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HomeMy WebLinkAboutB14-0296_6. STRUCTURE_1409764560.pdf, : 13,41191V ligg illit:iir ti I # ■ GENERAL NOTES S USED IN DESIGN: 8. WOOD M .1,0 C 100 PSF A. ALL FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY woo O WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO INTERNATIONAL AL FLOOR 40 PSF BUILDING CODE AS FOLLOWS: CD 1 0 N 2" THICK - 4" TO 6" WIDE (WALL STUD ONLY) STUD Fb = 700 PSI lao) 1 1.,... „, I � LV T- SECOND GUST 90 MPH 2" TO 4" THICK - 6" AND WIDER NO. 2 Fb = 900 PSI > • ASTEST MILE 95 MPH 6x BEAMS NO.1 Fb= 1350 PSI Ile-40 147) O O XPOSURE B 5" THICK - 5" AND WIDER NO. 1 Fb = 1350 PSI 09/03/14 re N NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NONREPETITVE USES PRIOR 413 NV 0° Op 0 L5 LOADS ARE REDUCED PER CODE IF APPLICABLE. TO ALLOWABLE STRESS INCREASES. Ce fl N - 0 Q CO USED IN DESIGN: INTERNATIONAL BUILDING CODE, 2012 EDITION. B. WHEN PRESERVATIVE TREATED LUMBER IS REQUIRED BY CODE ALL CONNECTIONS AND NAILING SHALL BE ADEQUATELY GALVANIZED (DOUBLE DIPPED OR BETTER). 6'-8 1/2" / G'-O I/4" / 6'-8 1/2" / I2'2" / 2. TESTING' /INSPECTIONS AND OBSERVATIONS: N1rool- -Nr-r1 C. TREATED SILL PLATE LUMBER MAY BE HEM-FIR, STRUCTURAL #1 GRADE. .,3),P,2`,°`8. o �r�,S A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION. I x.�� -r'' 1>R1-i`) NEW 10" X 10" CONCRETE TOP OF NEW FOOTING 4 � -8F,F 3 -sr�3 STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE D. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IBC SCHEDULE = G6'-O" TYPICAL a) ° CONSTRUCTION; SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED TABLE 2304-9.1 UNLESS NOTED OTHERWISE. 52.1 PIERRE: SECTION I/52.1 p y o00 �0MM TYPICAL 6 PLACES ,, i o o��o ''o�r o -: INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIAL _ _ _ 00 a U-- l- a U---- INSPECTIONS" AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL 9. GENERAL 71 F TOP OF NEW PIER W rso ¢E � QE BUILDING CODE. _ F IJ1 . r_J . 11 L_J = 101'-0" TYPICAL FQ wo UQ w� L__l 17, A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. _ a c B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS L NEW 8X8 NEW 2'-O" X 2'-O" X 10" L J O 0 .. 1- SPECIFICALLY SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL. B. PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD EXPOSED TO EARTH. i NEW 8X8 �i `t 1. SOIL PREPARATION COLUMN FOOTING TYPICAL 6 COLUMN O w W a. EARTHWORK EXCAVATION, PLACEMENT AND COMPACTION OF FILL AND IN-PLACE C. WATERPROOFING, VAPOR BARRIERS, FLASHING, ETC., SHALL BE AS SHOWN ON THE PL AGESNE W 8X8 DRY DENSITY OF THE COMPACTED FILL FOR CONFORMANCE WITH THE APPROVED ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS. � ---7 COLUMN REPORT. _ � llilik 2. STEEL CONSTRUCTION D. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR ` ��1 I I I �I JL a. ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION WALLS AS SPECIFIED IN SECTION 1405 OF THE INTERNATIONAL BUILDING CODE. EXISTING - 1 EXCEPT THE FOLLOWING: PIER TO 1. WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN E. