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HomeMy WebLinkAbout92 Phyllis Dr plans 4Mk in Egll�, 3/Lr­' A peas: 6'wDh -zr oF z ;,Vr S: - I- --- �'., & Massadni-asetts Chee-kilst for Compliance,"78CC.-VIR530 L2.7. isszf_-�_asetts Chec- -for Con-ap"ance Check Loadbearing Wall Connections Compliance Lateral (no. of endnailed 16d common nails)... .... (Table 7) ......... ........... ....................... 1.1 SCOPE Non-Loadbearing Wall Connections Wind Speed (3-sec. gust). ........... .................. .................................. ... .................... ....... .......... 110 mph B Lateral (no. of endnailed 16d common nails) ............... (Table 8) ............... ....... __ ........................... Lead Bearing Wall Openings (record largest opening but check all openings for compliance to Table 9) Wind Exposure Category . .......................................................... .. ................ ............................................ 1.2 APPLICABILITY Header Spans ...... ... ...... ­ ...... __ .................... ... .(Table 9)........... ft in. 25 11' Sill Plate Spans ... ............... .................................... (Table 9) ... ................ It in. :5 11' -... . Full Height Studs (no. of studs) (Table 9) 1 Number of Stories ............................... ............. ........ (Fig 2) ....... ...... .......... stories S 2 stories Roof Pitch ........... .............................................................. (Fig 2) .__ ...... ........ 12:12 ft 33' ............. .............. ... ........ ........ ............. ..... is for compliance to Table 9) Non -Load Bearing Wall Openings (record largest opening but check all openings A Header Spans...__..................................._................(Table 9) ................. ft in. 5 12' 1*U-4 Mean Roof Height ... ......... ......................... ............. (Fig 2) ............................ .......... �� U :5 Sill Plate Spans (Table 9) .......................... ft in. :5 12" 4. BuildingWidth, W ....... _ ........................................... ......... (Fig 3) .... ....... ........................... ft :5 80, ft BuildingLength, L ...................... ............... ....................... (Fig 3)...........................................S 80' ...... .......... ............. ..................... Full Height Studs (no. of studs) ................... ............ ... (Table 9) ............... ............ Exterior Wall Sheathing to Resist Uplift and Shear Simultaneously, e Building Aspect Ratio (LIW) ... .... ....... ........... � (Fig 4) ....... ....... __ .............................. L,-J:5 3:1 g2 ................. .......... ...... Nominal Height of Tallest Opening (Fig 4)........................_...................-. 4- S 6'8" Minimum Building Dimension. W ............ Nominal Height of Tallest Opening................................... ................ ......... 1.3 FRAMING CONNECTIONS Generalcompliancewith framing connections .................... (Table 2) ........... ............... .. .......... ........... peype.............................................. .. � .......... ........................ Sheathing (note 4) Ty Edge Nail Spacing... .................. ................... (Table 10 or note 4 if less) ................ in. 10}......... in. N" is C-J P"" ro VN6*b?A Tyr. 06ft"t'llyp. Field Nail Spacing ....... __ .............................. (Table ........ ............ n. 2.1 FOUNDATION Shear Connection (no. of 16d common nails) (Table 10)......... ...... __ .......................... ...... Foundation Walls meeting requirements of 780 CMR 5404.1 Percent Full -Height Sheathing ....................... (Table 10) ................................ .................. 0/o _z. Concrete .......................................... ......... ......... ............... ........ 5% Additional Sheathing for Wall with Opening > 68" (Design Concepts) .... _ ........ ....... ........... ConcreteMasonry ................. ...... ................................. - ........ ...... ................ __ .................. ...... Maximum Building Dimension, L - g2_ ........... Nominal Height of Tallest... Opening .......... ...... 0:5 68" L. TO FOUNDATION" Sheathing Type ......... ........ ................ (note 4) .................... ............. ....... ....... 'vv!; 2.2 ANCHORAGE 5/8" Anchor Bolts imbedded or 5/8" Proprietary Mechanical Anchors as an alternative in concrete only in. Edge Nail Spacing .................... ........ ....... .... (Table 11 or note 4 if less) ...... . ............... in. Field Nail Spacing_ (Table 11) n Ile Bolt Spacing -general ....... ............ (Table 4)%�,'-Lb, _...........___........_.(Fig .......... (Fig 5) � ...... _J.. Bolt Spacing from end/joint of plate in. s 6"- 12" Bolt Embedment - concrete ... ....................... (Fig 5) ...... ..................................... ....... I in. 2t 7" 5) - in. 2: 15" .... .......... .............. ........ _ .......... __ ................. Shear Connection no. of 16d common nails) (Table 11) ............. ............. Percent Full -Height Sheathing ....................... (Table 11) ......................................... .. 5% Additional Sheathing for Wall with Opening > 68" (Design Concepts).....:.............: NIL L 2� CA- to Bolt Embedment - masonry ...... ...... ....... .............. (Fig ......................................... (Fig 5) 3" x 3" x %" Wall Cladding Plate Washer ............................................................... ................... ......... Ratedfor Wind Speed? .... .......... - .......... ....... ....... ......................... -... I ...... ............... 3.1 FLOORS Floor fratning member spans checked ............................... (per 780 CMR Chapter 55) ............. _ ....... 5.1 ROOFS Roof framing Rafters AWC Span Tool, BBRS Website) Maximum Floor Opening Dimension... . ..... ___ .... ......• --- _ (Fig 6)_ ............ .... ____*Jjrft 5 12'or L/2 or W/2 member spans checked?...., : ........ (For use see Full Height Wall Studs at Floor Openings less than 2' from Exterior Wall (Fig 6) ...... ................. ....... ...... Roof Overhang ........... __ ........ ........... (Figure ft:s smaller of 2' or U3 Maximum Floor Joist Setbacks Supporting Loadbearing Walls or Shearwall... .... ........ (Fig 7) ........ ............................. ....... ft :5 d Maximum Cantilevered Floor Joists Truss or Rafter Connections at Loadbearing Walls Proprietary Connectors Uplift ................................................(Table 12) ...................................... U�.",_. w6p WON Walls Shearwall (Fig 8) ft :5 d Lateral ..... _ .......... ....... __ ........ (Table 12).............................................L -. Supporting Loadbearing or ................ ............. ........... .............. ......• Shear 12)... S FloorBracing at Endwalls ................................................... (Fig 9)_ ................... .................... ......................... Floor Sheathing Type .... ........................... .... ........ .......... (per 780 CMR Chapter 55) ..... ...... Floor Sheathing Thickness ... ................ ......... ...... (per 780 CM -8 Chapter 55) � .... in. .............. ................................(Table .......... ................. 160 -ties not used per page 21.. .. (Table 13) ...... ............ 7_- Ridge Strap Connections, if 4 Ilar Gable Rake Outlooker ... .......... .......... (Figure 20). ........ ft 5 smaller of 2' or U2 QPMENT Floor Sheathing Fastening .................................................. (Table 2).. K d nails at _4Jn edge 127in field Truss or Rafter Connections at Non Loadbearing Walls 4.1 WALLS Proprietary Connectors * * * ........... Uplift___ ............................. (Table 14).................. . U= lb. 43;tlz. Lateral (no- of 16d common nails) (Table 14) lb. %RT. MW 4TTAG"MT. Wall Height 1- .......... .