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X " � �;. � � Exp�(ga 07/19�W7 � Tr.'no. 13454' � Y � - .� : t�E��ir�. �. - � { • Restricted Of�� . ia . . I � �RANDEL G COMITO��,, � , 45 BOWLER ST (/" q F �� V}��� LYNN�, MA 01904� V �_ � // � 7 , CommbsWmr i� 3 x . �� ��,� ���. . '� `b , Y.., . :p� ' 1 �._s�_ jR�"..v'�+rte.�C'�a.4a^"._.�.^T/'a��rwr.e ..H'R'rm�� • ,�. � �a � ✓� �6�[6X�(GPltL[/L �./ . u^�: . !YKlOC[Id � _ HoarJ of BuflJing Regulaqoos anJ Sfundarda£ � . i� HOME IMPROVEMENT CONT £ �;� * ' - . . . RACTOR_. p.. j». . i Registratlon.. 148139�� - ' � ' `ak r �Explratson'- B/�2007 � �, �" � � , r" � ��*�� h�� �{�,7ype- Ltd Liability Corpo2tion��� . x} � ���t,�,,,.r. ° "`� COMITO CONSTRUCTION CL'C1� . . , ��".�.,q.�3 � ��� RANDEL COMITO��. ,� ,}� ;- a� 4Y e. 4560WLERSTREEF�,��Cf'� ` a � '� "� '�` LYNN.MA 01904 . . J G'G"'`_��w . � _��A , �m ;... ,.,,... 4,�,..,..,. � �,.M„=1.Jmb�hlra[or., . . ..�,,.....,,n..,,,;,',,.< ,,;a„y . . � d � r, � 1 �a ''. � B�`i1�$�� Double 1-3/4" x 11-718" VERSA-LAMO2.0 2800 DF Floor Beam1FB 1 0 BC CALC�9.2 Design Report- US 3 spans � No cantilevers � 0/12 slope Thursday, June O7,2006 15:01 Build 141 � File Name: 62 HATHORNE ST.BCC Job Name: Description: FB01 Address: Specifier: City, State, Zip: , Designer: Customec Company: Code reports: ESR-1040 Misc: , � � i � ; � � : ��-as-oo ��-oo-oo is-oaoo B0,3-1/2" 81.5-i12" 82,5-i/2" B3,3-112" DL 886 Ibs DL 1638 Ibs DL 3209 Ibs DL 1350 Ibs SL 1939Ibs SL 3587Ibs SL 7026 Ibs SL 2957Ibs Total Horizontal Product Length=41-06-00 LoadSummary Live Dead Snow Wind RoofLive Tag DeSCfiptiOn LoadTYpe Ref. Start End 100% 90% 115% 133°/a 125% Trib 1 38 LB1SF. SNOW IOAD Unf. Lin. Left 00-00-00 41-06-00 160 plf 374 plf n/a Controls Summary Value °k Allowable DuraUon Load Case Span Location DISCIOSUfB Pos. Moment 16068 ft-Ibs 72.7% 115°/a 3 3-Intemal Completeness and accuracy of input must Neg. Moment -17394 ft-Ibs 78.7% 115% 3 2- Right be verified by anyone who would rely on End Shear -3610 Ibs 39.8% 115% 3 3- Right output as evidence of suitability tor Cont. Shear 5372 Ibs 59.2% 115% 3 3-Left Particular application.Output here based Total Load Defl. L/253(0.89") 94.8% 3 3 on building code-accepted design Live Load Defl. U369 0.611" 97.6% 3 3 properties and analysis methods. � ) Installation of BOISE engineered wood Total Neg. Defl. -0.114" 22.9% 3 2 produds must be in accordance with MaX Defl. 0.89" 89.0% 3 3 current Installalion Guide and applicable Span/Depth � 19.0 n/8 3 building codes.To oblain Installalion Guide or ask questions,please call � °/a Allow � °/,Allow (800)232-0788 betore installation. Bearing Supports Dim.