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l-318, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE". CONCRETE SHALL ACHIEVE A MINIMUM 28 DAY DESIGN STRENGTH AS FOLLOWS:FOOTINGS, WALLS, INTERIOR SLABS-ON-GRADE, AND OTHER CONCRETE NOT OTHERWISE SPECIFIED - 3000 PSI. EXTERIOR SLABS EXPOSED TO WEATHER - 4000 PSI AIR ENTRAINED. ALL CONCRETE SHALL CONTAIN AN APPROVED WATER-REDUCING AOMIXTURE. SLUMP AT THE POINT OF DISCHARGE FROM THE READY-MIX TRUCK SHALL BE 3-5". REINFORCING STEEL: TYPICAL - ASTM A615, GRADE 60. FIELD BENT - ASTM A615, GRADE 40 WELDED WIRE FABRIC - ASTM A185. PROVIDE #4 x 48" LONG BARS IN SLAB AT ALL INTERIOR CORNERS. 1. 2, 4. 5. 6. 7. 2. 3. WHERE FOUNDATIONS ARE EXISTING, DESIGN HAS BEEN COMPLETED ASSUMING FOUNDATIONS ARE SUITABLE TO SUPPORT PROPOSED RENOVATION. CONTRACTOR RESPONSIBLE FOR VERIFYING THAT THE EXISTING FOUNDATION CONFORMS TO BUILDING CODE REQUIREMENTS AND REPORT FOOTING CONDITIONS TO ENGINEER FOR VERIFICATION. EXCAVATE TO LINES AND GRADES REQUIRED TO PROPERLY INSTALL THE FOUNDATIONS ON INORGANIC, UNDISTURBED SOIL OR CONTROLLED STRUCTURAL BACKFILL AS REQUIRED BY THE ARCHITECT. ALL EXCAVATIONS SHALL BE DRY BEFORE PLACING ANY CONCRETE. EXTERIOR FOOTINGS SHALL BE PLACED ON APPROVED SOIL AT A MINIMUM DEPTH OF 4'-0", OR AS MODIFIED BY THE STRUCTURAL ENGINEER, BELOW THE LOWEST ADJACENT GROUND EXPOSED TO FREEZING. ANY AOJUSTMENT FOOTING ELEVATIONS DUE TO FIELD CONDITIONS MUST HAVE THE APPROVAL THE ARCHITECT. SOIL BEARING CAPACITY: FOOTINGS MUST BE PLACED ON SOIL WITH A MINIMUM BEARING CAPACITY Of 2500 POUNDS PER SQUARE FOOT. BACKFILL BELOW FOOTINGS AND SLABS SHALL BE MADE WITH APPROVED GRANULAR MATERIALS PLACED IN 6" LAYERS. LAYERS SHALL BE COMPACTED TO 96X DENSITY AT OPTIMUM MOISTURE CONTENT, AS DEFINED BY ASTM D1557. BACKFILLING AGAINST WALLS OR PIERS MAY ONLY BE DONE AFTER WALLS OR PIERS ARE BRACED TO PREVENT MOVEMENT. FOR WOOD FRAMED RESIDENTIAL CONSTRUCTION, NO BACKFILLING OF WALLS MAY TAKE PLACE UNTIL THE FIRST FLOOR DECK HAS BEEN FRAMED AND SHEATHED, UNLESS WRITTEN APPROVAL IS GIVEN BY THE ARCHITECT OR ENGINEER. PROVIDE FOUNDATION DRAINAGE, WATERPROOFING/DAMP-PROOFING, AND FOUNDATION WALL INSULATION AS INDICATED ON THE ARCHITECTURAL DRAWINGS. FOUNDATION DESIGN ASSUMES SOILS ON SITE ARE CLASS TYPES GM,GC,SM,SM-SC AND ML (PER THE UNIFIED SOIL CLASSIFICATION SYSTEM) WITH A DESIGN LATERAL SOIL PRESSURE Of 45 PSF PER FOOT OF DEPTH. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR/OWNER TO CONFIRM THIS DESIGN ASSUMPTION WITH A GEOTECHNICAL ENGINEER, CIVIL ENGINEER, OR OTHER QUALIFIED DESIGN PROFESSIONAL, FORCES DUE TO HYDROSTATIC PRESSURE HAVE NOT BEEN CONSIDERED IN THE DESIGN OF THE FOUNDATION FOR THIS STRUCTURE. IT IS THE RESPONSIBILITY THE GENERAL CONTRACTOR/OWNER TO CONFIRM WITH A GEOTECHNICAL ENGINEER, CIVIL ENGINEER, OR OTHER QUALIFIED DESIGN PROFESSIONAL TO ENSURE HYDROSTATIC FORCES DO NOT EXIST. INFORMATION REGARDING THE SUBGRADE SITE PREPARTION INDICATED ON THESE PLANS IS RUDAMENTARY. IT IS THE RESPONSIBILITY THE GENERAL CONTRACTOR/OWNER TO CONFIRM ALL SUBGRADE, SOIL, DRAINAGE AND ANY OTHER SITE RELATED INFORMATION WITH A GEOTECHNICAL, CIVIL ENGINEER, OR OTHER QUALIFIED DESIGN PROFESSIONAL. or 4. 