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HomeMy WebLinkAbout51 Mill Pond Rd planSTRUCTURAL BENJAMIN BOLGER ENGINEER eosroN, MnssncHuserTs 774,2172935 INDEX OF DRAWINGS NO. SHEET TITLE S1.1 IFOUNFATION PLAN ARCHITECTURAL A00 ITITLE SHEET 1 OF 1 EXISTING SURVEY ARCHITECTURAL A01 SITE PLAN A01A BASEMENT PLAN A01 B LEVEL 1 PLAN A01 C LEVEL 2 & ROOF PLAN A02 BUILDING PERSPECTIVES A03 OVERALL BUIDING AXONS A04 OVERALL BUILDING PRESENTATION ELEVATIONS A05 OVERALL BUILDING SECTIONS STRUCTURE S0.1 GENERAL NOTES S0.2 TYPICAL DETAILS S1.2 FIRST FLOOR FRAMING PLAN S1.3 LEVEL 2 FRAMING PLAN S1.4 ROOF FRAMING PLAN S2.1 DETAILS I S2 2 DETAILS II 77 F ° ��.. BUILDI] IIi;AI. REGISTRATION SHEETINFO ............... REVISION NO. DESCRIPTION DATE 03/28/2022 SHEET TITLE TITLE SHEET SHEET NO. A00 DATE SOIL TEST PIT DATA NOT TO SCALE TEST PIT TP-1 GIRD. EL. 74.9 SHGW EL. 64.4 EL. 74.4 EL. 73.9 EL. 72.9 EL. 71.1 EL. 64.4 / A j LOAMY SAND 10YR 2/1 -- 5 / / E % LOAMY SAND 10YR 4/2 B / j LOAMY SAND j 10YR 4/6 2, C COARSE SAND 2.5Y 6/8 10 GW OBSERVE[ L" 45" 26" ON SI TE SOIL EVALUATION DATE: DECEMBER 16, 2020 TEST BY: BSC GROUP, INC. WITNESSED BY: MALLORY LANGLER LICENSED SOIL EVALUATOR: TODD MACDONALD PERCOLATION RATE: < 2 MINS./INCH SOIL CLASS: CLASS 1 L.T.A.R.: 0.74 GPD/S.F. LEGEND UNSUITABLE ESTIMATED MATERIALS _L SEASONAL HIGH (TO BE REMOVED) GROUNDWATER PERCOLATION DN TEST RANGE LOCUS INFORMATION EXISTING BLD. COVIiRAGE: 847±S.F. (11.3%) CURRENT OWNER: IMELDA & ERION SOLLOMONI TITLE REFERENCE: DEED BOOK 33079, PAGE 281 PLAN REFERENCE: PLAN BOOK 45, PAGE 17 ASSESSORS MAP: 45 PARCEL: 60 ZONING DISTRICT: R-25 SETBACKS: FRONT 30' SIDE 15' REAR 20' MINIMUM LOT SIZE: 25,000 S.F. EXISTING TOTAL LOT AREA: 7,487f S.F. NITROGEN SENSITIVE ZONE: NOT A ZONE II FEMA FLOOD ZONE DISTRICT: "X" DATED 7-16-2014 PANEL #25001CO567 J \� OVERLAY DISTRICT: NONE BRIAN G. YERGATIAN DATE PROFESSIONAL ENGINEER SEPTIC SYSTEM DESIGN PLAN 51 MILL POND ROAD IN WEST YARMOUTH MASSACHUSETTS (BARNSTABLE COUNTY) SITE PLAN DECEMBER 30, 2020 REVISIONS: NO. DATE DESC. PREPARED FOR: ERION SOLLOMONI 30 SQUANTO ROAD QUINCY, MA 02169 BSC GROUP 349 Main Street - Route 28 West Yarmouth, Massachusetts 02673 508 778 8919 © 2020 BSC Group, Inc. SCALE: 1" = 10' 0 5 10 20 FEET FILE: 5040800- SEP. D WG .: 66 1 OF 1 LO—SHEET LJOB.: 5-0480.00 PROJECTINFO OWNER'S INFO TABLE OF DIMENSIONAL REQUIREMENTS & ZONING COMPLIANCE REQUIRED ZONING OR OVERLAY DISTRICT R-25 MINIMUM LOT SIZE 7,487 SF MINIMUM FRONTAGE 150 Ft MINIMUM YARD FRONT 30 Ft SIDE 15 Ft REAR 20 Ft MAXIMUM BUILDING COVERAGE 25% = 1,872 Sf MAXIMUM SHAPE FACTOR 22 / i i i i i 00p EXISTING FRONT ENTRY DECK STRUCTURE 16,-5 i 18„ ZC �1S�NGO�G� M v ► T N 0 N N ► co w ► 0 o ' 0 U) z ► a w ► 0 Q ' N O N i i i EXISTING DECK STRUCTURE SITE PLAN SCALE: 1/8" =1'-0" PROVIDED R-25 7,487 SF 34 Ft EXISTING AS NOTED EXISTING AS NOTED, NEW 15 Ft MIN. 20 Ft 25% = 1,870 Sf 20.4 @ 391.15 LF PERIMETER � EXITING BUILDING STRUCTURE NEW BUILDING ADDITION NEW DECK STRUCTURE X cn W _I rn Z 00 G7 — — ----------� 1 General Notes: 1. IF DRAWING IS LESS THAN 30" BY 42", IT IS A REDUCED DRAWING. REDUCE NUMERICAL SCALE ACCORDINGLY. 2. UNLESS GRAPHICALLY INDICATED OR OTHERWISE NOTED "EXISTING", ALL MATERIALS ARE NEW. 3. DIMENSIONING FORMAT FOR THE ARCHITECTURAL DRAWINGS IS: A. DIMENSIONS FOR MASONRY ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS FOR STUD WALLS ARE TO FINISH FACE OF THE WALL (NOT INCLUDING TILE OR OTHER FNISH) UNLESS OTHERWISE NOTED. C. CRITICAL CLEAR DIMENSIONS AND FINISH OPENINGS ARE INDICATED AND ARE TO FINISH FACE OF ELEMENT. 4. ALL INDICATIONS AND NOTATIONS ON THE DRAWING APPLYING TO ONE AREA OR CONDITION APPLY TO OTHER SIMILAR AREAS OR CONDIITIONS UNLESS OTHERWISE NOTED. DETAILS NOT SHOWN ARE SIMILAR IN CHARACTER TO DETAILS SHOWN. WHERE SPECIFIC DIMENSIONS, DETAILS OR DESIGN INTENT CANNOT BE DETERMINED, CONSULT THE ARCHITECT BEFORE PROCEEDING WITH WORK. 5. REFER TO SHEETS A051 FOR PARTITION TYPES, GRAPHIC AND SYMBOLIC DESIGNATIONS, NOTES, AND DETAILS. 6. REFER TO SHEET A901 FOR DOOR INFORMATION, SCHEDULES AND DETAILS. 7. REFER TO SHEET A800 SERIES FOR FINISH INFORMATION AND SCHEDULES. 8. REFER TO SHEET A400 SERIES FOR EXTERIOR ELEVATIONS. TEAM INFO REGISTRATION KEY PLAN O CO T N - Q O O v co Lo N .= LO o0(b LJJ c N ca O T I 1 . co �p 0 m C E22 cr 0 co SHEETINFO REVISION NO. DESCRIPTION DATE DATE 03/28/2022 SHEET TITLE SITE PLAN SHEET NO. A01 v- s to ch CO Cn N e- M N 00 r- N 4-3'-1" BASEMENT LEVEL PLAN SCALE: 1/4" = l'-0" EXISTING FOUNDATION 27- 4" __— — — — — — — — -- I L 10' -101 /4" co N CRAWL SPACE 0" O / OUTLINE OF BUILDING ABOVE CRAWL SPACE 3'-1" 0 10'-101/4" iO 1 l' - 4 3/4" 30' -1 1/2" 18'-83/4" OWNER'S INFO PROJECT INFO M O N O O Q TO N .= ._ Q O O ca O co 0 cn O co LJ.) CZ CV o T 0 0 0 da c c cr 0 U) O � — M Lo TEAM INFO REGISTRATION KEY PLAN SHEETINFO REVISION NO. DESCRIPTION DATE DATE 03/28/2022 SHEET TITLE BASEMENT PLAN SHEET NO. A01 A PROJECTINFO OWNER'S INFO nAl All 4 4 � O Ol All 441 A '3/A- 401 4n" LEVEL 01 PLAN TEAM INFO REGISTRATION KEY PLAN SHEETINFO REVISION NO. DESCRIPTION DATE 03/28/2022 SHEET TITLE LEVEL 1 PLAN O CO N .� Q .O � O U 00 c .� Ln c) (b /w CZ N O co O W E 2 _c- O co DATE SHEET NO. A01 B LEVEL 02 PLAN TRELLIS @ 24" O.C. U 5' GUTTER & DOWNSPOUT SYSTEM TRELLIS @ 24" O.C. PROJECT INFO OWNER'S INFO M O N O O A \ Q CO N �C Q L 2 ♦/� O 4) m O v co } N ':3 OC'1Co W CZ N O T m m LL � 0 0 O x °' c c �cr a 0 U) O co C � TEAM INFO REGISTRATION KEY PLAN SHEETINFO REVISION NO. DESCRIPTION DATE DATE 03/28/2022 SHEET TITLE LEVEL 2 & ROOF PLAN SHEET NO. A01C 111OR 61i'x� - -- - - i ■ �� 1_� —1—__ -- IIIISIS:Ifag - a, ICI r�r • • t3UILUI nCE200 iI1 Z" NORTHEAST AXON VIEW SCALE: or P 7' 4'4 Pr 44 -v NORTHWEST AXON VIEW_ A03 SCALE: A !� it- vv;� i� SOUTHEAST AXON VIEW SCALE. Wk Im W.: a Ali—'J- m .PROJECT INFO .... OWNER'S INFO Q cy) N C 0 (M ♦ (D < (o c\j •< E 0 0 0 cn :3 Lo 0 V co -0 Lu CZ c\I 0 rr 0 7@ c: O E cz c: a. 0 C) co TEAM INFO REGISTRATION KEY PLAN AA SHEET INFO ,REVISION NO. 