101cs � '3". - e 8 , r woo M y y� t > i all�.. {} :Vii{ !tk2 /> .F:. Olt LM Q r, PLATE '°A - q g QG V IR c 3 p} y wIr g� rs � 1 ppM. yCoj MATCH r1• 4 41 1� �I' b9iok .� ®m@y ot� 16 la %&A 1, SINN �XISTIOG WALL Pry.,. �' f? OIVEK kqtjG y-} "r 1s"rtw i 5 e 'll Et WTeS .: WIRTW y¢ ;�g pb - tg Y @� ice"' /v/4101cs � '3". - e 8 , r woo M " 3 r1• !A P 4C it39- SL W1 i 5 e 'll Et WTeS .: - -A It ` 41. L 4 Da - Ai` fZ 3.�.qa, }8 ��ep ��{yyy. f�° : `y. g\.�. .,epee.. q t� sj t s , V , ILK-60'r -jr- "M BARS e ! zf�@owe IL ' . J ^ O , y s V106 6RRnar ''.1171^-T � I I I I I I I17-71 I� I J i,�vESS/ UENERAL STRUCTURAL NOTES K. � r v ROOF PLY AND 4 r 1. GENERAL 3. CONCRETE /REINFORCING CONTINUED 6. FRAMING/LUMBER CONTINUED Ido. ?5688 z NAILING PER PLAN— - 6-036 A) ALL WORK SMALL CONFORM TO THE 2413 CBC AND ALL APPLICABLE LOCAL CODES. G) SAW -CUT TOP 3/4" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 10'4" WHERE 6-5 WALL FRAMING: 2'-0" MAX 2—off SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED T-4"" WHERE SLAB IS ; 3) 16d TOENAILS E.N. J� 1 V E.N. � �T B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) HAS PROVIDED AND IS RESPONSIBLE FOR UN -REINFORCED. A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING F Jr O�� SPECIFIC STRUCTURAL ITEMS ONLY. ALL OTHER REQUIREMENTS OF THE BUILDING CODE WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD li I . , I IA EIY EGRESS DfCAP ACCESSIBILITY, H PLI E HANR EACH SIDE OF EAC S CE .N. .WHERE FING DRAINAGALL SHALL BE 48 LONG WITH 12 16d SINKERS U.N.O.U 0 EPR00I REINFORCEMENT E E WALLS FING FIREPROOFING, R RC M NT COV R SHALL BE AS FOLLOWS: OWS• NCLUDING WATi I e� ) e ) i I �.� 15 REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. OTHERS E.N. IE RAFTER THESE PLANS HAVE BEEN REVIEWED IN THE STRUCTURAL DESIGN CALCULATIONS, ARE THE RESPONSIBILITY OF THE CONTRACTOR OR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL, 3 t — FOR COMPLIANCE ONLY WITH THE • • 2x4 FLAT PER OWNER. SHOULD AN`. CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CONCRETE WITH SOIL OR WEATHER EXPOSURE. B.) FIRE BLOCKS, FIRE BLOCK STUD WALLS AT MID HEIGHT WHERE STUD LENGTH EXCEEDS 10,4'. ATTACHED STRUCTURAL PPROVAL FROM THE ENGINEER THEN THE ENGINEER , '3 OUTLOOKER AT PLAN, DOCUMENTS WITHOUT THE RlTTEN A #5 BARS AND SMALLER 1 / „ CALCULATIONS 24 O.C., NOTCH TYP WILL ASSUME NO RESPONSI LITY FOR` NY ELEMENT OR SYSTEM OF THE STRUCTURE. #6 BARS AND LARGER 2" C. MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, ) PLY AND TOP CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE, 3/4" USE SIMPSON SET EPDXY WITH ANCHOR OF SAME DIAMETER WITH 7 EMBEDMENT IN CHORD TO E AND UNLESS D ALCU ONS REPRESENT THE FINISHED STRUCTURE, 5S CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT SEAT. OUTLOOKER C} THE DRAWINGS AN A )J TEDTHE Vigil DO NOT SHOW THE METHOD OF CONSTRUCTION. THECC REPORT, SPECIFICALLY NO K � J) REINFORCEMENT SHALL BE GRADE 64 PER ASTM A615 U.N.O.UNOLAP BOTTOM REINFORCING (64) CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL BAR DIAMETERS U.N.O. AND LAPTOP REINFORCING PLACED ABOVE 12" OF CONCRETE OR , KERS AND THEi MEASURES NECESSARY TO PROTEC�THE PUBLIC, CONSTRUCTION WORKERS, MORE, ($0) BAR DIAMETERS U.N.O.UNOD.) CRIPPLE WALLS. CRIPPLE WALLS SHALL BE A MINIMUM OF 14 IN HEIGHT. FOR LESSER ­ TR CTURE DURING CONSTRUCTION. SUCH MEASU ES SHALL INCLUDE FORMING, SHORING, ,S t� A.t , HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). PLYWOOD AND j NAILING TO MATCH 2X4 AT 16 O.C. .