5. 6. 7. 8. 9, or or 10. or ABBREVIATIONS: 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18, FOUNDATIONS 1. 4. 5. 7. GENERAL CONDITIONS 2. 3. 6. DEAD LOAD 1. 2. ON - DOWN (E) - EXISTING EOR - ENGINEER OF RECORD ADD'L - ADDITIONAL BLKG - BLOCKING EQSP - EQUAL SPACES BM - BEAM ES - EACH SIDE BTM - BOTTOM EW - EACH WAY BRG - BEARING FON - FOUNDATION BTWN - BETWEEN FIN - FINISH FLG - FLANGE 8W -BEARING WALL FTG - FOOTING CLG - CEILING COL - COLUMN FVP - FLAT VALLEY PLATE CONC - CONCRETE HORIZ - HORIZONTAL CONN - CONNECTION HOR - HEADER CONT - CONTINUOUS JST - JOIST CWA - COORDINATE W/ ARCHITECT LVL - LAMINATED VENEER LUMBER LW - LONG WAY DIAG - DIAGONAL MAX - MAXIMUM MIN - MINIMUM MFR - MANUFACTURER NTS - NOT TO SCALE QC - ON CENTER PL - PLATE PT - PRESSURE TREATED REQ - REQUIRED SPEC - SPECIFICATION SW - SHORT WAY TFN - TOP FLANGE NAILER TYP - TYPICAL UNO - UNLESS NOTED OTHERWISE VERT - VERTICAL VIF - VERIFY IN FIELD W/ - WITH 19. 20. 21. 22. 23. 24. 25. 26, 27, or or SIMPSON ABZ POST BASE, TYP. ., ...... \ 12" DIA CONCRETE PIER W/ 24" BELLED FTG ,� ' -·--r \ I \ \ or or or ALL VENTS TO BE BY "SMART VENT"--FLOOD VENT CALCULATIONS GARAGE AREA CRAWL SPACE ENCLOSED AREA APPROX. 590 SOFT APPROX. 550 SOFT VENT AREA NUMBER OF VENTS 200 SOFT 3 200 SOFT 3 TOTAL NEW VENTS = MIN. 6 VENTS ',.... I I I I I P� ,,:_..,. / / I I I � �J ASSUMED EXISTING 10" THICK CONCRETE WALL W/ 12" THICK x 24" i vWIDE CONCRETE FOOTING • I (4'-0" BELOW GRADE, � I TYP.) I I I •I •I I L. ..,�,� I I I I ---.. r· I I �-:::... \ • I --# I F ' 4:-'.v J I I � I I <· I I -· r I L . 't® •-\� T - ..... , _.,, , \ ' J '-i� 1 ' SIMPSON ABZ POST BASE, TYP. \ '---� ·12" DIA CONCRETE PIER W/ 24" BELLED FTG ·� I r L. r· . -�----1-,,,,,,, r•·-·1 ",,,·,, ",,,, ·- -11I,, j •I 1�- c=====i,H 1 \ \ I ' ,, _ I 1 ,,.... \ r- CONCRETE SLA \ -- l _ _J I " I L. ' I �,,, I --..._ I � S0.1 r------------------------- I q;; l . I___IL._ ii_ _ _!J ______ ii ___ Jl_.Jl--"1 ----. -·- - ---·-- .,. 0 � w � " 'O " �:;: >, C ro B CD= " E N .0 "' "' m NI � 0 :E .I..J I I I l . I 0� ti) ..., l � Q) 2 C2 I Q_� ·-\ Et SIMPSON ABZ POST BASE, TYP. " u� 02 z• DIA CONCRETE PIER � NOTE: THE PROPOSED ADDITION IMPOSES ADDITIONAL LOADS ON THE FOUNDATION WALLS, STRUCTURALLY, THESE WALLS ARE ADEQUATE TO SUPPORT THE ADDITIONAL LOAD, HOWEVER THEY ALSO IMPOSE AN ADDITIONAL LOAD ON THE SOIL. CONTRACTOR TO VERIFY W/ GEOTECH ENGINEER THAT WALLS ARE AT MINIMUM 24" WIDE AT BASE AND SOIL IS AT MINIMUM ADEQUATE