'DESCRIPTION DATE DATE 03/28/2022 SHEET TITLE OVERALL BUIDING AXONS SOUTHWEST AXON VIEW SCALE SHEET NO. A03 k ► ► ROOF ► EL. 18'-4" — Tor i.# LEVEL 02 ► EL. 9'-0" ► r.P 'J LEVEL 01 ► EL. 0'-0" — — 3 y 2 A05 I 7— 7 -7� i Ailk Basement Level �1 Northwest Elevation C SCALE: 3/16" = V-0" J 2 Southeast Elevation Ann / SCALE: 3/16" = V-0" ?A05 a . i 3 yA05 — — ROOFS I EL. 18' - 4" S t % � #I LEVEL 02� EL. 9'-0' 0 M EL. 0' - 0" EL. -T - 4 ROOF — — — EL. 18' - 4" Ih Adk i LEVEL 02 " k EL. 9'-0" LEVEL 01 EL. 0'- 0" ROOF— — EL. 18' - 4" LEVEL 02 EL. 9'-0" LEVEL 01 — EL. 0' - 0" Basement Level EL. -T - 4" ri y Northeast Elevation SCALE: 3/16" = V-0" r¢ ---I I EEI I El I �-=l I I E I I 1 -11 El I I:-=- I I-E-1 I I=---- 11 Southwest Elevation SCALE:: 3/16" = V-0" PROJECT INFO OWNER'S INFO N O O �I \ Q CO .� 0 ■ 0 P Q E N O L O U co to .E- n j 00C�co W CZ N > .... O ... co O. .. d C: . c— O — co C Lo TEAM INFO REGISTRATION KEY PLAN SHEETINFO REVISION NO. DESCRIPTION DATE 03/28/2022 DATE SHEET TITLE OVERALL BUILDING PRESENTATION ELEVATIONS J C J SHEET NO ROOF EL. 18' - 4' LEVEL 02 EL. 9' - 0" LEVEL 01 EL. 0'-0" Basement Level EL. -7' - 4° i -II If II II I II II II II I I III III I III I II I I II Y III .III III ��� ��� ��� III III III III III III III III III III III III III III III III III III III III III ��� III III III III III III III III �� Section 1 ROOF EL. 18' - 4" LEVEL 02 EL. 9' - 0" LEVEL 01 EL. 0'- 0" Lo 1f1- Adk Basement Level EL.-T-4" Section 2 ROOF EL. 18' -- 4 LEVEL 02 EL, 9'-0" LEVEL 01 EL. 0'-0" AN Basement EL. -7' -- 4" , Section 3 PROJECT INFO OWNER'S INFO co O N O O A \ Q c_fl W N .= p Q .0 O 0 co N .c T- It 0 0 (b c}U) LV (Z N > 06 o T M L L. O O cr- °' cz : �� a O c) TEAM INFO REGISTRATION KEY PLAN SHEETINFO REVISION NO. DESCRIPTION DATE DATE 03/28/2022 SHEET TITLE OVERALL BUILDING SECTIONS SHEET NO. A05 GENERAL 1. Structural work shall conform to the requirements of "The Commonwealth of Massachusetts State Building Code", gth Edition. (One and Two Family Dwelling Code), "The International Residential Code", IRC 2015, and ASCE 7-10. 2. Examine architectural, mechanical, plumbing and electrical drawings for verification of location and dimensions of chases, inserts, openings, sleeves, washes, drips, reveals, depressions and other project requirements not shown on structural drawings. 3. Verify and coordinate dimensions related to this project. 4. Typical details and notes shown on structural drawings shall be applicable to all parts of the structural work except where specifically required otherwise by contract documents. 5. Details not specifically shown shall be similar to those shown for the most nearly similar condition as determined by the engineer. FOUNDATIONS 1. Foundations for this project consist of CIP spread footings, foundation walls, and slabs -on -grade. The allowable bearing pressure is assumed to be 1.5 tons per square foot. The contractor is to verify the bearing conditions and notify the architect if conditions are not as assumed. 2. No responsibility is assumed by the architect for the validity of the subsurface conditions described on the drawings. 3. Foundation units shall be centered under supported structural members, unless noted otherwise on the drawings. 4. Exterior construction shall be carried down below finished exterior grade to a minimum depth of 4'-0", unless noted otherwise. 5. Provide temporary or permanent supports, whether shoring, sheeting or bracing so that no horizontal movement or vertical settlement occurs to existing structures, streets or utilities adjacent to the project site. 6. Carry out continuous control of surface and subsurface water during construction such that foundation work is done in dry and on undisturbed subgrade material. 7. Bottom 3 inches of exactions for footings shall be finished by hand shovel. 8. Backfill under any portion of the structure shall be compacted in 6" lifts. 9. No foundation concrete shall be placed in water or on frozen subgrade material. 10. Sheeting, shoring and bracing for the lateral support of excavation shall remain in place until all permanent structural systems below ground level are complete. CONCRETE 1. Concrete work shall conform to "Building Code Requirements for Reinforced Concrete" (ACI 318-14), and "Specifications for Structural Concrete for Buildings" (ACI 301-14). 2. Concrete shall be controlled concrete, proportioned, mixed and placed in the presence of a representative of an approved testing agency. 3. Unless noted otherwise, concrete shall have a minimum 28 day compressive strength and be of a type as follows: (A) Footings and tie beams (4000psi) Normal weight concrete (B) Framed slabs, beams, and walls (4000psi) Normal weight concrete (C) Topping slabs and housekeeping pads (3000psi) Normal weight concrete 4. Concrete to be exposed to the weather in the finished project shall be air entrained. 5. Provide a vapor barrier under interior slabs cast on grade. 6. Construction joints shown on drawings are mandatory. Omissions, additions or changes shall not be made except with the submittal of a written request together with drawings of the proposed joint locations for approval of the architect. 7. Where construction joints are not shown or when alternate joint locations are proposed, a concrete placing sequence shall be submitted to the architect for approval prior to preparation of the reinforcement shop drawings. 8. Size of concrete placements, unless noted otherwise, shall be as follows: Max. Length (ft) Max. Area (sq. ft.) (A) Footings and tie beams 30* - (B) Slabs on grade 30* 900 *Exceed only where intermediate contraction joints are provided. 9. Minimum of 72 hours shall elapse between adjacent concrete placements. 10. Concrete shall be placed without horizontal construction joints except where shown or noted. Vertical construction joints and stops in concrete work shall be made at midspan or at points of minimum shear. 