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Home My WebLink AboutBuilding PlansD-BOX Rima..12.9+ INV IN 4,, Pvc-a. . 10. 2+ LIQUID LEVEL -a. - 10. 4+ 10' x zo' rrr. PARKING LOT ----------I ! I V i Y t✓ � ( --1 ASPHALT CURB - (— ------- I I i— — — ``—i' ASPHALT (2" BASE +2" FINISH) Mistry Associates, Inc. _ _ _ I - ( — COMPACT AGREGATE(6" MIN.) Consulting Engineers — I � — — — — _ _ _ _ _ _ _ _ _ I_ / coPMPACT solL Planners —----------1 I � / F^ • // Land Surveyors PTI-------------1 C TALK �, II ^1j� R/�J)1 ,w. 315 Main Street W. ftwwa�ffl r Reading, MA 01867 r O D It .�, T Or" �� , COMPACT SUBGRADE Tel• (781) 944-6400 '" L, -- "�'- ASPHALT CURB DETAIL (SEE 3 OF 5) Fax: (781) 948-9908 G ITE C cJ � f f SCALE: N.T.S. .� „ TOP TEE OUT 4 PVC -EL. -11.7± MECHANI — . (6 X 18 ) EXISTING CONCRETE 1 SIDE WALK L/ASPW.LT CURB I I LEACHING FIELD I I� I� 0 ---------- -------------- DOWN POUT 6•_0• • -- Z._n6X12 GRANITE STONE CURB LAUNDRY ASPHALT (2" BASE +2" FINISH) COPMPACT AGREGATE(6" MIN.) OF`o COPMPACT SOIL �t EXISTING BLDG. POOL RECEIVED CONCRETE BEDDING SECTION A APR 2 8 2023 SCALE: N.T.S. HEALTH DEPT. CHECK IN i LOBBY ♦ T T1 � T 6X12 GRANITE STONE CURB ASPHALT (2" BASE +2" FINISH) COMPACT AGREGATE(6" MIN.) COMPACT SOIL > a w H L/A Q U 0 U SIDEWALK SIDEWALK SITE ENTRANCE PART PLAN SCALE: 3/16"—V_011 SLOPED CURB SLOPED CURB ROUTE 28 WATER w w w w w w w w w w w w w w w.— w w w w w w w w w w w w w w w w w w w w w SECTION B SCALE: N.T.S. WALK 1 Y No, Revision Date Apvd. Designed by. Nalin Mistry Drawn by: Nalin Mistry Checked- by.-Nalin Mistry CAD checked by. Nalin Mistry Approved by. Nalin Mistry Y-c-;n,%'r__-1ftpC'VC 16 File Name: M►,. Scale: AS SHOWN IDate:4/03/2023 Project Title: SUNBIRD CAPE COD RESORT 216 MAIN STREET WEST YARMOUTH, MA. Issued for: PERMITTING Drawing Title: SITE ENTYRANCE PART PLAN Drawing Number N OF A.fAs�1 /� _ 1 Nalin M. �GJ Mistry 9 � 273. �.Sheet I of 4 9 F TES ssr Project Number 23 2 445550 h r-t F_� �— U'n F__1 1 - - A 1 i i 77 9 ., 7 „.„.�_ - phi.. •. '"_" I _ A _ �...s . —�� NORTHWESTERN ELEVATION r- n I (EXISTING) MAIN ENTRANCE REMOVE EXISTING CANOPY ¢Fu n.a & FOUNDATION REMOVE EXISTING SIDING Mistry Associates, Inc. Consulting Engineers Planners Land Surveyors .31 J 1V1d1I1 Street Reading, MA 01867 Tel: (781) 944-6400 Fax: (781) 948-990$ PROPOSED NEW CANOPY & FOUNDATION PROPOSED NEW SIDING TO MATCH WITH EXISTING BLDG. SIDING r l l !i u ■ oii ii�i!! ili i� ll►►►� lr�r� ► iww l iiwl°w l�i ! �iw� �w�ii �.. l iw lwll�wwowr�wrri _Wwrrw�r RECEIVED �wrwwlr.. wrwwriwr►��irl„�r�r. �. �r�lrw►� �rnwwrrw• ar■ ww APR 82023 ww.il•,• ��rw►err. DEPT.HEALTH .IIII�IIIMMMw�wr� �, i � ' i. r 1�1 1�1 ■ ■ ■ Designed • lDr• • • i • 'Checked by. r ` - -. 'Approved • • e:main. yrmouth. Cv- Cod,d!Fuz --- Scale: AS SHOWN Date: ——wiw�enF—wwiws_—wrrra! 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Land Surveyors o----------------------1--�---, I1 II ! I I I I F,XISTING BI-JI DIN('T 1CD I 1 _11_ ---------------------- —---------------- ---11 I 315 Main Street I�_1L----------------------— — — — — — — — — — — — — — — —-__11-�1 Reading, MA 01867 �� Tel: (781) 944-6400 I I �— ' I I 12 �� ( �� s Fax: (781) 948-9908 I CDII--11-------------------------------------------- ---LI --1 L0 IL_1L------------- — ci it Ii II 1 Ir-1L-----------------------------------------------11_ I I I i I PWT treated LVL beam ! l--11_------ I 1 4' — `J" <DETAILA --------------------------------------L-L--� I 5 1 /4" wide x 11 7/8" deep W5x16COLUMN 11..�1L--------------------------------------------I--I---� I • 1IDOWNSPOU LOCATED ° AT EXTERIO COLUMNS ONLY I I �� gs 1 I ! I I I I 11 X 11 X 1 /2 STEEL PLATE I �'� L-+---I--+--+--�--�--�--�--�—�— I--�--+--�--1--+-1 --I I 4-3/4 ...- -- DIA. 10 X 2 .HOOK BAR. 20" , DIA. SONOTUBE _1_ 1 p" - x 4 outriggers @-16 - O.C. - - - -- - -.