(L x W) Value Support Member Material BC CALC�,BC FRAMER�,AJS'"", BO Wall/Plate 3-1/2"x 3-1/2" 2825 Ibs 54.3% 30.7% Spruce-Pine-Fir ALLJOIST�,BC R�M BOARDT'",BCI�, 61 POSt 5-1/2"x 3-1/2" 5225 IbS 0.3% 36.2% Steel BOISE GLULAM^",SIMPLE FR,4MING 62 POSt 5-1/2"X 3-1/2" 10234 IbS 0.5% 70.9% Steel SYSTEM�,VERSA-LAM�,VERSA-RIM B3 Wall/Plate 3-1/2"x 3-1/2" 4307 Ibs n/a 46.9% Uns ecified PLUS�,VERSA-RIM�, . p VERSA-STRAND ,VERSA-STUD�are � trademarks of Boise Wood Produds, Cautions L.L.C. Column at Bearing B1 anaiyzed for bearing only, column analysis has not been performed. Column at Bearing 82 analyzed for bearing only, column analysis has not been performed. Notes Design meets Code minimum (L/240)Total load deflection criteria. Design meets Code minimum (U360) Live load deflection criteria. Design meets arbitrary(1")Maximum load deflection criteria. Connection Diagram � b d a • r• • �,1HOF� � a�' C N ' � � •� � y ':. �. '� � ��� a minimum =2" c= 7-7/8" �� N��� b minimum =2-1/2"d=24" Member has no side loads. Connectors are:t/2 in.Staggered Through Bolt . Page 1 of t General �ata Name: Designs\FBO1 Design TypP: Flodr Beam Slope: 0/12 Number or spans: 3 Repetitve: n/a � Left Cant. : No Construction: n/a Right Cant. : No Product Data Product name: Double 1-3/9" x 11-7/B" VERSA-LAMO 2.0 2800 DF E / 10^6 = 2.00 EI / 10^6 = 976.89 K / 10^6 = 0.00 lbs Allowable resistive moment at 100� = 19216 ft-lbs Allowable end shear at 100� = 7897 lbs Allowable continuous shear at 100� = 7897 lbs Member Final Load Cases : Span Data Load Case #0: Dead load, ❑o variation Loads Type Start Pos End Pos Start Value End Value Dead Load 00-00-00 41-06-00 160 plf ---- Dead Load 00-00-00 91-06-00 11 plf ---- Span 1 Span 2 Span 3 Moment Left: 0 ft-lb: -1300 ft-lb; -5953 ft-lbs Moment Right: -1300 ft-lb: -5453 ft-lb= 0 ft-lbs Bendinq: 2099 ft-lb: 0 ft-lb; 5038 ft-lbs Shear Left: 897 lbs 561 lbs 1892 lbs Shear Right: -1077 lbs -1316 lbs -1311 lbs Shear Red. Left: 180 lbs 208 lbs 208 lbs Shear Red. Right: -208 lbs -208 lbs -180 lbs Total Defl: 0.045" 0" p.27g" Total Neg. Defl: 0" -0.036" 0" Dead Load Def1: 0.095" 0" 0.279" Bending Defl: 0.095" 0" 0.279" Shear Defl: 0" 0" 0" Uplift: 0 lbs 0 lbs 0 lbs Reaction @ B0: 886 lbs Reaction @ el: 1638 lbs Reaction @ B2: 3209 lbs Reaction @ B3: 1350 lbs Load Case #3: Dead load, no variation + Snow load, default duration and primary application Loads Type Start Pos End Pos Start Value End Value Dead Load 00-00-00 91-06-00 160 plf ---- Dead Load 00-00-00 91-06-00 11 plf ---- Snow Load 00-00-00 91-06-00 379 plf ---- . . Span 1 Span 2 Span 3 Moment Left: 0 ft lb: 9196 ft-lb:-17399 ft-lbs Moment Right: ' -9146 ft-lb:-17399 ft-lb: 0 ft-lbs Bending: 6695 ft-lb: 0 ft-lb� 16068 ft-lbs Shear Left: 2700 lbs 1790 lbs 6036 lbs Shear Right: -3436 lbs -4198 lbs -9183 lbs � Shear Red. Left: 573 lbs 663 lbs 663 lbs Shear Red. Right: -663 lbs -663 lbs -573 lbs Total Defl: 0.195" 0" 0.89" Total Neg. Defl: 0" -0.119" 0" Dead Load Defl: 0.095" 0" p,Z�g�� Bending Defl: 0. 