11. Concrete slabs, including concrete placed on steel deck, shall be placed so that the slab thickness is at no point less than that indicated on the drawings. 12, Structural steel below grade shall be encased in concrete with a minimum cover of 2". REINFORCEMENT 1. Reinforcement work of detailing, fabrication and erection shall conform to "Building Code Requirements for Reinforced Concrete" (ACI 318-14), "ACI Detailing Manual - 1994" (SP-66), °CRSI Manual of Standard Practice" (MSP 1-97), and "Structural Welding Code - Reinforcing Steel" (AWS D1.4-92). 2. Steel reinforcement, unless noted otherwise, shall conform to the following: (A) Bars, ties, & stirrups ASTM A615 Grade 60 (Fy = 60ksi) (B) Welded wire fabric ASTM A185 3. Provide and schedule on shop drawings the necessary accessories to hold reinforcement securely in position. Minimum requirements shall be: high chairs, 4'-0" O.C. with continuous #5 support bar; slab bolsters, continuous and 3'-6" O.C.; beam bolsters, 5-0" O.C. 4. Minimum concrete protective covering for reinforcement, unless noted otherwise, shall be as follows: (A) Unformed surfaces cast against and permanently in contact with earth: 3.0" (B) Formed surfaces in contact with earth or exposed to weather: #6 through #8 bars 2.0" #5 bars, 5/8" wire and smaller 1.5" (C) Surfaces not in contact with earth or exposed to weather - walls, slabs, joists: #14 through #18 bars 1.5" #11 bars and smaller 1.01, Beams, girders and columns 1.5" - principal reinforcement, ties, stirrups or spirals 5. Where continuous reinforcement is called for, it shall be extended continuously around corners and lapped at necessary splices or hooked at discontinuous ends. Laps shall be Class B tension lap splices, unless noted otherwise. 6. Where reinforcement is not shown on drawings, provide reinforcement in accordance with applicable details as determined by the architect. In no case shall reinforcement be less than the minimum reinforcement permitted by the applicable codes. 7. Where reinforcement is required in section, reinforcement is considered typical wherever the section applies. 8. Reinforcement shall be continuous through construction joints. 9. Dowels shall match bar size and number, unless noted otherwise. 10. Welded wire fabric shall lap 8" or 1-1/2" spaces, whichever is larger and shall be wired together. 11. Reinforcement shall not be tack -welded. 12. Installation of reinforcement shall be completed at least 24 hours prior to the scheduled concrete placement. Notify architect of completion at least 24 hours prior to the scheduled completion of the installation of reinforcement. STRUCTURAL TIMBER CONSTRUCTION Timber construction shall conform to Part II "Design" as published in the "Timber Construction Manual" (AITC 6th Edition) and to "National Design Specification for Wood Construction" (NF.PA, 2012 Edition). New timber for structural use shall have a moisture content as specified in the "National Design Specification for Wood Construction (NF.PA, 2012 Edition). Timber construction shall conform to Article 23, "Wood" of the Mass. Code, latest edition. Material properties for timber shall conform to the following: (A) For members with nominal 2" thickness. S-P-F #142 or better (15% max MC). Allowable bending stress: Fb = 875 PSI (single member use) Fb = 1000 PSI (multiple member use) Allowable shear stress Fv = 135 PSI Compression parallel to grain = 1100 PSI Compression perpendicular to grain = 425 PSI Modulus of elasticity = 1,400,000 PSI (B) For members with nominal 4" and greater, Douglas Fir -Select Structural (19% max MC). Allowable bending stress Fb = 1,600 PSI Allowable shear stress Fv = 85 PSI Compression parallel to grain = 1,100 PSI Compression perpendicular to grain = 625 PSI Modulus of elasticity = 1,600,000 PSI (C) For pressure -treated members with nominal 2" thickness, Southern Pine #1 or better (19% max MC). Allowable bending stress Fb = 1300 PSI Allowable shear stress Fv = 90 PSI Compression parallel to grain = 1550 PSI Compression perpendicular to grain = 565 PSI Modulus of elasticity = 1,500,000 PSI (D) For pressure -treated members with nominal 4" thickness and greater, Southern Pine #2 pressure -treated (19% max MC). Allowable bending stress Fb = 1250 PSI Allowable shear stress Fv = 95 PSI Compression parallel to grain - 725 PSI Compression perpendicular to grain = 440 PSI Modulus of elasticity = 1,400,000 PSI "PT" indicates pressure -treated lumber (to be used when in contact with concrete, masonry or weather). '3-1/2" x 9-1/4" LVL' etc. indicates laminated veneer lumber-2.0 E beam or post by the Boise Cascade Co. or equal. 16" BCI 90's indicates engineered 1-joist with LVL top & bottom flange & OSB web manufactured by Boise Cascade Co. Joist support by nailing is forbidden unless used with an approved hanger. Unless noted otherwise on plans, all flush framed joists and beams shall be framed with Simpson hangers as follows (or approved equals): (A) 2x6; 2x8 (B) 2-2x6; 2-2x8 (C) 3-2x6; 3-2x8 (D) 2x10; 2x12 (E) 2-2x10; 2-2x12 (F) 3-2x10; 3-2x12 (G) 16" BCI 90 (J) 3-1/2" x 16" L.V.L. Type 'U26' Type 'U26-2' Type 'U26-3' Type 'U210' Type 'U210-2' Type 'U210-3' Type 'ITS 356/16' Type 'HGLTV3.516' (It is the contractor's responsibility to determine correct hangers for all sloped and/or skewed conditions.) 9. Minimum bearing for all joists and rafters shall be 4". 10. Use double joists under all partitions. 11. Partition and outside stud walls shall be bridges once in their story height or at least every 4'-6". 12. Exterior walls shall be framed with 2x6's at 16" C/C (unless noted on plan) with 32/16 -'/2" exterior plywood sheathing. Plywood to be nailed to studs with 10D galvanized nails at 4" on center at panel edges and at 12" on center at intermediate supports. 13. Interior walls indicated on plans shall be framed with 2x4's at 16" C/C or 2x6's at 16" C/C (see arch drawings). 