TO SUPPORT 3000 PSF. CONTACT JLV STRUCTURAL CONSULTANTS IF THESE CONDITIONS ARE NOT MET FOUNDATION PLAN SCALE: 1/4"=1'-0" FOUNDATION NOTES: 1. ALL FOUNDATION DIMENSIONS AND ELEVATIONS TO BE VERIFIED WITH SITE CONDITIONS AND ARCHITECTURAL DRAWINGS. CONTRACTOR SHALL NOTIFY THE ARCHITECT IMMEDIATELY OF ANY DISCREPANCIES BETWEEN ENGINEERING AND ARCHITECTURAL DOCUMENTS, 2. COORDINATE ALL FLOOD VENT LOCATIONS W/ ARCH'L �z en <( N _J w 0 I- a.. N 0 oz ..... zo 0 -- FOOTING SCHEDULE FOOTING ID TAG F1.5 F2 F2,5 F3 F3,5 F4 F4.5 rs rs FOOTING SIZE 1'-6"x1'-6"x12" THICK 2'-0"x2' -O"x12" THICK '" 2•-s•x2'-6 x12" THICK '" 11 3'-o•x3'-0 x12 THICK '" '" 3'-6•x3'-6 x12 THICK 4'-0"x4'-0"x12" THICK 4'-6"x4'-6"x12" THICK 5'-0"x5'-0"x14" THICK '" 6'-o•xs'-0 x1-4" THICK C') REINFORCING NO REINFORCEMENT (3l 14 E.W. BOT. (31 •4 E.W. BOT. 4 •4 E.W. BOT. 5 44 E.W. BOT. 5 15 E.W. BOT. 5 E.W. BOT. 6 E.W. BOT. 7 16 E.W. BOT. ..... I<( <( Iw 0::: Cl wz I2 Z:::::> wo w a.. (9 LL I •s •s _J V) LEGEND $'� <:, BW = BEARING WALL � ,-�� FVP = FLAT VALLEY PLATE ,fl*"" �v (E) = EXISTING �f<>' Of/SP = DOUG FIR/So. PINE� __ _J ___ , r-----------------------, "' N ·- °'..... I I I ·! I z w ' "' c:: a• "" "" a, ci "' "' "" .c@I 5 0 V) 1 I : : I ,r. I I, 1 c C ·- CRAWL SPACE , ;, I 11 I 1•:1 � 0 C Q) -0 I, 11 �u z u I I j I E Q) - '..l ,,-- I ' / I --ri•-i I -1 · I I . I ,0�6'� or ' � ,.m I I I I I I I l I I' I I l I l I l l I -� •======i= • ., �J or 1. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE RI BUILDING CODE SBC-1-2019, SBC-2-2019, IBC 2015, IRC 2015, ASCE 7-15, AND ASCE 24-05 WITH RESPECT TO FLOOD RESISTANT CONSTRUCTION. 2. ALL ENCLOSED SPACES BELOW BFE HAVE BEEN DESIGNED AS DRY FLOOD PROOFED IN ACCORDANCE WITH SECTION 6 OF ASCE 24-05 AND FEMA TECH BULLETIN f3. 3. ALL ENCLOSED UTILITY VAULTS, STORAGE VESSELS/TANKS (INCLUDING FUEL OIL, PROPANE, NATURAL GAS, ETC), SEPTIC TANKS AND OTHER ENCLOSED RELATED APPURTENANCES, SHALL BE PROPERLY DESIGNED, CONSTRUCTED, INSTALLED, AND ANCHORED TO RESIST ALL FLOOD RELATED AND OTHER LOADS INCWDING THE EFFECTS BUOYANCY DURING FLOODING UP TO AND INCLUDING THE DESIGN FLOOD. THESE ITEMS SHALL BE DESIGNED, CONSTRUCTED, INSTALLED, AND ANCHORED TO RESIST AT LEAST 1.5 TIMES THE POTENTIAL BUOYANT AND OTHER FLOOD FORCES ACTING ON AN EMPTY OR FULL TANK/VESSEL, WHICHEVER PRODUCES THE MOST CRITICAL EFFECT, DURING DESIGN FLOOD CONDITIONS. FURTHERMORE, THE DESIGN, CONSTRUCTION, AND INSTALLATION SHALL PREVENT THE RELEASE OF CONTENTS INTO FLOODWATERS OR THE INFILTRATION FLOODWATERS. THE DESIGN THE TANK, VESSEL, OR ENCLOSED ITEM, INCWDING ITS ANCHORAGE SHALL BE THE RESPONSIBILITY THE SPECIFYING DESIGN PROFESSIONAL. 