� ISR LNG, CAFFOLDING,TCE CR,P. K #5 AND LARGER REBAR SHALL NOT BE RE BENT, 1 Y � � ; . � ) 2x6 BRACE AT I r WALL BELOW , „ .... NOTCHED OR CUT STUDS. NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLT ARE , ,,. ,y. E •) 0 �, - - / S 4 0 Q.C. KITH , IS NOT° ULLY SHOWN ON THE DRAWINGS OR IN IF ARTICULR FEA 1 IRE OFC NSTRITION, F L ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. � ,.. ,. ) (�) 1 sd NAILS }. Q DEIN THE SAME CHARACTER AS SIMILAR TH CAL ULATIONS EN IV'SH BE NST�JC�fE ,. :. ADEQUATELY SECURED fN POSITION BEFORE AND DURING CONCRETE PLACEMENT.. EACH END , CO DfTI N THAT AR�SHO W N THE ESIG OC ENTS, G. SEE NOTE 6-1 D FOR SILL AND ANCHOR BOLT SPECIFICATIONS. ,. �5 �,,�. �: CJ PER PLAN, TYP ° D RY THE CONTRACTOR AND E ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIECONNECTIONS: ) 6. FRAMIhIG/LUMBER 6-6 ------ --- FTHE ENGINEER WITHOUTBETWEEN�I �I , s ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION O PROVIDE GAP PANELS 383 I2'o Lando Ave. PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. 11 6 1 MATERIALS. A,) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16 OVERSIZE. AS REVD. BY MFR., 1/81�41N:-.� I� I Salta 204 „ Chico, CA 95926 x BLOCKING AT 4' —4 O,C. I, 2 C, FING AND FLASHING ROOFS FOUNDATIONS GARAGE FLOORS ETC, . , IS THE E.N., TYF' F) ALL WATERPROOFING ( , ) A.) SHEATHING, B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE T&B 3 1d T.N.EA. END � �) P. 534.592.4407 RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 1. ROOF SHEATHING, SEE PLANS WASHERS WHERE BEARING AGAINST WOOD. DBL TOP PLATE mm' h�co.cort� -A , \(3) Su tc2. FLOOR SHEA3 HIND. SEE PLANS PER R2f216d T.N. EA BLOCK DE G SHOP DRAWINGS, SHOP DRAWINGS ARE SUPERCEDED BY THE STRUCTURAL DRAWINGS UNDER 3. WALL SHEATHING, SEE PLANS C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED PLYWOOD AND ALL CIRCUMSTANCES. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN L BEFORE CLOSING IN OR AT COMPLETION OF JOB, NAILING PER PLAN-- ­ "—WALL . FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. REVIEW OF SHOP DRAWINGS BY _ A CAMBER OF R=1644' U.N.O, WALL FRAMING PER PLAN (.(}(INTY B.) GLUE LAMS, GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH THE ENGINEER OF RECORD DOES NOT GUARANTEE IN ANY WAY THE THE SHOP DRAWINGS ARE GLUE - LAMS LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. p,) LAG SCREWS SHALL BE SCREWED,- NOT DRIVEN, INTO PLACE. MAR 17 2015 CORRECT, NOR DOES IT INFER THAT THEY SUPERCEDE THE STRUCTURAL DRAWINGS. GLUED LAMINATED FABRICATON SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP IN ACCORDANCE WITH CBC 2303.1,3, AITC A190.1, AND ASTM D 3737, BEAM INSPECTION U>�.VEL()!'MENT H) WALL FINISH SYSTEMS SUCH AS STUCCO SHALL BE APPLIED OVER FOAM BASE OR OTHER CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME 8. ROOF FRAMING TYPICALDETAILSERVICESri3 PAND AND CONTRACT WITHOUT METHOD OF ADEQUATELY ALLOWING THE FINISH TO EX INSPECTION IN ACCORDANCE WITH CBC 1744.2. CRACKING. THE OWNER OR CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEFECTS IN THE 8-2 CUT AND STA KED R F FRA I NO SCALE L5-�7 C 00 MNG. FINISHES, C.) MICRO LAMS, MICRO LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB 3104 PSI AND (S _ FV - 285 PSI MIN, AND SHALL BE MANUFACTURED APPROVED AND IDENTIFIED AS PER NER 481. A. CUT AND STACKED ROOF SYSTEM AL B , ) S SHALL E BUILT TO THE CONVENTIONAL FRAMING 1 SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CHAPTER 23). PURLINS, BRACES, 1. FOR THE FOLLOWING TYPES OF CONSTRUCTION, ALL BE PRESSURE TREATED DOUGLAS FIR WITH 1 2 DIAMETER INTERMEDIATESUPPORTS, D.) SILL PLATES. SILL PLATES SH P SSU / AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT ANCHOR BOLTS AND 3 X 3 X .229 PLATE WASHERS LOCATED AT 6 -0 O.C. MAX, WITH ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FO WALL CC3NTINUES WHERE FOUNDATION. I EPDXY ANCHORS '- A PIECE. OCCURS PER PLAN ONE BOLT LOCATED 1 4 MAXIMUM FROM EACH END OF EACH C B. IT 15 THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED BUILDING DING THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND U L � E,) FRAMING LUMBER. ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION. THE + + : + +Uj DEPARTMENT, SHALL BE ICBG QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE n (5) 16d + W.W,P.A. OR W.C.L,I,B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS, + +; + + WITH THIS TYPE OF PROJECT, I AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS, + a 1. STUDS SHALL BE STUD GRADE OR BETTER. BUT HAS NOT PROVIDED ENGINEERING G RING DETAIL REQUIREMENTS FOR ALL CONNECTIONS C 2. ALL POSTS SHALL BE DF -L 1 U.N.O. NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF AN + Y 2. SITE WORK / FOUNDATIONS 3. 2X AND 3X RAFTERS SHALL BE DF -L ##2 U.N.O. SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION PARTIAL PLAN AT TOP PLATE CORDER ®TEE .. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. CRITERIA IS REQUIRED PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION. I A) ASSUMED MAXIMUM SOIL BEARING – 1500 PSF PER CBC TABLE 1806.2 (NO SOILS REPORT 5. CONCEALED BEAMS SHALL BE DF -L #2, 2X TOP LATE DBL P ST126 STRAP, U.N.O., PROVIDED). 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND) LARGER), PER DETAIL BELOW -- CENTERED -- _�. CENTERED ON DISCONTINUITY 7. ALL BEAMS 6X AND LARGER SHALL BE FREE OF HEART CENTER, DESIGN LOADSUj B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL, ENGINEER < U HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDIITIONS ENCOUNTERED F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, a r MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. OF FOUNDATION, NAILS SHALL BE GALVANIZED. DIVISIONS I, 11, III, AND IV U.N.O.: Lij C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. ANID B) SEISMIC: ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION Of THE ENGINEER PRIOR TO PROVIDED NEW AND WITHOUT EXCESSIVE RUST. SEISMIC IMPORTANCE FACTOR: 1 STUD DIRECTLY UNDER SPLICE, TYP. THE CONSTRUCTION OF THE FOUNDATIONS. MAPPED SPECTAL RESPONSE ACCELERATIONS: Ss = 4,624, S1= 0.278 TYPICAL TSP PLATE DISCONTINUITY H. ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO. OR ENGINEER APPROVIED SEISMIC SITE CLASS: D A_ D ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, VVALL FOOTINGS, EQUIVALENT, INSTALLED PER MANUFACTURERS RECOMMENDATIONS WITH ALL HOILES FILLED SPECTRAL RESPONSE COEFFICIENTS, SDS - 0.539, SD1- 0,342, Cs - 0.08 5 16d AT CORNER () CO E OR INTERSECTING BALL-�; AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW WITH RECOMMENDED FASTENERS, USP HARDWARE MAY BE USED IN LIEU OF SIMPSON SEISMIC DESIGN CATEGORY: D U 0 > FROSTLINE 12" TO 24" AS PER LOCAL REQUIREMENTS). HARDWARE WITH WRITTEN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD. /ALL METAL BASIC SEISMIC -FORCE -RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS;z < 16d SINKERS AT 16" O.C. 4'--0" MIN. LAP LENGTH TYP., 16d SINKERS AT 16„ O.C. " HANGERS, CONNECTORS, AND FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL SEISMIC BASE SHEAR: 2.2 KIPS (12) MIN. BETWEEN SPLICES 16d SINKERS AT 16" O.C. (12) MIN. BETWEEN SPLICES - 12 MlN, BETWEEN SPLI ES E BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION RESPONSE MODIFICATION FACTOR, R = 6.5 ( ) C I , CAUSED BY THE SPECIFIC TREATMENT APPLIED TO THE WOOD AND/OR METALS. ANALYSIS PROCEDURE USED: EQUIVALENT STATIC FORCE PROCEDURE F ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. 1. MANUFACTURED "I"' JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE C) WIND: INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIIViIfT OF L/484 WIND SPEED: 110 MPH 1 3, WIND EXPOSURE: C W G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. UNLESS NOTED OTHERWISE. USE A MANUFACTURED 1-1/4 RIM BOARD (SUCH AS TIMBER __---- STUD DIRECTLY DBL 2X " " ITS. USE A DOUBLE RIM OR 1-3 4" LVL RIM AT ALL LOCATIONS WHERE STRAND) WITH ALL I JOISTS. / UNDER SPLICE, TYP. TOP PLATE FILL MATERIAL SHALL BE FREE FROM DEBRIS VEGETATION, AND OTHER FOREIGN SUBSTANCES. D) LIVE LOADS. H) LEDGERS ARE USED (SUCH AS DECK LEDGERS}, ROOF 20 PSF INTERSECTING WALL OR CORNER WHERE OCCURS----! AI - 1) USE 4 DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE 6-2 GENERAL FRAMING: TYPICAL TOP PLATE SPLICE I TO DRAIN TO DAYLIGHT. A, MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2413 CBC TABLE 2304.9.1. r" E 1`0 A T I N%'03% J. FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST ) TYPICAL T L. ET w APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF 2013 C8C. THIS N THESE CALCULATIONS ARE B,} LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED € ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO MINIMUMS LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTORS OPTION. NO SCALE i�2 SECTION 1808 OF THE 2013 CBC. ' AB ANCHOR BOLT , O OL K KIPS C.) SHRINKAGE, CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE WHICH COULD WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, BLDG BUILDING L ANGLE K•) CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING ENECESSARY Tfl PROTECT BLKG BLOCKING LONG LONGITUDINAL PERMIT# S� WHERE LOADS HAVE BEEN ADDED BY A SECOND FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURESBM BEAM LSL LONG SLOTTED HOLE BUTTfECOUNTY DEVELOPMENT SERVICES FOUNDATIONS. ONLY THOSE FOUNDATIONS FRAMING FROM THE EFFECTS OF SHRINKAGE. REVIEWED FOR STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING B4TT (B) BOTTOM MAX MAXIMUM CODE COMPLIANCE CCl CONTROLJOINT MECH MECHANICAL --- e FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND T BE WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED J D.) ALL STRUCTURAL FRAMING MEMBER CIP CAST -IN-PLACE CONCRETE MFR MANUFACTURER DATE-_--BY-I OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER CJ CONSTRUCTION JOINT MIN MINIMUM ROOF PLY AND NAILING PER PLAN - SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, CLR CLEAR misc. MISCELLANEOUS PORTIONS OF THE FOUNDATIONS. 