14. Roof construction shall be as shown on the plans with 32/16-5/8" exterior plywood. 15. Floor construction shall be as shown on the plans with 32/16-3/4" exterior tongue and groove plywood sheathing, glued and nailed to the joists and beams. 16. "Advantech" sheathing, of the same thickness, may be substituted for the plywood sheathing specified above. OSB is not acceptable. 17. Interior door headers shall be a minimum of 2-2x8's unless noted otherwise on the plans. 18. Exterior door and window headers shall be a minimum of 3-2x8's unless otherwise noted on the plans. 19. No joist shall be noted or drilled with holes without the specific approval of the engineer. 20. No joist shall be repaired or reinforced in any way without the specific approval of the engineer. 21. Beams built up of timbers shall be firmly nailed or bolted together. 22. Plywood shall be laid with face grain parallel to span; stagger all joints. 23. Temporary erection bracing shall be provided to hold structural timber securely in position as described on the drawings. It shall not be removed until permanent bracing has been installed. 24. Timber shall be generally knot -free. with only small tight knots permitted and generally straight -grained. 25. Structural timber shall be identified by the grade mark of or certificate of inspection issued by a grading or inspection bureau or agency recognized as being competent. 26. Structural timber shall be visually stress -graded lumber in accordance with the provisions of ASTM designation D245-74, "Methods for Establishing Structural Grades and Related Allowable Properties for Visually Graded Lumber". 27. Timber shall be so handled and covered as to prevent marring and moisture absorption from snow or rain. RENOVATION AND RESTORATION 1. The contractor shall notify the engineer when, in the course of construction or demolition, conditions are uncovered which are unanticipated or otherwise appear to present a dangerous condition. 2. Information regarding existing construction or conditions is based on available record drawings which may or may not truly reflect existing conditions. Such information is included on assumption that it may be of interest to the contractor, but the engineer assumes no responsibility for its accuracy or completeness. 3. Verify all dimensions and conditions on the job. Discrepancies shall be brcught immediately to the attention of the architect before proceeding with that part of the work. 4. Where new work will be adjacent to or framing existing construction, verify dimensions of existing construction prior to fabrication of new members. 5. Provide all labor and material for any framing required to connect new framing to existing construction. Wherever it is necessary to remove existing construction in order to construct new work, the affected area shall be patched and rebuilt to match existing adjacent work to satisfaction of the architect. 6. Notify engineer of any contemplated structural alteration in reasonable time to render and document the engineer's decision. 7. Structural materials and components shall have prior approval of the engineer. 8. Structural alteration shall be preceded by adequate shoring and bracing. 9. Temporary shores shall be placed as close as practicable to the existing structural work being removed. 10. Headers shall be placed across top of shoring posts and shall be snug tight against underside of the structure above. 11. Shoring shall bear on sleepers to prevent damage to the structure below. 12. Shores shall be released gradually and left loosely in place for at least 2 days to allow for structural shake out. 13. Existing roof joists in a damaged condition (as determined by the engineer) must be replaced. STRUCTURAL DESIGN LOADS 1. Dead loads (A) Weight of building components 2. Live loads (A) Typical residential floor - 40 PSF (B) Parking (garage) - 50 PSF (C) Roof snow load - 25.0 PSF plus drift Pg =3.0 PSF; Is=1.0;Ce=1.0;Ct=1.0; 3. Wind loads - Per Mass. Building Code and ASCE7-10; Exposure B Basic Wind Speed V ult. Risk Category II = 140 mph Directional Method Heigh Wind Load (Ult.) (PSF) 0'-15' 20.0 15'-20' 21.6 20'-30' 23.8 SEE SPLICE STD HOOK STD HOOK SCHEDULE MATCH SIZE AND 1'-0" MIN 1'-0" MIN SPACING OF SMALLER •- HORIZ BAR a - OPTIONAL CONST JOINT 0 SAW CUT 1/8" x w w __ 1 1/2" CONT CONTROL JT ca 0 HORIZ BARS HORIZ BARS LU STD HOOK, 1'-0" MIN w � U c`n � - LAP OUTSIDE BARS OR a o MATCH SIZE AND PROVIDE CORNER BARS AS w = SPACING OF HORIZ SHOWN. WHERE SIZES OF w BARS IN THIS WALL x x x 0" TYP OUTSIDE HORIZ BARS DIFFER DETERMINE SPLICE LENGTH BY _ USING SMALLER SIZE 0" TYP VAPOR BARRIER AT CORNERS AT INTERSECTIONS 8" MIN GRAVEL OR CRUSHED STONE SEE SPECS K`1 ORIZONTAL WALL REINFORCEMENT tl �2SLAB ON GRADE \I..,- j SCALE: 1/8" = 1'-0" SCALE: 1/8" = 1'-0" DAMPPROOFING -- NATURAL SOIL BACKFILL - i ORIGINAL --- UNDISTURBED SOIL OR ROCK 6" MIN 3/8" — DRAINAGE FILL AROUND PIPE 2 1I 2'-0" CRUSHED STONE FILL FOUNDATION WALL PERFORATED PVC PIPES LAID TO INVERT ELEVATIONS SHOWN ON PLUMBING DRAWINGS . p PERFORATED V..O- PVC .. MIN r-.r .sry — SLAB ON GRADE _ —� 8" MINIMUM =III- III=III= MIRAFFI FILTER FABRIC OR -III=III=111--III- CRUSHED STONE = II1=1II-1I = APPROVED EQUAL DO NOT EXCAVATE BARRIER BELOW THIS LINE 1PERIIVIETER & UNDERSLAB DRAINAGE SCALE: 1/8" = 1'-0" 6" MIN ('RUSHFn STONE AROUI` PIPE PIPE FILL MATERIAL WELDED WIRE FABRIC (WWF) SEE PLANS SUPPORT WWF ON DENSE CONCRETE BLOCK AT 4'-0" OC EA DIRECTION _M 0 x c\M CONSTRUCTION JOINT;CJ) q6 ON GRADE STEEL SLEEVE rHRU WALL PIPE SHALL NOT PASS UNDER OR THRU WALL FOOTING. LOWER FOOTING BY STEPPING TO AVOID INTERFERENCE. PIPE THRU WALL SCALE: 1/8" = 1'-0" CATEGORY 1 CATEGORY ACCORDING TO STRUCTURAL CONCRETE CENTER -TO -CENTER BAR SPACING ELEMENT COVER <3DIA b >3DIA b >4DIA b >6DIA b <4DIA b <6DIA b BEAMS, COLUMNS, AND <DIA b 1 1 1 2 INNER LAYER OF WALLS OR SLABS >DIA b 1 3 5 6 <DIA b 1 1 1 2 ALL OTHERS >DIAb <2DIA b 1 3 3 4 —>2DIA b 1 