145" 0" 0.89" Shear Defl: 0" 0" 0" Uplift: 0 1bs 0 lbs 0 lbs Reaction @ B0: 2825 lbs Reaction @ B1: 5225 lbs ' Reaction @ B2: 10239 lbs Reaction @ B3: 4307 lbs Member Final Load Cases : Maximums Load Case #0: Dead load, no variation Max Moment Span: 2 -5941 ft-lbs Max Shear Span: 3 1892 lbs Load Case #3: Dead load, no variation + Snow load, default duration and primary application Max Moment Span: 2 -17355 ft-lbs Max Shear Span: 3 6036 lbs sO�$� Single 11-7/8" BCI� 500-2.0 DF RafterIR01 BC CALC�9.2 Design Report-US 1 span � No cantilevers � 0.5/12 slope Thursday, June 01, 2006 15:00 Build 141 • . 24"OCS � Repetitive File Name: 62 HATHORNE ST.BCC Job Name: Description: R01 Address: Specifier. City State, Zip: , Customer: Designer: Company: Code reports: ESR-1336 Misc: �o.s 12 I , ..._. . . . .�.._ 27-0400 ' .. ... B0,2-1/2„ DL 3201bs 61,2-i12" SL 640 Ibs DL 320 Ibs SL 640 Ibs Total Horizontal Product Length=21-04-00 Load Summary �ive Dead Snow Wind Roof Live Tag Description LoadTvpe Ref Start End 100°/ 90°/ 115°/ 133/ 725/ OCS 1 Standard Load Unf. Area Left 00-00-00 21-04-00 15 psf 30 psf Zq^ Controls Summary Value °/Allowable Duration Load Case Span Location D'ISCIOSUfC Pos. Moment 4992 ft-Ibs 91.4% 115% 3 1 - Intemal Completeness and accuracy of input must End Reaction 942 Ibs 79.9% 115% 3 1 - Left be verified by anyone who would rey on Total Load Defl. U204 (1.237") 88.0% 3 1 output as evidence of suitability for Live Load Defl. U307(0.825") 78.2% 3 � paAicular application.Output here based Span/Depth 21,3 n/a � on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood %Allow °/,Allow products must be in accordance with Bearing Supports Dim.(L x VI� Value Support Member Material current Installation Guide and applicable BO Wall/Plate 2-1/2"x 2" 960 Ibs n/a n/a Unspecified building codes.To obtain Installation Guide Bl Beam 2-1/2"x 2" 960 Ibs 25.6% n/a Versa-Lam 2.0 or ask questions,please call � (800)232-0788 betore installation. Slope and Cut Lenath Slope Facia Depth Horiz Lenath Product Lenqth BC CALC�,BC FRAMER�,AJSTM Plumb Cut with Hanger to dbl. top plate 0.5/12 11-7/8" 21-04-00 21-04-11 ALLJOIST�,BC RIM BOARD'"',BCI�, . BOISE GLULAMTM',SIMPLE FR4MING Notes SYSTEM�,VERSA-LAM�,VERSA-RIM � PLUS�,VERSA-RIMO�, Design meets Code minimum (U180) Total load deflection criteria. vERSA-SrRqNo^^,vERSn-S7UD�are Design meets Code minimum (U240) Live load deflection criteria. tredemarks oi eoise wood Products, L.LC. �.tN OF � lEAHfIN4l. Mp(lERM! U �� y . 9 � Q TE �Q � AL Pa e1of1 9 Genaral �ata Name: Desig�s\RO1 Design Typ�: Rafter Slope: 1/12 Number or spans: 1 Repetitve: Yes Left Cant. : No Construction: No Right Cant. : No Product Data Product name: Single 11-7/8" BCI� 500-2 .0 DF E / 10^6 = 2.00 EI / 10^6 = 395.00 K / 10^6 = 6.00 lbs Allowable resistive moment at 100$ = 4750 ft-lbs Allowable resistive end reaction values at 100°s: 1.75" to 3.99" bearing = 1025 lbs 3.5" or greater bearing = 1925 lbs 1.75" to 3.99" bearing (w/ web stiffener) = 1925 lbs 3.5" or greater bearing (w/ web stiffener) = 1975 lbs