­1 Loadbearing walls ........................................................ (Fig 10 and Table 5) ..... - . ft :5 10' ... ............ .... ............... _1 Roof Sheathing Type... ... ....................... .... (per 780 CMR Chapters 58 and 59) .................. ft 20, Roof Sheathing Thickness 14 in. WSP Non-Loadbearing walls ................................................ (Fig 10 and Table 5) ............. :5 Wall Stud Spacing ........ ......... ........ (Fig 10 and Table 5)....._........... I& in. :5 2,4" o. c. ..... __ ........ ............... ........... ...... 2:7/16" Roof Sheathing Fastening ......... ............ (Table 2) .. . .... ... ve ..... it�.( ... 1- .5 11TES: Wall Story Offsets .........................• ....... (Figs 7 & 8) ........ ... . ... ......... ........ k�'ft S d Notes: 1, This checklist must be met in its entirety, excluding the specific exception noted in 2, to comply with the requirements of 4.2 EXTERIOR WALLS 3 780 CMR 5301.2. 11 Item 1, If the checklist is met in its entirety then the following metal straps and hold downs are not Wood Studs Loadbearing walls... ........... ....... .......................... ...... (Table 5) ................... .......... 2x_k Oft in. - L required per the WFCM 110 mph Guide: a. Steel Straps per Figure 5 Wood Suuauritl P*wk " be minimum thicknim of 7116" and be installed as faillows.. i. Panels AM be bomW with arenSib axis pwaW to sadL e 611�1 ft in. Non-Loadbearing walls ............. ................ _._ ....... .... (Table 6) ........................... ­2X-7 b. 20 Gage Straps per Figure I I u. All hmirwitsii joims'sh&U 0= over vW be nsi)ed to fiveiing Gable End Wall Bracing' Studs (Fig 10)_ c. Uplift Straps per Figure 14 d. All Straps per Figure 17 sW iii. On Amot stoty cantructiow p11110015 be stmcbed to bmm platiat and Lop nwalberpf the double Full Height Endwall ..... .................. .................... ... ....... ......... ........ ...... ............. WSP Attic Floor Length ................ ............. .............. _ (Fig I I)E.., ft*:e:W/3 Gypsum Ceiling Length (if WSP not used)................... (Fig 1 0.9W e- Corner Stud Hold Downs per Figure 18a 2. Exception: Opening heights of up to 8 ft. shall be permitted when 6% is added to the percent full -height sheathing Lop plw- iv. 00 two story001HUTICdW Nipper PaDds SIWI be attatbW to the top member of the doubile top apperplim -ft?: 2 x 4 Continuous Lateral Brace @ 6 ft. o.c. (Fig 141) ....... ...... ............ - -:;, L requirements shown in Tables 10 and 11. 3. The bottom sill plate in exterior walls shall be a minimum 2 in. nominal thickness. pressure treated #2-grade. wA to based joist at boqVwWpawL Upper amcbmw Blower pied dog be made: to bred joist &M lower att1whamm niece S!" plawir floor foviing. ' C_.z.e C; =�� i ...... . '3 s-:07:e S: .444(., --i­ ... ...... 4- _t� . ........ . ...... . .. OF iV 7a a- Mks q� 2> A/ /7 . iA OF U4 11A HPI I- V. Hormnial mW spipmg at dotab Ie", Pt piamr, band joists. sad VM= sing be a doul* iro-w of Sd staggcirad at 3 incbcs an center per figwas below Venical mid HorbenW Nam for pme Anackaei 1`;� MI HELE C ILO 7 '24 CUDILO '"4 STRUCTURAL o STRUCTURAL W No 774 No 34774 rrV1, GJSTf;' Q/S-T SS'tJNAL 'Al N 6f CENERAL -NOTES AND MATERIAL SPECIFICATIONS: (Residential IRCConstruction) SK-1 TT , I 1 7_T1'_ FONDATIONS U LAII ,%ork'niallship to cont-orin to the rccluircinctits offlicMassachusetts State Building Code, latest edition. . 2, A1-:orsiic location and g'rading in iorinifionsee Site Plan- he others. ssunicd rict allo\c able soil bearing CapUCit\. Ll", 3000 psi' for ft owdiuni sand!ora\ ei composition. Othcr soils, encountcrcd. coniact the of Record, 1. Concrete' 4 MilliffiLlin 28 da\ strength. t'c - 3000 psil 3 4" M-2regate. designed per American Concrea: IFIS611.11C Code. latest 1111AX11111.11`11slunip - 4". it.) Anchor boltS ASYM A307-aivanized. inin- 5 diameter. 