3 5 6 TYPICAL ABBREVIATIONS 1. AVOID SPLICES IN REGIONS OF MAXI MOMENT. IF THIS IS NOT POSSIBLE DIA b = NOMINAL BAR DIAMETER STAGGER SPLICES SO THAT NOT MORE > =GREATER THAN THAN 50% OF THE BARS ARE SPLICED WITHIN A REQUIRED SPLICE LENGTH = EQUAL TO OR GREATER THAN _> OTHERWISE INCREASE SPLICE LENGTH < = LESS THAN BY 30%. < = EQUAL TO OR LESS THAN r3"*"'NLAP SPLICE TABLE SCALE: 1/8" =1'-0" VARIES 1'-0" MIN UPPER FOOTING 2 MIN NO EXCAVATION SHALL BE MADE BELOW THIS LINE WITHOUT ADEQUATE BRACING OR PROTECTION OF THE SOIL BENEATH THE IN PLACE UPPER FOOTING. MINIMUM SPLICE AND EMBEDMENT LENGTH SCHEDULE (UNLESS SHOWN OTHERWISE ON DRAWINGS) CLASS B TENSION SPLICE Fy=60000 PSI f = 4000 PSI,NORMAL WEIGHT BAR TOP BARS OTHER BARS SIZE CATEGORY CATEGORY 1 2 3 4 5 6 1 2 3 4 5 6 #3 18" 18" 18" 18" 18" 18" 16" 16" 16" 16" 16" 16" #4 26" 24" 24" 24" 24" 24" 20" 19" 19" 19" 19" 19" #5 40" 32" 30" 30" 30" 30" 31" 25" 23" 23" 23" 23" #6 57" 45" 40" 36" 36" 36" 44" 35" 31" 28" 28" 28" #7 77" 62" 54" 43" 42" 42" 59" 48" 42" 33" 33" 33" #8 102" 81" 71" 57" 51" 48" 78" 63" 55" 44" 39" 37" #9 129" 103" 90" 72" 64" 55" 99" 79" 69" 56" 50" 42" #10 163" 131" 114" 92" 82" 65" 126" 101" 88" 70" 63" 50" #11 200" 160" 140" 112" 100" 80" 154" 123" 108" 86" 77" 62" 2. TOP BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST IN THE MEMBER BELOW THE REINFORCEMENT. WALL REINF IS CLASSIFIED AS OTHER BARS. 3. FOR LIGHTWEIGHT AGGREGATE CONCRETE MULTIPLY THE VALUES ABOVE BT 1.3. LOWER CONSTRUCTION - 1'-0" MAX U) w LOPE BETWEEN FOOTING & ADJACENT CONSTRUCTION SCALE ' = _ ' -'," NOTE: 2 ROWS OF 16d NAILS @ 12" 0, 3 ROWS OF 16d NAILS @ 12" 0, 2 ROWS OF 1/2" 0 THRU-BOLTS @ 24" O/C FOR 14" LVL (SIDE LOAD) 3 ROWS OF 1/2" 0 THRU-BOLTS @ 24" O/C FOR 16" & 18" LVL 3 ROWS OF 16d NAILS @ 12" OC FOR UP 16" LVL (TOP LOAD) (iTYPICAL UNLESS OTHERWISE NOTED) ULTI-PLY LVL FASTENERS (UP TO 3 PLIES SCALE: 1" = 1'-0" BW Structural Consulting seal: OF yjj- BENJAMIN BOLGER No. 53790 a� C 0 U N H C 0 .y W U�Q Z W O I V) ' w Q z0 073 Z C� 0 J' 0 C= G vJ I 0 ' - U-)� LLJ V! U a� 'o a N N O N M N M O N V / a C C fn QI W Q N (0 V N U m m Z cc H SOm2 dwg no: 2 S2.1 SIM -------------- i i J r---, I 3.0 I o L-�- J F3.0 W2.0 1 /2x3-1 /2xl /4 IN UP MENT SLAB B ON GRADE JGS FOR ELEVATION ------------------- "'A SIM 2 `.-S2 1 O \� 12" DIA. SONOTUBE DIA BELLED BASE, = 8 LOCATIONS 2x10 PT LEDGER LAGGED TO RIM BOARD W/ (2) 1/4" - LAG SCREWS @ 16" O.C. DOUBLE UP 2X10 JOISTS UNDER JACK+KING STUDS ABOVE NEW 2X10 JOISTS CANTILEVER OVER (E) FND WALL THIS SIDE. SEE ARCH FOR WATERPROOFING. EXISTING DECK FRAMING TO REMAIN r 6x6 PT POST DN TYP. AT (4) LOCATIONS THIS SIDE LEVEL 1 FRAMING PLAN SCALE: 114" = 1'-0" NEW 2X10 JOISTS CANTILEVER OVER (E) FND WALL THIS SIDE. SEE ARCH FOR WATERPROOFING. DOUBLE UP 2X10 JOISTS UNDER JACK+KING STUDS ABOVE SIM 2 S2.1 3-2x6 POST UP 2-2x10 PT LEDGER LAGGED TO RIM BOARD W/ (2) 1/4" LAG SCREWS @ 16" O.C. 6x6 PT POST DN TYP. AT (4) LOCATIONS THIS SIDE PLAN NOTES: 1. FOR GENERAL NOTES, SEE S0.1. 2. FOR TYPICAL DETAILS, SEE SHEET S0.2. 3. L,--� INDICATES FLUSH FRAMED CONNECTION. SEE GENERAL NOTES FOR HANGER SCHEDULE ON S0.1. - � INDICATES JOIST OR BEAM WITH WALL ABOVE. 4. S, INDICATES SPAN DIRECTION OF 3/4" PLYWOOD SHEATHING. 6. ALL EXTERIOR WALLS SHALL BE 2x6 STUDS @ 16" O/C WITH 1/2" SHEATHING UNLESS NOTED OTHERWISE, SHEATHING IS TO BE NAILED TO STUDS W/ 10D NAILS 4" O.C. AT PANEL EDGES & 12" O.C. AT INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE. 7. SEE ARCHITECTURAL DRAWINGS FOR PLUMBING, MECHANICAL, OR ELECTRICAL CHASES NOT SHOWN. 8. SEE ARCHITECTURAL DRAWINGS FOR STAIR LAYOUTS AND DIMENSIONS. 9. INDICATES EXISTING BEAM OR JOIST 9. SW INDICATES SHEAR WALL W/ 2X WALL W/ 1/2" SHEATHING. SHEATHING IS TO BE NAILED TO STUDS W/ 10D NAILS 4" O.C. AT PANEL EDGES & 12" O.C. AT INTERMEDIATE SUPPORTS. 3/4" T&G PLYWOOD SHEATHING WITH APA PANEL SPAN RATING 40/20 (48/24 WHERE JOISTS ARE SPACED 24" O.C.). NAIL WITH 10d ANNULAR RING SHANK NAILS SPACED AT 6" O.C. AT PANEL EDGES AND 10" O.C. AT INTERIOR SUPPORTS. PROVIDE BEAD OF GLUE ON ALL SUPPORTS, SEE PLAN FOR FLOOR MEMBER TYPE AND SIZE (I -JOIST, DIMENSIONAL LUMBER, WOOD TRUSS, ETC) 3/4" T&G FLOOR (3/4" PLY) SCALE: 3/4'' = 1'-0" BW Structural Consulting m c 0 La N 0 .y W U z 0� W Q 0 = w Q z0 02 z In Et 0 _j< G _j 0 �U) 0 L0 w U) 0 a z CV _1 N 0 n N M N (D Cl) o z :? m C— G v NQ LL H 0 m co C y 0 Q 0 L) co U y n m U _ 3 � 3 •`0 LL a S102 dwg no: PROVIDE SIMPSON H2.5AZ HURRICANE TIES AT ALL RAFTER TO BEAM CONNECTIONS - TYPICAL ins n In 1'9T ^^k ITIA 111^11(1 A nA 61T11 r\/i-M In\ /1. n 3-2X6 POST "- UP & DN Im (3)-2x8 (3)-2x8 3-2x6 POST DN 3-2x6 POST DN — 4-2x6 POST DN PSL POST CONTINUOUS THROUGH SECOND FLOOR FRAMING PROVIDE SIMPSON H2.5AZ HURRICANE TIES AT ALL RAFTER TO BEAM CONNECTIONS -TYPICAL (3)-2xl2 PT CONTINUOUS & CANT LEVER 2-JACK & 2-KING STUDS TYP. UNLESS NOTED OTHER WISE 6x6 PT POST DN TYP. AT (4) LOCATIONS CANTILVER BEAM BEYOND FACE OF POST AS REQUIRED TO SUPPORT RAFTER - TYP. PLAN NOTES: 1. FOR GENERAL NOTES, SEE SO.1. 2. FOR TYPICAL DETAILS, SEE SHEET S0.2. 3. INDICATES FLUSH FRAMED CONNECTION. SEE GENERAL NOTES FOR HANGER SCHEDULE ON S0.1. INDICATES JOIST OR BEAM WITH WALL ABOVE. 4. . S „ INDICATES SPAN DIRECTION OF 3/4" PLYWOOD SHEATHING. 6. ALL EXTERIOR WALLS SHALL BE 2x6 STUDS @ 16" O/C WITH 1/2" SHEATHING. SHEATHING IS TO BE NAILED TO STUDS W/ 10D NAILS 4" O.C. AT PANEL EDGES & 12" O.C. AT INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE. 7. SEE ARCHITECTURAL DRAWINGS FOR PLUMBING, MECHANICAL, OR ELECTRICAL CHASES NOT SHOWN. 8. SEE ARCHITECTURAL DRAWINGS FOR STAIR LAYOUTS AND DIMENSIONS. 9. SW INDICATES SHEAR WALL W/ 2X WALL W/ 1/2" SHEATHING. SHEATHING IS TO BE NAILED TO STUDS W/ 10D NAILS 4" O.C. AT PANEL EDGES & 12" O.C. AT INTERMEDIATE SUPPORTS. 