--- --- ------------ --- -- I I I i " 4'-0" MIN. BELOW GRADE p --10 3' X 3' X F-3" FOOTING - + 1'-3" 3 0L 3 _ l___ 0 RECEIVER APR b 2023 LPAN - SCALE 1 /4" T SECTION I-1 HEALTH DEFT CHITECTURAL HS K Simpson Model # H l 0A--SS 4-3/4" dia. anchor bolts hurricane tie(typ. each endby l6" with 2" hook 1 Y 4- #5 both direction 1 l X 11 X 1 /2" steel stainless steel 1 1 /4" wide X 18" long No. Revision Date Apvd. e .base g - 6_ #5 plate over 1 gout pad Simpson Model # MSTA 18 - - Designed by: Nalin Mistry tension strap at each face of beam Drawn by: Nalin Misfty # 4 hoops 12 column and beam splice Checked by: Nalin Mistry grade 1 p sp c e CAD checked by: Nalin Mistry 20" dia. sonotube / Approved by. Nalin Mistry 3 /4ezak • Yarmouth\Floor fa U16 4„ " 1, � File Name : Main, yarmouth. Cape - -- - oCod dw, W5 x 16 column o a \ Scale: Date:3/28/2023 „ minimum nail plat 11 Project Title: downspout SUNBIRD CAPE COD 1/-3/ 4 x 3 /4 ezak corner RESORT 2 x 4 2 -0" o. c. I 1 216 MAIN STREET "� l 1 �� r _ rr r _ rr I .... WEST YARMOUTH MA. 0 dia. n I I �...� , so otube 3 0 3 0 � j t Issued for: column boxing footing,/ foundation details I PERMITTING PLAN SECTION A —A vV 5 X 16 column I U Drawing Title: • FRAMING STRUCTURE PWT treated LVL beam stainless steel Simpson 5 1/4" wide x 11 7/8" deep Model # CCOQ4-SDS2.5 Drawing Number �3 Nalin M. J SCALE 1/2" Mis: PLANDETAIL c T �� A S T1 SCALE 3/4 �� q� 7335 �i.�. �t..t3 of 4 C �JT12-2 , � . 9 5 0 Project Number 2S� 20 23 445550 FF / existing wall`studs /and sheathing \ 3/4" & G ro � f 2- 16d nails at eac stud sheing � 2 x 4 wood nailer 4r I / I 1roof truss ) \proposed existing building / canopy / j SECTION 4-4 C.L. LVL be Zi existing thin brick veneer and setting bed to be removed as necessary to construct new roof canopy existing wall sheathing existing 2 x 4 @ 16" o.c. stud wall eAfstiyrig Jain 2 x 4 wood nailer attached to � f ss is wa�T siuc�s limits of new 3/4" T & G roof--- tu---- -- - sheathing at canopy ,roof truss 7r �� I PLAN VIEW GENERAL NOTES FOR NEW ENTRANCE CANOPY TIMBER FRAMING: ROOF LOADS: 1. Dimensional lumber shall be as follows: C.L. LVL beam existing 2 x 4 wood studs 1. Dead Load: 10 PSF Spruce -Pine -Fir No.1/No.2 grade l6" (field verify) - Snow Load: 30 PSF 2. Wood sills bearing on concrete or brick and wood ledger boards shall be pressure treated 2. Wind and seismic loads as per ASCE 7-10 as incorporated by the Ninth Edition of the Southern Pine No. 2 grade or better. Pressure treatment shall be made with MCQ- Massachusetts State Building Code (Micronized Copper Quatenary)_applied at a _retention.. rate of .25 lbs./cu. ft. 3. Prefabricated wood roof trusses shall be designed, detailed, and manufactured by a _ q g EXCAVATION: qualified truss manufacturer for the dimensions, loads, and overhangs indicated on the drawings. 1. Excavate to lines and grades required to install the foundation as detailed or as required to place the bottom of the footings on bearing material approved by the Engineer. a. All nail plate connections and splices shall be designed and detailed by the truss 2. The bottom elevation of the footings shall be established by site conditions encountered in g manufacturer. the field. b. Roof truss designs shall be submitted to the Engineer for approval prior to initiating fabrication. BACKFILL: - c. Standard Howe type trusses are shown for interior roof trusses and a gable end truss will----- -- F i be 1. Backfil{ around footings and piers with clean, well -graded sand and gravel. required at the face of the roof canopy. 