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Home My WebLink About80 Mattakese Road Proposed Flood Foundation 3O H"TAT l oiy \8\1`4'7 FIRL�T PLGZ7f�� _ o �- F�AKAWAY PANN, S � LHAL �K�A4J+WAY WA -1-1 T NoT oVt�kLAP fir --P-5) PWVID6 SEFAP- T- AP-t-NII'i G=U +L PIEcEL 2ua} BegApveAY HAIL;I ✓�3/4�CueAt'AN(E 6TWh, FPAME-. Tof4 F�TtWt/-12d fT 2x4C2410-C' Y2- 10.1 o"ILIeD T�6 W1 I " 0_5A r-- C- P1EF,� — I MAx. Mit-t+�IG+�T sTPUr�- Imo° 12" PIES • • 2�5 T�r� G2AD� 0AM Mir011 FVVID� pout eLS PRD M Grupe FeAM INTO PIet,% 4— #8 --I NO. 6r03AT9-24X36 PL2rd,- Kei�WAY 1�11Vk Yv2-12J (&OTS v-+ PeVAH ANT M LIS �_ADEVAP-J�s Se�NaTe2. N �-FL00F.65AM i 3,/sl' x I it/,;" PAP -ALL -An FsL loll, 5IP11'SoN `A//2-r2l." TF1 il60LTs 11 GLEAM 11 ?� 6� I G'" 11' A1' 5t_Ab -oN -G P -ADI: DoWE L- I NTS los✓ 12i1 � c01JG, 171�I` w/q-#8 VC-,rz-F 4 STANDAKD I40oKy 35L 17" r-oUNDAT1oN rL-A_R 1�OTF= Mit�l. (121 �Ir� R�c�Uli�p. TINNoU,s D1.nc�-4K(-i 3'AZ11x II 04 FK(ALLAM F:5 L_ f.T• loP EI-AHL'4e 1�ANU f- S i f'ji'Sohl GLT 3, 3 x WI = 3'/211 I � I Exfe�loR Pl�� I Loil l 1 - --you GL �-A 3x C FooTIh4G w�3 o5 r --.W, FwT-C -FYPIGAL PIr�-f2 TYPICAL INDIoqz_PIP-►2 s/1' 117/v — gs �IMP�vN c,p�44 5�g11(pTHQUgOL%j 9x(P P,TPosr 1LJ51MPsoN PesT FASB = Pmo4"/12-I("d NWUS �1011�CoNG2P_TE FILLED II S0F40TU13F - 21>c 21 x I TI(i61 GFNFRAi NO .S ND MA RIAI. SP IFI ATIONS 1. All workmanship to conform to the requirements of the Massachusetts State Building Code, latest edition. 2. For site location and grading information, see Site Pian, by Land Use Technology, S. Dennis, MA, latest issue. 3. The house foundation is designed to withstand velocity flood zone effects of wind and water acting simultaneously during the base flood, in accordance with the Coastal Construction Manual, FEMA -55, Feb. 1986. ' 4. The floodzone is determined from the National Flood Insurance Rate map, as shown on the Site Plan. The design is based on the worst case zone V-15, Elevation 13.0, and may also be used, unchanged, for zone A-12, Elevation 12.0, except that the first floor is to be at or above the Base Flood Elevation, and will be determined for each case in the field by a Registered Land Surveyor. S. Assumed soil type for determining soil strength is medium dense sand, with allowable bearing strength, q a = 2000 psf. 6. Design wind speed is 90 m.p.h. for the 100 year storm 7. Concrete: Minimum 28 day strength, f c = 3000 psi, 3/4" aggregate, designed per American Concrete Institute Code, latest issue, max. slump = 4". a.) Steel reinforcing bars: New billet steel, ASTM A-615, Grade 60. b.) Reinforcement cover shall be not less than 3" where concrete is cast against soil, and not less than l 1\2" where concrete is formed. Slab reinforcement shall be placed in the top with I 1/2",cover. c.) Reinforcment shall be lapped where required for a minimum distance of 2'-0". d.) Form removal: Footing forms - 24 hours; pier forms - 3 days, continue curing. e.) Welded Wire Mesh Reinforcing: Cold drawn wire per ASTM Al 85; furnish flat sheets; lap one grid spacing, minimum. 8. Timber Framing a.) New joists: Spruce -Pine -Fir No. 2, with Fb = 1000 psi, E=1,300,000 psi, or better. b.) New beams: Laminated veneer lumber, as manufactured by Trus -Joist MacMillian f U3,uw, southern pine, with Fb = 2925 psi, E = 2,000,000 psi. Micro=Lam and Parallam beams may�be��D used interchangeably. c.) Deteriorated timbers to be replaced in kind, as required. 9. CWnectorc and EaAeners: Simpson Strong -Tie connectors, hot dipped galvanized, to be installed per manufacturer specifications, with all nail holes filled, with the size nail specified herein. 