3/4" T&G PLYWOOD SHEATHING WITH APA PANEL SPAN RATING 40120 (48/24 WHERE JOISTS ARE SPACED 24" O.C.). NAIL WITH 10d ANNULAR RING SHANK NAILS SPACED AT 6" O.C. AT PANEL EDGES AND 10" O.C. AT INTERIOR SUPPORTS. PROVIDE BEAD OF GLUE ON ALL SUPPORTS. :)LAN FOR FLOOR MEMBER TYPE SIZE (I -JOIST, DIMENSIONAL LUMBER, WOOD TRUSS, ETC) "A" T&G FLOOR (3/411 PLY) SCALE: 3/4" = 1'-0" BW Structural Consulting seal: BENJAMIN 84LGER No. 53790 Y c O Y U to co .0 C O N W Q U �� Z W QO= elf W 0 r Z0 _ 073 Z a. Cj� 0 J< G J 0 F" _I U) J W r0 L0 � VJ .o a N N O N Z CM N M 0 J 0— Z is U N Q r CU N LLJ m z W 3 S1 3 ■ dwg no: FASTEN RIDGE BEAM TO SUPPORT POSTS WITH SIMPSON ECCQ/CCQ POST CAP TO FIT (OR 2-SIMPSON ST22 STRAPS) TYPICAL 3-2x6 POST DN LVL3-10 LOCATED AT WALL TOP PLATE ELEVATION & CANTILEVERED - 3-2x6 POST DN 0 co 00 CV CO CN o U„ w o ~ N ry 2 s2.2 U O CD V U) af w LL w 0 X N NAIL TOP PLATE OF SHEAR WALL TO UNDERSIDE OF ROOF FRAMING WITH (2) ROWS OF 10D NAILS @ 6" O.C. 11 S2. L\ ---- SEE S1.3 FOR MORE INFORMATION 46 PSL POST DN - - 13-14 (CANTILEVER) 2 S2.2 -J 3-2x6 POST DN ROOF FRAMING PLAN SCALE: 1/4" = l'-0" IMPSON LOPABLE ANGER - I r U O LR U) Of W LL O N LVL2-12 POST RIDGE BEAM DN TO LVL3-10 I RAFTER BEAM U_ O co R w Of W U_ Of 0 X N PROVIDE 2x10 BLOCKING AT FIRST BAY OF RAFTER LAYOUT 3-2x6 POST DN J _J Of O E w X u.1 U_ O 0- 0 F_ (D Z O J 0 J >' 1 3-2x6 POST DN 3-2x6 POST DN )-2x8 3 S2 VL3-12 (CONTINUOUS) FASTEN RAFTER BEAM TO SUPPORT POST/WALL STUDS WITH 2-SIMPSON ST22 STRAP U_ O co W LL 0 X N or w H U o o co N V )-2x8 3 S2. a _U 00 O CV �p N � o c„ �= Of a w O ~ U_ N of 2 S2.2 46 PSL POST DN )-2x8 r:7 V T T T T T T -T SEE S1.3 FOR MORE INFORMATION 00 X N M -- 2-JACK & 2-KING STUDS TYP. UNLESS NOTED OTHER WISE POST DN RIDGE BEAM TO HEADER PLAN NOTES 1. FOR GENERAL NOTES, SEE S0.1 2. FOR TYPICAL DETAILS, SEE SHEET SO.2 3. INDICATES FLUSH FRAMED CONNECTION. SEE GENERAL NOTES FOR HANGER SCHEDULE ON S0.1. INDICATES JOIST OR BEAM WITH WALL ABOVE. 3. R INDICATES SPAN DIRECTION OF 5/8" EXTERIOR GRADE PLYWOOD SHEATHING. 4. ALL EXTERIOR WALLS SHALL BE 2x6 STUDS @ 16" O/C WITH 1/2" SHEATHING UNLESS NOTED OTHERWISE. SHEATHING IS TO BE NAILED TO STUDS W/ 10D NAILS 4" O.C. AT PANEL EDGES & 12" O.C. AT INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE. 5. SEE ARCHITECTURAL DRAWINGS FOR PLUMBING, MECHANICAL, OR ELECTRICAL CHASES NOT SHOWN. 6. SEE ARCHITECTURAL DRAWINGS FOR SKYLIGHTS (IF APPLICABLE). 7. SW INDICATES SHEAR WALL W/ 2X WALL W/ 1/2" SHEATHING. SHEATHING IS TO BE NAILED TO STUDS W/ 10D NAILS 4" O.C. AT PANEL EDGES & 12" O.C. AT INTERMEDIATE SUPPORTS. 5/8" T&G PLYWOOD SHEATHING WITH APA PANEL SPAN RATING 32/16. NAIL WITH 8d ANNULAR RING SHANK NAILS SPACED AT _ 6" O.C. AT PANEL EDGES AND 12" O.C. AT INTERIOR SUPPORTS (DECREASE TO 10" O.C. WHERE ROOF RAFTERS ARE 24" O.C.). PROVIDE BEAD OF GLUE ON ALL SUPPORTS. SEE PLAN FOR FLOOR MEMBER TYPE AND SIZE (I -JOIST, DIMENSIONAL LUMBER, WOOD TRUSS, ETC) 5/8" T&G ROOF (5/8 PLY) SCALE: 3/4" =1'-0" BW Structural Consulting seal: NOF BENJAMIN \ 15+) BOLGER 1 No. 53790 a� cu cu c 0 La ti N N C .N L1J z Q W Q 0= U wow z 0� C z �Q 0 _j J 0 J U) J 0 LO I W W U N �O a N N O N M N O z Q nJ n V z U_ C G Q Q co co y ' CO m 0 0 Z 3 r 3 � a S104 dwg no: 2x6 @ 16" O/C W/ 1/2" PLYWOOD SHEATHING ---- 2-2x RIM -- 2-2x6 PT SILL PLATE W/ 5/8"0 ANCHOR BOLTS SPACED 32" O/C FINISH GRADE 2' - 011 FINISH 3/4" SHEATHING JOIST SEE PLAN 24#4 CONT TYPICAL FOUNDATION WALL PERPENDICULAR TO ,FRAMING SCALE: 1" = 1'-0" 2x6 @ 16" OC W/ 1/2" PLYWOOD 2-2x RIM 3/4" T&G PLYWOOD — FINISH BRIDGING SPACED 8'-0" O/C �1' - 0" ROTATE FRAMING (NOT INDICATED/SHOWN ON PLAN) ,TYPICAL EXTERIOR WALL SECTION PARALLEL TO FRAMING SCALE: 1" = 1'-0" 3/4" T&G PLYWOOD r FINISH JOIST SEE ' I � I (, JOISTSEE PLAN JOIST HANGER BEAM SEE SCHEDULE SEE PLAN - - TYPICAL TYPICAL FLUSH FRAMED LVL SCALE: 1" = 1'-0" INSULATE VOID BETWEEN RIM & JOIST 2-2x RIM 2-2x6 PT SILL PLATE W/ 5/8"0 ANCHOR BOLTS SPACED 32" O/C FINISH GRADE III-11I � I I I-11I-1 ALIGN FACE OF JOIST W/ INSIDE FACE OF STUD WALL FINISH 3/4" SHEATHING '— BRIDGING BETWEEN JOISTS SPACED 8'-0" O/C JOIST SEE PLAN 244 CONT SEE TYPICAL FOUNDATION WALL PERPENDICULAR TO FRAMING FOR INFORMATION NOT SHOWN/INDICATED ,TYPICAL FOUNDATION WALL PARALLEL TO FRAMING SCALE: 1" = 1'-0" 2x6 @ 16" OC W/ 1/2" PLYWOOD 2-2x RIM TYPICAL EXT WALL SECT101N PERPENDICULAR TO FRAMING SCALE: 1" = 1'-0" BEAM SEE PLAN BRIDGING SPACED 8'-0" O/C -- — 3/4 -&G PL` ''.'. -)D JOIST SEE PLAN. FRAMING SECTION AT FLOOR OPENING PARALLEL TO FRAMING SCALE: 1" = l'-0" 3/4X10X10 BASEPLAI-E W/ (4) 3/4" 0 EXPANSION ANCHORS (CAST IN PLACE ANCHOR BOLTS ARE ACCEPTABLE) 6" SLAB - w/WWF x x----x x x x CD I BOTTOM OF FOOTING EL S)EE PLAN - SEE PLAN FOR COLUMN i x x---x —x— i I SEE PLAN FOR FTG SIZE ,TYPICAL INTERIOR ISOLATED FOOTING SCALE: 1" = 1'-0" FINISH GRADE --� 12"0 SONOTUBE - - ,TYPICAL DETAIL AT BIGFOOT FOUNDATION SCALE: 3/4" = 1'-0" WALL (IF APPLICABLE) SEE FF:AMING PLANS & ARCHI7ECTURAL PLANS BEAM SEE PLAN 3/4" T&G PLYWOOD FINISH JOIST SEE PLAN WOOD POST (SEE PLANS FOR SIZE) CBSQ POST BASE (INSTALL PER SIMPSON RECOM) BIGFOOT BF24 FOOTING JOIST HANGER SEE SCHEDULE FRAMING SECTION AT FLOOR OPENING PERP TO FRAMING SCALE: 1" = 1'-0" BW Structural Consulting seal: OF M4 BENJAMIN y BOLGER No. 53790 N O U C 0 2 w U z Q w Q 0= w z0 073 z 0 cO < G J 0 �� J W rr0 VJ W .o a N N O N M N i O j 6 m a I N m _U U) Q ui U � rn U/ J m m r z � w m Q c @ a S201 dwg no: 017AR1 SIMI "LS, 3" PLYWOOD 2X RAFTER TYPICAL RIDGE BEAM INSTALLATION SCALE: 1" =1'-0" PT DECK POST 5/8" Ox5" LONG LAG SCREW z Q �---0' - 21 /2" Q SECTION A -A E1011 MI \/%A1^^M 2x BLOC BETWEI RAFTEF SIMPSC 'H2.5A' TIES TY R W/ ID ,TYPICAL RAFTER BEARING DETAIL AT EAVE SCALE: 1" = 1'-0" BC POST CAP/BASE ft AT POST SPLICE DECKING (SEE ARCH) 2-PLY 3-PLY 4-PLY NOTES: 1. ALL SCREWS ARE STRONG -DRIVE SDW EWP SCREWS SPACED AT 16" O.C. 2. SCREW LENGTHS ARE AS FOLLOWS: SHIFT OPPOSITE LAG -2 PLY=3 3/8" SCREWS DOWN 5/8" TO -3 PLY=5" AVOID INTERFERENCE -4 PLY=6 3/4" 3. PROVIDE NUMBER OF FASTENER ROWS AS FOLLOWS: PROVIDE 3 ROWS AT -91/2" LVL=2 ROWS 2X10 AND 2X12 BEAMS -11 1/2" OR 11 7/8" LVL=3 