2. Carry backfill up evenly on each side of the piers to prevent overturning and dislocation. d. The Contractor shall install and maintain temporary bracing of the roof trusses in ; E compliance with the manufacturer's installation instructions. i CONCRETE: 4. PWT Treated LVL beams are to be used for the beams supporting the roof trusses, with the 1. Comply with ACI 310-20, Specifications for Concrete Construction, and ACI Recommended following design parameters: , i t Practices for Concrete Formwork, Transporting and Placing Concrete for details not I { otherwise specified. E = 2,000,000 PS{ I 2. Compressive strength at 28 days when tested by ASTM methods shall be 4000 PSI. Fb = 2800 PSI12-2' Maximum aggregate size shall be W. p i 3 - 2 4 Stu Fv = 285 PSI 1 x : later i I 3. All concrete work shall conform to ACI 318-19 Building Code Requirements for Structural Fc perpendicular to grain - 850 PS{ I ' Concrete and latest revisions. i 4. Reinforcing steel shall conform to ASTM A 615, Grade 60. Cut ends of the PWT Treated LVL beams shall be coated with sealant. to minimize moisture 5. Concrete cover for reinforcing shall be as follows: wicking. The top surfaces of the LVL beams shall be covered with flashing or flashing tape as per the manufacturers instructions. Exposed surfaces of the PWT Treated LVL beams shall f Concrete placed directly on ground: 311 be painted or stained at the discretion of the Owner. Formed faces of concrete exposed to weather or earth: 2" 5. All metal connectors and fasteners that are in contact with preservative treated wood shall STRUCTURAL STEEL: be stainless steel. 6. Light gage metal connectors shall be as manufactured by Simpson Strong -Tie Company. 1. All structural steel work shall be in strict accordance with the AISC Specifications for the g g g Provide the total number of fasteners designated by the manufacturer for the indicated Design, Fabrication and Erection of Structural Steel for Buildings. connector type unless noted otherwise. / 2. Steel:7. Roof sheathing shall be 3/" Structural -Use plywood, exterior type fastened to supports with existing wood sill �� _ i top of foundation wall 8d common nails or ring shank nails spaced at 6" on center at panel edges and 12" on Hollow Structural Sections: ASTM A500 Grade B, Fy = 46 KSI center intermediate. The long direction of the plywood shall be perpendicular to the roof Steel Plates: ASTM A36, Fy = 36 KSI trusses and end joints shall be staggered. Anchor Bolts: ASTM A307 CONSTRUCTION: SECTION 3. Welding shall conform to AWS D1.1- 82 and shall be done by certified welders for all shop 3-3 and field welding. Use E70XX electrodes. 1. The Contractor shall field verify all dimensions and elevations shown on the Plans prior to 4. Structural steel shall receive one coat of shop primer paint and one coat of finish paint for proceeding with the fabrication or installation of any materials. steel that is exposed in the final condition. 2. The Contractor shall report any site conditions that would be detrimental to the proper 5. The Contractor shall provide temporary bracing and shoring against wind forces and all completion of the work to the Engineer prior to proceeding with the affected construction. other construction loads throughout the progress of work. 3. Demolition work is required to remove the existing entrance vestibule structure and to open the facade of the existing structure where the new PWT Treated LVL beams will bear existing structure. The existing and where the new roof sheathing will be attached to the ex sti g s g - thin brick veneer and setting bed shall be completely removed over the limits of the existing end wall to which the new roof canopy will be attached. Existing wall sheathing shall only be removed to the minimum extent necessary to install the new beams and support structure. Mistry Associates, Inc. Consulting Engineers Planners Land Surveyors 315 Main Street Reading, MA 01867 Tel: (781) 944-6400 Fax: (781) 948-9908 ZCHITECTURAL I K I . I I Ll 1 Y No. Revision Date Apvd. Designed by: Nalin Mistry Drawn by. Nalin Mistry - Checked by: Nalin Mistry CAD checked by. Nalin Mistry Approved by: Nalin Mistry Ya—outhAFloor plans\216 File Name : Male, yarmouth. � Scale: AS SHOWN Date: 4/03/2023 Project Title: SUNBIRD CAPE COD RESORT 216 MAIN STREET WEST YARMOUTH, MA. Issued for: PERMITTING Drawing Title: FRAMING STRUCTURE Drawing Number ikk OF MA Ife S _2 0 Nalin M. G = u, � Mistry Cn ,9 27335 , �° �W Sheet �( of 4 G 15 T ro ject Number 23 445550