4. ALL MATERIALS AT OR BELOW EL 14.0' SHALL BE IN ACCORDANCE WITH SECTION 5 OF ASCE 24-05. ITEMS IN THIS SECTION SHALL SUPERSEDE OTHER SECTIONS WHICH SPECIFY NON-FLOOD RESISTANT CONSTRUCTION MATERIALS, • ALL METAL CONNECTORS, FASTENERS, AND PLATES SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED. • ALL STRUCTURAL STEEL SHALL BE EITHER HOT-DIP GALVANIZED OR PRIMED AND PAINTED WITH ZINC RICH PAINT ON ALL SURFACES. • ALL WOOD LUMBER AND ENGINEERED LUMBER SHALL BE PRESSURE TREATED AS SPECIFIED ON PLANS. • IN ADDITION TO THE GENERAL NOTE SPECIFICATIONS FOR CONCRETE PROVIDED ELSEWHERE IN THE CONTRACT DOCUMENTS, ALL CONCRETE SHALL CONTAIN GRACE DCI-S CORROSION INHIBITING ADMIXTURE WHICH HAS BEEN PROPERLY PROPORTIONED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS. CONCRETE CONTRACTOR SHALL COORDINATE SPECIAL CONCRETE PLACEMENT/CURING REQUIREMENTS ASSOCIATED WITH ALL ADMIXTURES. 1 ,----------------------------------------------------7 i- -'� "I. _II! li � _ � "l_ I I ,-- --- - --- -- � -- ----7 ,--------------------------7 I I I I 1 I I I or OCCUPANCY CATEGORY: II MAPPED FLOOD ZONE: COASTAL AE-13 BASE FLOOD ELEVATION (BFE): 13.0 FEET (SEE SITE PLAN) DESIGN FLOOD ELEVATION (DFE): 14.0 FEET (BFE PLUS 1 FT) z - en or FLOOD RESISTANT CONSTRUCTION � l ( Structural Consultants or or "'w 0 ( or ALL ROUGH CARPENTRY WORK SHALL BE EXECUTED IN CONFORMANCE WITH THE 9TH EDITION THE MASSACHUSETTS BUILDING CODE FOR ONE AND TWO FAMILY DWELLINGS (MBC 1&2) AND THE INTERNATIONAL RESIDENTIAL CODE FOR ONE AND TWO FAMILY DWELLINGS (IRC 1&2). REFER TO THE MBC 1i2 AND IRC 1&2 FOR FRAMING COMPONENTS NOT SPECIFIED IN PLANS AND SECTIONS. NOTIFY THE ENGINEER Of ANY COMPONENT NOT DEFINED IN EITHER THE MBC 1&2 AND IRC 1!:2 OR IN THESE DRAWINGS. REFER TO THE IRC 1i2 FASTENER SCHEDULE FOR STRUCTURAL MEMBERS TABLE 602.3 FOR CONNECTION FASTENING NOT IDENTIFIED IN THESE PLANS OR DETAILS. ENGINEER MAKES NO CLAIMS TOWARDS EXISTING CONDITIONS. WHEN NOT OTHERWISE IDENTIFIED, ALL WOOD BEAMS, JOISTS, RAFTERS, HEADERS. STRINGERS, STUDS, PLATES, AND SILLS SHALL BE SPRUCE PINE FIR #2 OR BETTER, WITH A MINIMUM Fb = B75 PSI (SINGLE USE) AND Fb = 1000 PSI (REPETITIVE USE), AND E SHALL BE 1,4000,000 PSI OR BETTER. LVL BEAMS, AS NOTED ON PLANS, SHALL HAVE A MINIMUM Fb = 3,100 PSI, E = 2,000,000 PSI, AND Fv = 285 PSI. NO SUBSTITUTIONS WILL BE ACCEPTED, UNLESS THE ENGINEER SPECIFICALLY APPROVES ANOTHER PRODUCT SUBMITTED BY THE CONTRACTOR, WOOD "I" BEAMS SHALL BE BY WEYERHAUSER. NO SUBSTITUTIONS WILL BE ACCEPTED, UNLESS THE ENGINEER SPECIFICALLY APPROVES ANOTHER PRODUCT SUBMITTED BY THE CONTRACTOR, MANUFACTURER'S RECOMMENDATIONS FOR BEARING, REINFORCING, CUTS, CANTILEVERS, FASTENING, ETC., SHALL BE STRICTLY ADHERED TO. ENGINEERED WOOD POSTS (PSL POSTS), AS NOTED ON PLANS, SHALL BE "PARALLAM PSL" BY WEYERHAUSER AND SHALL HAVE A MINIMUM Fb = 2,400 PSI, E = 1,800,000 PSI, Fl= 1,995 PSI, Fc_1. = 545 PSI FG, = 2,500 PSI Fv = 190 PSI, ENGINEERED LUMBER SUBJECT TO WET SERVICE CONDITIONS (MOISTURE CONTENT > 16% AND