ROWS -14" LVL=3 ROWS -16" LVL AND GREATER=4 ROWS FASTEN INNER JOIST TO POST WITH CONCEALED HANGER NOTE: ALL FASTENERS AND CONNECTORS TO BE APPROVED FOR EXTERIOR USE AND COMPATIBLE WITH PRESSURE TREATED LUMBER ,TYPICAL DECK POST ATTACHMENT SCALE: 1" =1'-0" ,TYPICAL ATTACHMENT OF MULTI -PLY LVLS SCALE: 1 1/2" = 1'-0" 2x BLOCKING BETWEEN RAFTERS 2x10 PT LEDGER (NOT INDICATED ON PLAN) FASTENED TO WALL W/ (2) 5" LONG LEDGE=RLOK SCREWS @ 16" O/C - SIMPSON FASTENER -- ROOF SHEATHING SEE PLAN SIMPSON TYPE 'H2.5A' SEISMIC TIES TYPICAL 2x6 @ 16" O/C EXTERIOR WALL W/ 1/2" PLYWOOD SHEATHING /. EXTEND SHEATHING TO / TOP OF BLOCKING REFER TO ARCHITECTURAL DRAWINGS FOR WATERPROOFING/FLASHING NOT SHOWN 'ECTION AT EXPOSED ROOF FRAMIN SCALE: 1" = 1'-0" BW Structural Consulting seal: of M4Ssq�yG BENJAMIN �+ o BOLGER No. 53790. H a) 76 C O U O y C O M W U z Q Q w Q� 0= L w D _ z0 0� c z n- o _j J 0 �W J W O� Z� .o Q N N O N co N Cl) O N f6 N U a c Q � U v / J CD m Z W Q C 0 a S202 dwg no: SOIL TEST PIT DATA NOT TO SCALE TEST PIT TP-1 GRD. EL. 74.9 SHGW EL. 64.4 EL. 74.4 EL. 73.9 EL. 72.9 EL. 71.1 EL. 64.4 A LOAMY 10YR SAND 2/1 5 E LOAMY SAND 10YR 4/2 1: B LOAMY SAND 10YR 4/6 2 C COARSE SAND 2.5Y 6/8 - 1 NO GW OBSERVED " >" ON SI TE SOIL EVALUATION DATE: DECEMBER 16, 2020 TEST BY: BSC GROUP, INC. WITNESSED BY: MALLORY LANGLER LICENSED SOIL EVALUATOR: TODD MACDONALD PERCOLATION RATE: < 2 MINS./INCH SOIL CLASS: CLASS 1 L.T.A.R.: 0.74 GPD/S.F. 4" LEGEND UNSUITABLE ESTIMATED 45 MATERIALS -L SEASONAL HIGH (TO BE REMOVED)KM GROUNDWATER PERCOLATION 26" TEST RANGE INSPECTION PORT DESIGN CALCULATIONSNOT TO SCALE DESIGN FLOW 4 BEDROOMS ® 110 GPD/BEDROOM = 440 GPD 7" HDPE VALVE BOX - REQUIRED SEPTIC TANK 440 GPD X 200% = 880 GALLONS INV Nq/l USE 1,500 GALLON SEPTIC TANK SIZE OF REQUIRED LEACHING FACILITY DESIGN PERC. RATE: <2 MIN/INCH LONG TERM APPL. RATE: 0.74 GPD/SF 440 GPD _ 0.74 GPD/SF = 595 SF SIZE OF LEACHING FACILITY PROVIDED NOTE USE 500 GALLON PRECAST CONCRETE CHAMBERS IN TRENCH CONFIGURATION INSPECTION PORT SHALL SIDEWALL: 2 X (12.5 + 33.5) X 2 = 184.0 SF EXTEND DOWN TO THE BOTTOM OF THE SYSTEM BOTTOM: 12.5 X 33.5 = 418.8 SF SAND AND INTO THE TOTAL EFFECTIVE LEACHING AREA = 602.8 SF NATURALLY OCCURRING 602.8 SF X 0.74 GPD/SF = 446.1 GPD INSTALLED CAPACITY PERVIOUS SUBGRADE 446 GPD > 440 GPD (6 GPD RESERVE CAPACITY) n T NOT TO SCALE NOTES: 1. SEPTIC TANK SHALL BE STEEL REINFORCED CONCRETE. 2. SEPTIC TANK SHALL BE CAPABLE OF WITHSTANDING H-10 LOADING. 3. ALL PIPE CONNECTIONS AND CONCRETE CONSTRUCTION SHALL BE WATERTIGHT. 4. TEES SHALL BE SCH. 40 PVC AND SHALL BE LOCATED WITHIN 12" OF TANK WALL AND ACCESSIBLE FROM TANK COVER. 5 FILL ALL UNUSED KNOCKOUTS WITH HYDRAULIC CEMENT. 0 0 O 0 THREADED CAP TO WITHIN 3 INCHES OF FINISHED GRADE LAWN 4" SCH. 40 PVC PERFORATED PIPE RAISE AT LEAST ONE EXISTING COVER TO WITHIN 6" OF FINISHED GRADE THE RISER SHALL BE 18" HDPE PIPE 6" MAX. % CONC. COVER i 4„ 10'-6" Q d 10'-0" vT 10" 3" � Qa 4' MIN. LIQUID 5'-8" - - 4'-6" LOCATE DEPTH a 5'-8" INLET TEE OUTLET TEE _ _ _ UNDER COVER yy/GAS BAFFLE 3 _ 3" a PLAN VIEW 6" MINIMUM CROSS-SECTION VIEW 3/4" TO 1-1/2- CRUSHED STONE .ON CONCRETE LEACHING CHAMBER (H-20 NOT TO SCALE 4" PERFORATED PVC W/SCREW CAP TO EXTEND DOWN TO NATURAL SUBGRADE 5" DIA. KNOCKOUT (TYP.) 1-1/2" TAPER 00 00 000 00 00 00 C70 C�C�O OCR �0 A 00 00 C]C]0 CSC] 0� 00 00 000 00 00 � 8'-6" FRONT VIEW NOTES: 1. ONE ACCESS COVER PER SYSTEM SHALL BE RAISED TO FINISH GRADE. 2. CHAMBERS SHALL BE 500 GALLON LEACHING DRYWELL, MANUFACTURED BY SHOREY OR APPROVED EQUAL. 3. GEOTEX11LE FABRIC MAY BE USED IN LIEU OF DOUBLE WASHED STONE. GENERAL NOTES 1. THIS PLAN IS ONLY INTENDED FOR THE PERMITTING AND CONSTRUCTION OF THE SEWAGE DISPOSAL SYSTEM AND ASSOCIATED SITE WORK. 2. ALL CONSTRUCTION METHODS AND MATERIALS SHALL CONFORM TO 310 CMR 15.000 AND YARMOUTH BOARD OF HEALTH REGULATIONS. 3. THERE ARE NO KNOWN OR PROPOSED PRIVATE WELLS LOCATED WITHIN 150 FT. OF THE PROPOSED LEACHING FACILITY. 4. IF AN OVERDIG IS SPECIFIED, REMOVE ALL TOPSOIL, SUBSOIL AND OTHER UNSUITABLE MATERIALS. 5. IF AN OVERDIG IS SPECIFIED, REPLACE ALL EXCAVATED MATERIALS WITHIN THE LIMIT OF EXCAVATION WITH CLEAN GRANULAR SAND, FREE FROM ORGANIC MATERIAL AND DELETRIOUS SUBSTANCES. MIXTURES AND LAYERS OF DIFFERENT CLASSES OF SOIL SHALL NOT BE USED. FILL SHALL NOT CONTAIN ANY MATERIAL LARGER THAN 2 INCHES. A SIEVE ANALYSIS USING A #4 SIEVE SHALL BE PERFORMED ON A REPRESENTATIVE SAMPLE OF FILL. UP TO 45% BY WEIGHT MAY BE RETAINED ON THE #4 SIEVE. SUCH ANALYSES MUST DEMONSTRATE THAT THE MATERIAL MEETS EACH OF THE FOLLOWING SPECIFICATIONS: 100% MUST PASS #4 SIEVE 10% MUST PASS #50 SIEVE 0-20% MUST PASS #100 SIEVE 0-5% MUST PASS #200 SIEVE 6. EXISTING UTILITIES WHERE SHOWN ON THE PLANS ARE APPROXIMATE. THE ENGINEER DOES NOT GUARANTEE THEIR ACCURACY OR THAT ALL SUBSURFACE STRUCTURES ARE SHOWN. CONTRACTOR SHALL VERIFY THE SIZE, LOCATION AND ELEVATION OF INVERTS OF UTILITIES AND STRUCTURES, WITHIN THE LIMIT OF WORK, PRIOR TO THE START OF CONSTRUCTION. IF ANY DISCREPANCIES ARE DISCOVERED OR FIELD CHANGES REQUIRED, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY. 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROPERLY COORDINATING THE PROPOSED CONSTRUCTION ACTIVITIES WITH DIG -SAFE AND THE APPLICABLE UTILITY COMPANIES, AND SHALL COMPLETE THE PROPOSED WORK WITHOUT ANY INTERRUPTIONS IN SERVICE. 8. CONTRACTOR IS REQUIRED TO NOTIFY DIG -SAFE, PER MASS. STATUTE CHAPTER 82, SECTION 40 (1-888-344-7233) A MINIMUM OF 72 HOURS PRIOR TO THE START OF CONSTRUCTION. 9. THIS SYSTEM IS NOT DESIGNED FOR THE USE OF A GARBAGE GRINDER. INSTALLATION OR USE OF A GARBAGE GRINDER AT THIS PROPERTY IS NOT ALLOWED PER 310 CMR 15.240(4). 20" ACCESS COVER TO WITHIN 3 INCHES OF FINISH GRADE PROPOSED LEACHING FIELD 12.83'X33.5', 3-500 GALLON CONCRETE LEACHING CHAMBERS IN TRENCH CONFIGURATION TOP OF CHAMBERS=73.5 INV. IN=72.5 BOT OF CHAMBERS=70.5 v� \ 0 ` SLOT �7 N'°°6'33� ��. w r�°• 7, 487t S.F. \ 7S v w=�INSPECTION • ° �` PORT A. a O •_ °' PROPOSED DIST. BOX 75.5 INV. IN=73.00$°�� INV. OUT=72.83- S PROPOSED 1,500 GALLON a `p H-10 SEPTIC TANK,.