12" lono. %\1 2-1, 2" hook spaced per Code Checklist. or in concrete picas AA' � Sitripson ABI base: SPACED 2'o�c for slab-on-gradc construction (i.e. Garage. Basement. etc.),etc.),b.) lime inin. 2#4 top bori/ornal-clear, to prevent hrink All %Nalls tosfl,!c c.) All wills longer than 25'sliall have Vertical control joint with x\ate,lopping bctx\cen ualljoint. 1A I I oi -kinunship it) coul'orin to the requireincrits oftho.Massachuscus State Building (Aide. latest edition. , 2. Sirticlural Iliesiun Lpads: Dead I oads: Actual `t,\ eight of Building, Coniponents iivcLoads: Sno%\I.old -30psf(,pltisirit't)xxithapplicable reduction AT I IC Storage - 20 psi' Living Fluor - 40 psi' Sleeping I-'Ioor;- 30 psi' Decks and Balconies - 40 psi' iteria its plans Wind Load: Ct used for I I 0.\4 III I i:xposurc 13 or Cas noted Iwr 3. StrUCtUr,11 SWI: (as required) . i j � t a, S l vi :1j,? tirade �0t shop ptlint vcittl rust inhibitive paint. I'lini-11oks: ASIAMA307. 48 9 16" didllletC1_. 1). l\cids: Shop weld call and base plate,, to columns: shop weld bearing plates to beams: use E70xx electrodes. Altcrnauvchfield \%eld bv certified \\cIders. c. Detlection Criteria: 1360 total load dellection. -1. l'illiber Fraininu: it, All ric\\ timber 1raming: Spruce-Piric-1ir \o. I,\ ith Fb= I 000p.,i, F=1_300.000 psi, or better. _C4 b. Pressure treated timber W, I,): Southern ],lineyt ith I:b=- 1300 psi. I.=I.600.000 psi. or better. c. Laininated \,"eticcr Luinbcr: All 1,.V.l,. shall Ile 1.9F L.V.I.. uilh I`b=2925 psi. 1:-1-9oo ksi, I-\--285 psi. I-'c per-750 psi. tt I I: par -3035 Psi. Ilarallarn (PSI,): All PSI, shall be min. 1.91:1 S "ith 1+ 2900 psi, 1: 1-900 "-sr. Fv=285 psi- Ic per� '750 psi, _ I C pill 2900 psi. Note that Nlicrollaill and 11aralk till ilia\ be used intcrchan2cahl\. Live Load. 1, 300 Total Load 1. Deflection Criteria. 1.,480 Optional Provide ,hap draiting.subi-,iiiiiilt)l'engineered lumbers} stenisfor approval prior tomaterials purch,.isiii,-,. 5, Connectors: ;%leial As ill arill i'aclured by Simpson Strong- Fie 4,:o. -;bal I be handled and installed Per manufacturer requireinents. %N it 11 a I I nail 0L Miles Ii I led- I,% iii, the size nail its speed led bN infer. or herein - Il� Rafter to Kid2c Beam: Simpson LSSU-s_cries. or Simpson Siraps over top ol'pI\Nood, spaced 16" o -4 4 Rafter to (ridge [,late: Collar ties inin- I x&,u 16'* cv.:c at top or Sinipson Straps (')\ cr top oplywood plyoodspaced 10" w C b, Railer ends to top plate: Simpson I I-LiA c. Rand Joist: Shopsonstraps at _1'o c: CS-14R-49" centered at band joist 6. Bolts: Bolis m %\ood 1`rarning shall be standard machine bolis unless noted othen.\ise. Bolt hole: in t\ood shall he 1 3"" urger than� t. bolt dianieter. Bolt heads and tints shall beat- on standard nialleable iron mashers. or square plate washers. All nut, shall be I IctiL11!c1led at collipletion of lob. _74 • 1; Blocking. Blocking Shall be -solid blocking. -'\ inininmin. and full depth ofineniber. h, Stud Ak ails' provide blocking al 8'-0" o-c. illaxinluill licig-Ill. Corner,, it? be blocked at 48" oic ith pl\ %kood edge nailiiilr to this blocking for the first 48-ofillese building corners. c. Na'liw_ Schedule: W170D go-mao"L 17"*L Solid Blockino to Bearini-, 2-8d tocnai Is ca. side Blocking Beix'%cen Studs 2-10d toenaits ca. end. or 2-16�d end -nails ca. End d, Ne%\ !-raining: Provide2x blocking ior-Ijoist/ratIcr bays and spaced 48" o;;c injoist and rapier plane at all attach I)IVX\ ood edges to this blocking WSP ATTACHMENT !Nil nailing shall he ioaccordalicc \X ith the \N I-CAl I:tl)lc 3.1 tillicss noted Ilercinspecilicail\. .MLlItil)IC SIULIS 16LI a 12",,taggered a. All nails shall he coninion -,\ire nails. 4111_� Rd"T 'to 60ALL 0 h. sub -bore mberc. nails tend to split \,\ood_ 9. licaders less than 4*-0". use, 2-20: all others per MA State Building Code. tf^0 \1t:.bT1GbL &PNID +40R,17-oWTAL hnot C1.1H M r, r ( C&A-M Cr- Nr CD 0 rd r-4 of (d EQ CD 0 C\1 P4 cad I to in tn CS3 Cd 00 Ado 0 14 t-4 0 10 r 4 Cd rd 0 U2 0) �A Pq0 4) 0 • r-4> 0 a) 0 rn All