10.For house design and superstructure requirements, see Architectural Plans by others. - 11. EleetricaL beating, ventilation, plumbing, air conditioning and other service facilities are not to be located below the Base Flood Elevation. JUL 1 2�J1 I1 H OF @� MICHELE �Cy Q Ili l -f IAL I SS Ut% MAY , No. 3D4C774 H r No, �E1/ I S I a N SAT STRUCTURAL A�o�AECISTERE��4`vQ ca -r POINT VILLAGE fFSIOHALEN�'\ N P Hr-_AD0VV5 KD., W,YAPMDUTN MA I I �� APPROVED BY DRAWN BY Mc 5,9-8g� DATE: MAY 1`1961 MICHELE C. TUDOR, P.E. rr-oro'�A�D FLoop rDUNDAT&t Consulting Structural Engineer / 01 `-f � 1 L_ PoSO DRAWING NUMBEI 7T C0r,nwootl ta�+e.CM'^,v:ee. nnIssocha,sens iQN7.(506)7717(,�71... Ido' qoQ�� j��'(�— �,G�NT�P.VI LI_e. MA S" 1 s 3'AZ11x II 04 FK(ALLAM F:5 L_ f.T• loP EI-AHL'4e 1�ANU f- S i f'ji'Sohl GLT 3, 3 x WI = 3'/211 I � I Exfe�loR Pl�� I Loil l 1 - --you GL �-A 3x C FooTIh4G w�3 o5 r --.W, FwT-C -FYPIGAL PIr�-f2 TYPICAL INDIoqz_PIP-►2 s/1' 117/v — gs �IMP�vN c,p�44 5�g11(pTHQUgOL%j 9x(P P,TPosr 1LJ51MPsoN PesT FASB = Pmo4"/12-I("d NWUS �1011�CoNG2P_TE FILLED II S0F40TU13F - 21>c 21 x I TI(i61 GFNFRAi NO .S ND MA RIAI. SP IFI ATIONS 1. All workmanship to conform to the requirements of the Massachusetts State Building Code, latest edition. 2. For site location and grading information, see Site Pian, by Land Use Technology, S. Dennis, MA, latest issue. 3. The house foundation is designed to withstand velocity flood zone effects of wind and water acting simultaneously during the base flood, in accordance with the Coastal Construction Manual, FEMA -55, Feb. 1986. ' 4. The floodzone is determined from the National Flood Insurance Rate map, as shown on the Site Plan. The design is based on the worst case zone V-15, Elevation 13.0, and may also be used, unchanged, for zone A-12, Elevation 12.0, except that the first floor is to be at or above the Base Flood Elevation, and will be determined for each case in the field by a Registered Land Surveyor. S. Assumed soil type for determining soil strength is medium dense sand, with allowable bearing strength, q a = 2000 psf. 6. Design wind speed is 90 m.p.h. for the 100 year storm 7. Concrete: Minimum 28 day strength, f c = 3000 psi, 3/4" aggregate, designed per American Concrete Institute Code, latest issue, max. slump = 4". a.) Steel reinforcing bars: New billet steel, ASTM A-615, Grade 60. b.) Reinforcement cover shall be not less than 3" where concrete is cast against soil, and not less than l 1\2" where concrete is formed. Slab reinforcement shall be placed in the top with I 1/2",cover. c.) Reinforcment shall be lapped where required for a minimum distance of 2'-0". d.) Form removal: Footing forms - 24 hours; pier forms - 3 days, continue curing. e.) Welded Wire Mesh Reinforcing: Cold drawn wire per ASTM Al 85; furnish flat sheets; lap one grid spacing, minimum. 8. Timber Framing a.) New joists: Spruce -Pine -Fir No. 2, with Fb = 1000 psi, E=1,300,000 psi, or better. b.) New beams: Laminated veneer lumber, as manufactured by Trus -Joist MacMillian f U3,uw, southern pine, with Fb = 2925 psi, E = 2,000,000 psi. Micro=Lam and Parallam beams may�be��D used interchangeably. c.) Deteriorated timbers to be replaced in kind, as required. 9. CWnectorc and EaAeners: Simpson Strong -Tie connectors, hot dipped galvanized, to be installed per manufacturer specifications, with all nail holes filled, with the size nail specified herein. 10.For house design and superstructure requirements, see Architectural Plans by others. - 11. EleetricaL beating, ventilation, plumbing, air conditioning and other service facilities are not to be located below the Base Flood Elevation. JUL 1 2�J1 I1 H OF @� MICHELE �Cy Q Ili l -f IAL I SS Ut% MAY , No. 3D4C774 H r No, �E1/ I S I a N SAT STRUCTURAL A�o�AECISTERE��4`vQ ca -r POINT VILLAGE fFSIOHALEN�'\ N P Hr-_AD0VV5 KD., W,YAPMDUTN MA I I �� APPROVED BY DRAWN BY Mc 5,9-8g� DATE: MAY 1`1961 MICHELE C. TUDOR, P.E. rr-oro'�A�D FLoop rDUNDAT&t Consulting Structural Engineer / 01 `-f � 1 L_ PoSO DRAWING NUMBEI 7T C0r,nwootl ta�+e.CM'^,v:ee. nnIssocha,sens iQN7.(506)7717(,�71... Ido' qoQ�� j��'(�— �,G�NT�P.VI LI_e. MA S" 1