° INV. IN=73.35 TP-1 v INV. OUT=73.10 "� O / t O $ }cp .0- LOCUS INFORMATION CURRENT OWNER: IMELDA & ERION SOLLOMONI TITLE REFERENCE: DEED BOOK 33079, PAGE 281 PLAN REFERENCE: PLAN BOOK 45, PAGE 17 ASSESSORS MAP: 45 PARCEL: 60 ZONING DISTRICT: R-25 SETBACKS: FRONT 30' SIDE 15' REAR 20' MINIMUM LOT SIZE: 25,000 S.F. EXISTING TOTAL LOT AREA: 7,487t S.F. NITROGEN SENSITIVE �a ZONE: NOT A ZONE II FEMA FLOOD \ ZONE DISTRICT: "X" DATED 7-16-2014 o PANEL #25001 C0567J o' 1p N 70 - p i w PROPOSED RESERVE AREA A=432 SF INV 73.55 7S � - � s U KtERAN J. HEALY NO. 48135 REBUILD EXISTING � BULKHEAq REBUILD JS ,, EXISTING ! DECK / DECK r O 5i '°yam 00$ EXISTING ' DWELLING o � fat �`°ss'QEG/5 R� ADOSED DI ON �t ` 2 00' 19) PROPOSED DECK 3 BENCHMARK`�� DISK / n \ CONCRETE \ BOUND° ELEV. 81.77 ASSUMED 0 :te-�� (OD �� - BECK PROPOSED 0H 7 DECK \ Ill' \ \ r' N 8 O �%� 1 ✓` 1tK F 11b. yo LOAM AND SEED ALL DISTURBED AREAS I - 2" LAYER OF 1 /8" TO I 1/2" DOUBLE WASHED SYSTEM PROFILE STONE ABOVE CROWN OF PIPE NOT TO SCALE - 3/4" TO 1-1/2" EL.=82.5t DOUBLE WASHED TOP FOUNDATION 4" SCH. 40 PVC STONE TO CROWN L=10 FT. OF PIPE S=0.01 EL.= 76.2t 4" SCH. 40 PVC L=10 FT. S=0.02 u I 1' 'I 5 OUTLET D-BOX SEPTIC TANK NOTE: MAGNETIC REFLECTIVE TAPE SHALL BE PROVIDED IN THE TRENCH OVER ALL PVC PIPING -FIRST PIPE LENGTH TO BE SET LEVEL FOR 2' MIN. FINISH GRADE EL.=74.5 -75.5 4" SCH. 40 PVC LEACHING CHAMBER _ = _ _ _ _ _ _ _ _ _ _ _ = = _ _ _ = _ _ = = = = _ = = = EL. 70.5 6.1' SEPARATION EL. 64.4 EST. HIGH GROUNDWATER NONE DISTRIBUTION - BOX DETAIL CH-10 NOT TO SCALE REMOVABLE - 6" MAX. COVER y/G��'daz HDPE RISER 2" WALLS 3" � 21" �- ~I 9-1/2" O O (5) 5" DIA. KNOCKOUTS 13" 11-1/2" TYP• � d � 2" BOTTOM ON LEVEL STABLE BASE „ 6 MINIMUM 3/4" TO 1-1/2" PLAN VIEW SECTION VIEW CRUSHED STONE NOTES: 1. PROVIDE INLET TEE OR BAFFLE WHERE SLOPE OF PIPE EXCEEDS 0.08 FT./FT OR IN PUMPED SYSTEM. 2. FIRST TWO FEET OF PIPE OUT OF DIST. BOX TO BE LAID LEVEL. 3. ALL PIPE CONNECTIONS AND CONCRETE CONSTRUCTION SHALL BE WATERTIGHT. 4. FILL ALL UNUSED KNOCKOUTS WITH MORTAR. 5. CONCRETE COVER SHALL BE RAISED TO WITHIN 6 INCHES OF FINISHED GRADE. DESIGN CALCULATIONS DESIGN FLOW 4 BEDROOMS ® 110 GPD/BEDROOM = 440 GPD REQUIRED SEPTIC TANK 440 GPD X 200% = 880 GALLONS USE 1,500 GALLON SEPTIC TANK SIZE OF REQUIRED LEACHING FACILITY DESIGN PERC. RATE: <2 MIN/INCH LONG TERM APPL. RATE: 0.74 GPD/SF 440 GPD _ 0.74 GPD/SF = 595 SF SIZE OF LEACHING FACILITY PROVIDED USE (3) 500 GALLON H-20 CONCRETE LEACHING CHAMBERS IN TRENCH CONFIGURATION WITH 4' STONE ON ENDS AND 4' STONE ON SIDES. BOTTOM AREA: 33.5' X 12.83' = 429.8 S.F. SIDEWALL AREA: 2 X (2 X (33.5' + 12.83')) = 185.3 S.F. EFFECTIVE LEACHING AREA = 615.1 S.F. 615 S.F. X 0.74 GPD/S.F. = 455 GPD (INSTALLED CAPACITY) 455 GPD > 440 GPD (15 GPD RESERVE CAPACITY PROVIDED) BUSK ISLAND ROgD O V� o �:T O m ROAD�REEIV 3 10 28 LOCUS MAP: NOT TO SCALE 8 ,Wl 11JET 4/6/22 BRIAN G. YERGATIAN DATE PROFESSIONAL ENGINEER SEPTIC SYSTEM DESIGN PLAN 51 MILL POND ROAD IN WEST YARM 0 UTH MASSACHUSETTS (BARNSTABLE COUNTY) SITE PLAN APRIL 6, 2022 1N�JWiHVglgQ ON1011 1fl zz0z 0 Adw REVISIONS: - NO.1 DATE D PREPARED FOR: ERION SOLLOMONI 30 SQUANTO ROAD QUINCY, MA 02169 SOLLOM ON I @Fi OTM AI L. COM --'%C GROUP ;aBs 349 Main Street - Route 28 West Yarmouth, Massachusetts 02673 508 778 8919 © 2021 BSC Group, Inc. SCALE: 1" = 10' 0 5 10 20 �r FILE: 5040800-SEP. DWG DWG.: 66 SHEET 1 OF 1 JOB. N0:5-0480.00 SITE PLAN SCALE: 1/8" = V-0" General Notes: 1. IF DRAWING IS LESS THAN 30" BY 42". IT IS A REDUCED DRAWING. REDUCE 5. REFER TO SHEETS A051 FOR PARTITION TYPES, GRAPHIC AND NUMERICAL SCALE ACCORDINGLY. SYMBOLIC DESIGNATIONS, NOTES, AND DETAILS. 2. UNLESS GRAPHICALLY INDICATED OR OTHERWISE NOTED "EXISTING", ALL 6. REFER TO SHEET A901 FOR DOOR INFORMATION, SCHEDULES AND MATERIALS ARE NEW. DETAILS. 3. DIMENSIONING FORMAT FOR THE ARCHITECTURAL DRAWINGS IS: 7. REFER TO SHEET A800 SERIES FOR FINISH INFORMATION AND A. DIMENSIONS FOR MASONRY ARE NOMINAL UNLESS OTHERWISE NOTED. SCHEDULES. B. DIMENSIONS FOR STUD WALLS ARE TO FINISH FACE OF THE WALL (NOT 8. REFER TO SHEET A400 SERIES FOR EXTERIOR ELEVATIONS. INCLUDING TILE OR OTHER FNISH) UNLESS OTHERWISE NOTED. C. CRITICAL CLEAR DIMENSIONS AND FINISH OPENINGS ARE INDICATED AND ARE TO FINISH FACE OF ELEMENT. 4. ALL INDICATIONS AND NOTATIONS ON THE DRAWING APPLYING TO ONE AREA OR CONDITION APPLY TO OTHER SIMILAR AREAS OR CONDIITIONS UNLESS OTHERWISE NOTED. DETAILS NOT SHOWN ARE SIMILAR IN CHARACTER TO DETAILS SHOWN. WHERE SPECIFIC DIMENSIONS, DETAILS OR DESIGN INTENT CANNOT BE DETERMINED, CONSULT THE ARCHITECT BEFORE PROCEEDING WITH WORK. PROJECTINFO TEAM INFO REGISTRATION KEY PLAN OWNER'S INFO O O T N •= Q .O >;tn Q L) 00 O Ill cz CV m cc t0 � O E cz cr co 0 co SHEETINFO REVISION NO. DESCRIPTION DATE DATE 03/28/2022 SHEET TITLE SITE PLAN SHEET NO. A01 c BASEMENT LEVEL PLAN SCALE: 1/4" =1'-0" 1 l' - 4 3/4" 30' -1 1/2" 18'-83/4" PROJECT INFO OWNER'S INFO U~ M (D N r O 0')% �D Q •C ON � •O ■� : O co O V co N Lo v� O UJ tcm z O 03 T 0 � I 0 0 E� c cr 00 cn M = � TEAM INFO REGISTRATION KEY PLAN SHEETINFO REVISION NO. DESCRIPTION DATE DATE 04/28/2022 SHEET TITLE BASEMENT PLAN SHEET NO. A01 A c i LEVEL 01 PLAN Il Al nN AAl . �IA6 PROJECT INFO OWNER'S INFO WM t0 CN Q CO 0 O W E O 000 `V N ,c T N Oacb T W cc cm cc O O Cfl O O O� d � am 0 U 0 — C") Lo TEAM INFO REGISTRATION KEY PLAN SHEETINFO REVISION NO. DESCRIPTION DATE a i� _o N 0 N 0 M w Q 0 0 _I (L O 0 I- U) Z co W 0 w Q N 0 N L LEVEL 02 PLAN A04 2 ROOF A04 TRELLIS @ 24" O.C. vvi ICf[Ot VVYYIYJrVUI 0TJItM TRELLIS @ 24- O.C. PROJECT INFO I OWNER'S INFO O CO N •= O •O � O U 00 N .:3 to O0_O W 0 N 06 0 c O •p O E cu _cr cn O co TEAM INFO REGISTRATION KEY PLAN SHEETINFO REVISION NO. DESCRIPTION DATE DATE 04/28/2022 SHEET TITLE LEVEL 2 & ROOF PLAN SHEET NO. -AO 1 C