Allowable resistive intermediate reaction values at 1000: 3.5" to 5.24" bearing = 2325 lbs 5.25" or gxeater bearing = 2650 lbs 3.5" to 5.29" bearing (w/ web stiffener) = 2850 lbs 5.25" or greater bearing (w/ web stiffener) = 3250 lbs Member Final Load Cases : Span Data Load Case #0: Dead load, no variation Loads Type Start Pos End Pos Start Value End Value Dead Load 00-00-00 21-04-00 15 psf ---- Span 1 Moment Left: 0 ft-lbs Moment Right: 0 ft-lbs Bending: 1665 ft-lbs Shear Left: 319 lbs Shear Right: -319 lbs Shear Red. Left: 0 lbs Shear Red. Right: 0 lbs Total Defl: 0.913" Total Neg. Defl: 0" Dead Load Defl: 0.413" Bending Defl: 0.386" Shear Defl: 0.027" Uplift: 0 lbs Reaction @ B0: 320 lbs Reaction @ B1: 320 lbs Load Case #3: Dead load, no variation + Snow load, default duration and primary application Loads Type Start Pos End Pos Start Value End Value Dead Load 00-00-00 21-09-00 15 psf ---- Snow Load 00-00-00 21-04-00 30 psf ---- ti :: . . Span 1 Moment Left: 0 ft-lbs Moment R°ght: • � 0 ft-lbs Bending: 4992 ft-lbs Shear Left: 942 lbs Shear Right: -992 lbs Shear Red. Left: 0 lbs - � Shear Red. Right: 0 lbs Total Defl: 1.237" Total Neg. Defl: 0" Dead Load Defl: 0.913" Bending Defl: 1. 156" Shear Defl: 0.08" Oplift: 0 lbs Reaction @ B0: 960 lbs Reaction @ B1: 960 lbs Load Case #193: Dead load, no variation + Non-Uniform Snow load, default duration and all spans application + Uniform Snow, default duration and odd spans application Loads Type Start Pos End Pos Start Value End Value Dead Load 00-00-00 21-09-00 15 psf ---- Snow Load 00-00-00 21-04-00 30 psf ---- �an 1 Moment Left: 0 ft-lbs Moment Right: 0 ft-lbs Bending: 9992 ft-1bs Shear Left: 992 lbs Shear Right: -942 lbs Shear Red. Left: 0 lbs Shear Red. Right: 0 lbs Total Defl: 1.237" Total Neg. Defl: 0�� Dead Load Defl: 0.913" Bending Defl: 1. 158" Shear Defl: 0.08" Uplift: 0 lbs Reaction @ B0: 960 lbs Reaction @ B1: 960 lbs Member Final Load Cases : Maximums Load Case #0: Dead load, no variation Max Moment Span: 1 1665 ft-lbs Max Shear Span: 1 -316 lbs Load Case #3: Dead load, no variation + Snow load, default duration and primary application Max Moment Span: 1 4992 ft-lbs Max Shear Span: 1 998 lbs Load Case #193: Dead load, no variatio❑ + Non-Uniform Snow load, default duration and all spans application + Uniform Snow, default duration and odd spans application Max Moment Span: 1 9992 ft-lbs Max Shear Span: 1 996 lbs I . -...- •_—__—�` 4' NOMINAL DIA. STANDARD.STEEL PIPE COLUMN . ... _.,. _. . . . . . . . ' . '� ���...�J .. . . . . ,..