6-3 BEAM FRAMING. UN-MODIFIEDCONC CONCRETE (N) NEW � ROOF TRUSSES CONN CONNECTION NTS NOT TO SCALE RBC CLIP AT 4®-4„ O.C.---7'' -BY OTHERS A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS CONSTR CONSTRUCTION QC ON CENTER SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. CONT CONTINUOUS OH OPPOSITE HAND E.N. REVISIONS: 3. CONCRETE j REINFORCING I B. DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL DBL DOUBLE PERP PERPENDICULAR SOLID BLOCKING A} CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O.) DF DOUGLAS FIR PL PLATE ' e ATE DF -L DOUGLAS FIR -LARCH PLWD PLYWOOD ' TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED, ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH, C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR Q DIA DIAMETER PT PRESSURE TREATED MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT DJ DOUBLE JOIST REINF REINFORCEMENT H2.5T EA. TRUSS TYPE III LOW ALKALI. WATER HEATER STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING E.N. EA EACH REQ°D REQUIRED TOP PLATE PER R2/2 STOVE ETCETERA. --------------._— ----- ---- D AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE EN EDGE NAILING SEOR STRUCTURAL ENGINEER OF FASCIA BY OTHERS EQ EQUAL RECORD i ALKALI REACTIVE AS DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS C. BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS ES EACH SIDE SHTG SHEATHING UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A SHEAR PER PLAN DATE:, 3/13/15 ° WEIGHT. (E) EXISTING S€M SIMILAR MAXIMUM ALKALI CONTENT LESS THAN 0.45/Q BY W IG 6-4 POSTS/TRIMMERS: /T EXP EXPANSION SOG SLAB -ON -GRADE EXT EXTERIOR STD STANDARD SCALE, NTS E CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE A, SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH LATEST EDITION OF THE ACI 318. ) EW EACH WAY STIFF STIFFENER EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. FNDN FOUNDATION 5TL STEEL ALL FRAMING PER PLAN DRAWN Y: RKB FS FAR SIDE SQ SQUARE F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR, SUMMIT STRUCTURAL DESIGN RECOMMENDS B. WHERE P WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE JOB NIUMBER 15-145 THE FOLLOWING AS A MINIMUM SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. ) POSTS WI FTG FOOTING TSB TOP 8C BOTTOM f WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. GALV GALVANIZED TN TOE NAIL „ Ii 11 HDG HOT DIPPED GALVANIZED TYP TYPICAL SHEET: T E.W MOISTURE BARRIER, OVER 4 AGGREGATE BASE. USE 3-1/2 SLAB WITH #3 AT 15 ,ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP HDR HEADER UNO UNLESS NOTED OTHERWISE AT ALL OTHER AREAS, HGR HANGER (SIMPSON) W/ WITH TYPICAL DETAIL 1 HORIZ HORIZONTAL W/0 WITHOUT No SCALE JST JOIST 2 JT JOINT JI'll I I� '�I `i ' I i it I,, J i. i � :� �� � ". 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