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD EXISTING 100'-40" ± 'REMAIN PIC'R TO ACCORDANCE WITH SECTION 1704.3. CONDITIONS AND ARCHITECTURAL DRAWINGS. EXISTING CONCRETE -REMAIN b. THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT SLAB AND STONE TOP OF DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS, F. CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. IF CONDITIONS N PAVERS- PATCH ',WHERE EXISTING EXCAVATED FOR NEW PAVERS WELDING PROCEDURES AND QUALIFICATIONS OF WELDERS ARE ARE DIFFERENT THAN ASSUMED, NOTIFY ENGINEER. PIERS VERIFIED PRIOR TO THE START OF WORK; PERIODIC INSPECTIONS ARE G / / / / / Z L MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION OF ALL WELDS IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP NEW 8X8 / / WELDING. COLUMN 1. SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE. . 1-1)0r4 - / / 2. WELDING OF STAIRS AND RAILING SYSTEMS. ` \` IIII l llll 3. FOUNDATIONS (V L-- --J L J / / / / / / / / / / / MAL-/ A. THE ALLOWABLE SOIL BEARING PRESSURE ASSUMED IN DESIGN IS 2000 PSF. THE rr[�f,as.ar,� CONTRACTOR SHALL RETAIN A LICENSED SOILS ENGINEER TO INSPECT THE / / � � ',, FOUNDATION EXCAVATION. SOILS ENGINEER SHALL VERIFY IN WRITING THE ACTUAL s�r1" t"/ SOILS CAPACITY IS EQUAL TO OR GREATER THAN ASSUMED. / / his f"7`, 5 • .s.-..'-4: yrs tj 6'-8 G/I6" 3'-3 1/8"/ EXISTING B. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARINGFOUNDATION WALL / �: . ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY 2 1/2" 2 I/2" 01 N CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS -. / / .3 • SHALL BE A MINIMUM OF 48" BELOW EXTERIOR GRADE. `_�= / / � w ' o ,yyr.s�,, C. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR /fes V (V / / PROPERLY COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILL // NEW 8X8 TIMBER COLUMN / / SHALL BE COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM D1557 UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT SPOTS ARE NEW 3/8" IGERFED STEEL / / ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE: SOIL NEW FLASHING-RE: ARCH. T-PLATE WITH (2)- REPORT FOR DESCRIPTION OF BEARING SOIL). I/2" cD X 6" EXPANSION / / / NEW 1/2" ISOLATION ANCHORS AND 1/2" m D. CENTER ALL FOOTINGS UNDER COLUMNS UNLESS NOTED OTHERWISE ON PLANS. JOINT THRU-BOLT IN COLUMN / / E. CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TESTS ON COMPACTEDNEW STONE PAVERS ro� NEW STONE GAP / / O Q FILL UNDER FOOTINGS. AND GROUT :c1- NEW STONE VENEER / G F. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY NEW 4" SLAB-ON- RAGEw /® / BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE. WITH 6 6 W2.IXW2.1 / / - v • O O W.W.F. 2 V ,,,,b II G. FOR SOIL DRAINAGE REQUIREMENTS REFER TO SOILS REPORT AND CIVIL DRAWINGS. / 44: 4. CONCRETE / 00°.6-(o. °v00.•0 . °°O •0. X A. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE I/II PORTLAND CEMENT, p0O °pO '� c o0•°oo°p o'0•voo°O°O aoa°p / / / / / / / / / / / / / / / / / / `�� STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS: n:o6o0� 060��0060 _ .06�°4°NQ06).4-tg6�°OAC x 111111 III= I-111111 O CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO % AIR REQ. 1=11 H. ILI � I� v ;IIIII IF' #3 TIES AT 1'-4" I I I �I ION �I �r 1FOOTINGS 2500 psi STD --- --- (V NEW L4X4XI/4 X 10" LsrI `k I `l N1 v V J EXTERIOR CONCRETE (++) 4500 psi STD 0.45 6%-8% ASPHALT MASTIX NEW 10" X 10" CONCRETE 1/4" = 1'-0" / j O m PAINTED WITH PIER T ++ MAXIMUM SLUMP SHALL NOT EXCEED 4". EXPANSION m X N l 1 , ` ANCHOR ! (4)-#4 FOUNDATION NOTES- �-/ V (TYPICAL 4 SIDES) : - W B. CONTRACTOR SHALL SAWCUT OR TROWELCUT JOINTS IN SLABS ON GRADE. JOINTS f- (4)-#4 X44: , SHALL BE SPACED 10 FEET AND SAWCUT OR TROWELCUT 1/4 OF SLAB DEPTH X 3/16" =111 1 �) I. REINFORCEMENT OF NEW PIERS SEE SECTION 1/52.1. WIDE WITHIN 12 HOURS AFTER POURING. CARRY ALL SLAB REINFORCEMENT THROUGH 111E11 111-I�- Q 1_JOINT. 111=III= 11=III=11. 6.. 2. VERIFY ALL DIMENSIONS IN THE FIELD. �11=1 11=1 I i T I-I T I-,/ " lk 17:::__-_f* 3. SOILS ENGINEER SHALL INSPECT EXISTING SOILS BELOW PROPOSED FOOTINGS. Z D- 4(( C. SLABS, FOOTINGS, AND PIERS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. - �� D. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE IHI= S I-1 j� III- III 4. CONTRACTOR SHALL VERIFY EXISTING CONCRETE PIER SIZES DURING EXCAVATION FOR NEW PIERS. ENGINEER SHALL BE GALLED TO-REVIEW WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE ON l_l EJ EXISTING PIERS. STANDARD HOOKS FOR DOWELS UNLESS NOTED OTHERWISE. ALL EXPOSED EDGES OF Ell=111=11 IIII III- O O CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER. 2,-O„ (3)-#4 EACH WAY m 5. REINFORCEMENT / LIJ A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM S 1 T 1 I \ 1 A615, GRADE 60 EXCEPT TIES, STIRRUPS AND PLATE ANCHORS WHICH SHALL BE DEFORMED BARS, ASTM DESIGNATION A615, GRADE 40 OR ASTM A706 GRADE 60. 3/4" = 1'-0" DATE ISSUE B. REINFORCEMENT PROTECTION UNLESS NOTED OTHERWISE: 1. CONCRETE POURED AGAINST EARTH 3" 4/15/14 OWNER REVIEW 2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2" /I4 PERMIT 3. COLUMNS AND BEAMS (TIE BARS) 1-1/2" ene/I4 PERMIT REVISION C. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH / / SECTIONS 7.5, 7.6 AND 7.7 OF ACI 318, LATEST EDITION. D. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR - AUTHORIZED BY THE STRUCTURAL ENGINEER. . 6. STRUCTURAL STEEL A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS WHICH SHALL CONFORM TO ASTM 992, (50 KSI) AND EXCEPT PIPE COLUMNS WHICH SHALL CONFORM TO ASTM A53 AND TUBE COLUMNS TO ASTM A500, GRADE B, LATEST EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT HIS OPTION. MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL. B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED OTHERWISE. C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION." M ¢ D. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY o STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS-D1.1. 0 67 c E. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16" CONTINUOUS o FILLET UNLESS NOTED OTHERWISE. N CD co 7. NON-SHRINK GROUT di A. NON-SHRINK GROUT SHALL BE PROVIDED: cn 1. BETWEEN COLUMN BASES AND CONCRETE OR MASONRY SUPPORTS. v 2. BETWEEN BEAM BEARING PLATES AND CONCRETE OR MASONRY SUPPORTS. In 3. GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH O OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE. U 0 N IY 1 I I I I O 0 U N 0 C O m m- .1- 1.0 RlA 6) d F kg , 4A11111111a 0 o 90. 0.4,o lb o 0.7 l Z Mr 0 e`i lao31 Vi IIP, W &X8-RAILING POST 0 N NEW TRIFLE EDGE JOIST 09/03/14 lawmaw NEW IX IPE DECKING Q Q C•1 ///—/// NEW 8X8 NEW 8X8 NEW 8X8 DECK JOIST PLAN COLUMN COLUMN COLUMN NEW BLOCKING °,-,N7. ,F,Ti.; NEW IX IPE DECKING 170007 NI�N E r� O T WNO OONO �N�D l�O� N°��D� O'�Oc,4 ONN [ 1� dH�ill�ll1iill / NEW 6X6 Z• o °oaa oommo NEW 6X6 ��°��a� °ooa COLUMN rl NEW (2)�X6 AT NZ /COLUMN O�W �;• w� �> wE 410 ❑• ° C7 A > [ dH11H1111u1��u1 II ► I �� h f O • 8 b G WW I �� WW W� EXISTINGE N ' I N 5..TAtR. TO"\ O w w o S 7J m_ 0 mQ X 3 �� EXISTING JOISTS 'REMAIN Z� ZQ ZI ® Z fO REMAIN / �07 / .0 EXISTING 6X6 Z Z /` NEW 2X DECK W COLUMN ABOV ~Q ~Q 16 Q– W. II I JOIST-RE: PLAN (2)-3/4" m X 10" / – \ Z Z TO�REMAIN 11J 3 �� W I j 0 EXISTING 6X6 D� 0 ) r LAG-BOLTS EACH O W W COLUMN ABOVE Z W 1 POST �® `\ ® W Z W Z TO-REMAIN I— m NEW 6X6 NEW 6X6 I X L COLUMN COLUMN I lm ������rr��� �m 0-3 0-3 W NEW 6X TIMBER BEAM .r ■ L'- _I / II NEW 1/4" KERFED STEEL 1/4" X 4" X I'-3" 0 \ \ PLATE RE: I/S22 STEEL PLATE WITH NEW 6X TIMBER BEAM ■nnnnnnnnnnnmmnnnnm■■■lnnn itteler (4)-1/2" m TI-$RU-BOLTS I I m RE: PLAN .-`, --, .-�, II L°� \ - ■mmnnmmmm�nlllll11111111111111111111111110 X� lul NEW 8X8 COLUMN EXISTING EXTERIOR CI 2X6 STUD WALL l;,��Tara;r�rrr NEW 8X8 COLUMN – 1'7 •`� r EXISTIN DECK ' `EXISTING 2X6 CANTILEVERFRAM/ G f0 \ . .� t0- REM IN '.;;taS CT f JOIST WITH NEW 2X6 SIDE PIECE. ,' r. %7 5 CT ION 30 c ,/ _ I 1/2" = 1'-0" BEAM SPLICE , W `C ,' . , ,. z NEW IX IPE DECKING DECK JOIST /—NEV4 IX IPE DECKING NEW BLOCKING / -RE: PLAN 1 EXISTING EXTERIOR ri. .1 `_ ill. i 2X6 STUD WALL 1 / NEW (4)-2X6 COLUMN L IN EXTERIOR STUD WALL O _ < cn 0 0 NEW (2)-2X6 DECK //' 4" / 4" /'% z 1 b JOIST RE: PLAN EXISTING DECK JOIST Q ry\ _ 0< 1 A 1NG FI ANce ce1/4" = 1'-0" EXISTING 6X II if) – X ..:( TIMBER BEAM O [ I II ` � FRAMING NOTES ILI / I I `� I. ALL COLUMNS SHALL BE 8X8 STRUCTURAL #1 GRADE. 0 NEW 1/4" KERFED STEEL II in PLATE-RE: 1/522 F II I ®� ry 2. ALL BEAMS SHALL BE DOUGLAS-FH? STRUCTURAL #1 GRADE. l ` ` F■111111111111/1111111111H1H11111111101111111111111111 _ ` - MATCH EXISTING BEAM SIZE. CONTRACTOR SHALL VERIFY SIZE v V v II NEW 6X TIMBER in IN THE FIELD. W �■nnnnnnnnnnnn10111■101■nnnnnnnI BEAM I ® I N� "' s. II L— u NEW 8X8 COLUMN NEW 8X8 COLUMN n — < J r S OT ION /1 5 : CT ION 2 0 0 1 1/2" = 1'-0" 1 1/2" = 1'-0" — CO DATE ISSUE 4/15/14 OMER REVIEW SJ�6M PERMIT b/Ib/14 PERMIT REVISION 2 Q 1b N CO© V O N co 19 Z� 3 a N U) 7 7 2 O 0 a 0 . /III II II ii 1111 I 0 III 111111 U N 0 C O co 7 V O d