�. � . . (0.237� WALL THICKNESS - 10.79 LBS/LF) — 24' X B' X 1/4' SiEEL PLATE (SUPPLIED BY COLUMN A�ANUFACTUR!ER) GENERAL NOTES 1/8' WELD ALL—AROUND _. " � 4— 1/2' LAG BOLTS TO HAUNCH � NOiE: CONTRACTOR SHALL DRILL OU7 CONNECTOR HOLES FOR 3/8' � — LAG BOLTS TO ALL BEAMS. CONTRACTOR SHALL VERIFY AUGNMENT • . OF STAGGERED hIRU BOLTS PATiERN AND LCC UNITS. • 1/8' WELD ALL—AROUND—ADD t/2' STEEI. PLATE BETWEEN " sCmC s5on Strong—Tie LCC UNIT AND BEAM FOR ALL LOADS OVER 20 KIPS. PIPE COLUMN — FOUNDATION CONNECTION DETAIL ' �CC�:25440 DETAIL 2 I 4" NOMINAL DIA. STANDARD S7EEL PIPE COLUMN NTS � ! • (0.237' WALL THICKNESS — 10.79 LBS/LF) ' - , DETAIL 1 � 2x beveled plata for aiope greoter than 1/4 in 12 C�LUMN CONNECTIDN DETAIL BETWEEN BEAM FBOl AND PIPE C�LUMN ; � NTS -�- I- D � � DOUBLE 1 3/4' X 11 7/8' VERSA—LAM 2800 DF (BEAM F801) �-- O O ` A = 2" �MIN) ` B = 25' (MIN) ' ' . ' � . . � 1 C a .7 7/8� . . '. . . . , . . U D = 24' — � � Simpson VPA or USP iMP connectors or equal ALL BOLTS SHALL BE 1/2' GRADE A3�7 OR GRADE 2 OR HIGHER • � �� �} ean be uaed in lieu of beveled plate for alopea ,� : � irom 3/12 to 12/12 ,'` \ � RAFTER ATTACHMENT DETAIL � � � DETAIL 3 � _ ^ STAGGERED BOLT PATTER�9 � Nrs f� NTS . ' :-� _ � � , . , , . _ . . 2x12 IN, RIMJDIST \ RAFTER ROL ; . -----�-�- - . ' . ' . ,..�- _...� ,_._�._------•--: -� SINGL� il-�' BCI 'S00-2.0 DF ., _, . ., ,: � _w_., . .�. I :� 24' OC, TYP. CDETAIL 4) � . - _ . . . . . � -: . � . . . � , . . N . N � . . � � ' � -. ,, . .. .. . � .. .- . _ � , . . � � �. �__ � � �'��. s 2x12 IN, RIMJOrST 4' LALLY COLUMN STD-2x4 IN, WALLS CTYP) W/ 24'X8' BASE,TYP, • � . � . CSEE DETAIL 2) � � li'-6• 11'— v li' 6' 1P 18'-1 1/2' 18'—il 1/2' 1'-5 1/2' 41'-5 1/2' STD-2x6 IN. WALLS � . BEAM FB02� DOUHLE 1 3/4'Xll 7/8' STD-2x6 IN. WALLS R��� B E A M P L A N STD-2x6 IN, WALLS BOISE VERSA—LAM 2,0 2800 DF SEE DETAIL 1 FIRST FL❑�R PLAN CSEE DETAIL 3 & 5) SCALE� �• = i�—o. , r S�A�Ei �� = 1�—�� r � � ' � — — — — — — — — — — — — — — -- — — — — — — — — — — — — — — — — — — — ! y 1 f �� I �- — — — — — — — — — — — — — — — — — — — — — — — - — — — — — — — , I 2 { ,� I ( � I No. Revision/Issue Date I � � I � I i . • r . _ .. . I I . EXIST. FOUNDATI�N I � � . ,- I FOOTING CTYPICAL) � " 12 � .,. . I I I I � ECC46 OR A PR�VED N QUAL � 0.5 � , � N AT FB01 & FB02.CTYP.) '" � . I I CEM. C�NC, BLOCK I I KNEE WALL CTYPICA�) I BEAM FBOL DOUBLE 1 3/4 Xil 7/8 � .: ' ' I 3 COURSES HIGH ' ' � _ , . . ; .. . I I I W/ 2'X12'/BACKER SEE DETAIL 3) GARAGE RECONS I RUC I ION ` • � I I ( . ; . _ .. Tp : � I : 36' DOOR OPENING I � -----�--�- FINISH _. , _ __ ' ,. __.._.�. . ..: _ > '62 . �"�/�1�Q�RNF _S"ir)EE�-__.. I � � � I , , GRADE SALEM, MA. 0� 970 I � �� FOR BEAlA, RAFiER AND COLUMN SIZING ONLY PREPMRED FOR: , " ` '. :� ir-6• ir- is�-ii iiz• � � f �"0F� COMITO CO�NSTRUCTION � � L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J � � LYNhJ, MA 9' GARAGE DOOR OPENING 9' GARAGE DOCR �PENING 16' GARAGE DOOR OPENING 21'-4 1/4' I `� " �� Project Drawn Sheet _ _ _ 9 �O _ _ — _ _ _ _ _ _ _ _ _ _ - -- — - - — — — — - - - - — — — — — T p� ��� RCA 41'-5 1/2• N N�' Date iChecked SECTI❑N/ELEVATIDN A —A 6 / OG F�UNDATI❑N PLAN sca�E= �• = i�—o� S�a�e s����s ,�PPo�d 1 OF 1 SCALEt �' = 1'—O' PROFE S/O,NAL ENG/NEER DATE ��4. s '. MMH