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24C-069 (3) KcyE ' Structure TM /.402d i knBe ngine 4. 0.00e LennihanEdStranford - Level 8 7-17 - Materials Database 1369 t 7 :47a 101 Member ata Descriptio : CaIcB2 Member Type: Beam Applicati n: Floor Comments Top Lateral Bracing: Continuous '. Bottom Lateral Bracing: Continuous (- Standard Load: Moisture Condition: Dry Building Code: IBC /IRC �_____.-1 Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.500" max. LL' Live Load/ 0 PLF Deck Connection: Nailed Membet Weight: 10.2 PLF Filename: Q:1LennihanE Other Loads Type i Trib. Dead i Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 6' 3.00" 2 9 Live Replacement Uniform (PLF) Top 0' 0.00" 6' 3.00" 7 27 Live Replacement Uniform (PLF) Top 0' 0.00" 6' 3.00" 81 0 Live Point (LBS) Tap 4' 4.25" 1439 2462 Snow . 6 3 0 6 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1478# -- 2 6' 1.750" Wall N/A N/A 1.589" 3039# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 739# 110# 739# 2 1315# 110# 1724# Design spans 6' 1.750" Product: SPF #2 2 x 12 3 ply PASSES DESIGN CHECKS Minimum 1.59" bearing required at bearing # 2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5432.'# 9154.'# 59% 4.3' Total load D +S Shear 2945.# 5240.# 56% 5.22' Total load D +S LL Deflection 0.0221" 0.2049" L/999+ 3.38' Total load S TL Deflection 0.0392" 0.3073" L/999+ 3.38' Total load D +S Control: Positive Moment DOLs: Live =100% Snow =115% Roof =125% Wind = 160% Design assumes a repetitive member use increase in bending stress: 15 % This member has been designed in accordance with NDS 2005 ■ .,_r c A ._,. j r r ...-,,,)_ i , , A ,-,,,,. Tr() C 0& s7c2 All product names are trademarks of their respective owners Copyright (C)1987 -2012 by Keymark Enterprises, LLC. ALI. RIGHTS RESERVED. ..n..__....._ ._n..... ...,w,.- .w, ........w... n,.... .....• w ......... .....•.. .•.........,,. •w.. A. .......n .....nr.- nnnlnnla Aan..,n ...e..e 4 n. 1 nn41 1 ne r anA, ts 1 Oa. nn . el.aal KeyBuild artructurerm 2.402d Lennihan 'dStranford - Level 10 7 -17 -12 .kmBeamEngnne 4.600g l Materials Database 1369 7:41 a(n 1 of 1 Member Data -__ Description: CaIcG1 Member Type: irder Application: Roof i A Comments: Top Lateral Br ing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: Continuous 0 Standard Load: Moisture Condition: Dry Building Code: IBC /IRC Dead Load: 0 PLF Deflection Criteria: U360 live, U240 total 1.500" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: Q:\tennihanE Other Loads Type i Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 12' 8.50" 213 388 Snow L .,„..,: . ,:„,, ,...�.a. ,e..., -' - - • i. # tit s.,...,a:., - .,m ,k..+w's.aws r 12 8 8 0 0 12 8 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 3651# -- 2 11' 11.250" Wall N/A N/A 1.500" 3651# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Snow 1 1338# 2313# 2 1338# 2313# Design spans 11' 11.250" Product: 1- 314x11 -718 VERSA -LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 10896.'# 24466.'# 44% 5.97' Total load D +S Shear 3046.# 9081.# 33% 11.34' Total load D +S TL Deflection 0.2861" 0.5969" 11500 5.97' Total load D +S LL Deflection 0.1813" 0.3979 U790 5.97' Total load S Control: TL Deflection DOLs: Live = 100% Snow= 115% Roof= 125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives • • All produd names are trademarks of their respective owners 12 S' r'e "M ,, .Copyright (C)1987 -2012 by Keymant Enterphses. LLC. ALL RIGHTS RESERVED. tcnueT "' 2.402d ) 1 KeyBuild S °1 LennihanEdStranford - Level 8 7 -17 -12 ktrd3eamEngme 4.600g 1 t Materials Database 1369 7:44an1 1 of 1 Member Data Description: Cal G1 Member Type: Girder Application: Fl or ./\ Comments: Top Lateral Bracing: Continuous } Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC /IRC Dead Load: 0 PLF ' Deflection Criteria: U360 live, U240 total 1.500" max. LL Live Load: 0(PLF Deck Connection: Nailed Member Weiht: 14.3 PLF I Filename: Q: \LennihanE r Other Loads Type i Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 9' 8.50" 117 183 Live Replacement Uniform (PLF) Top 0' 0.00" 9' 11.25" 64 193 Live Replacement Uniform (PLF) Top 9' 8.50" 13' 2.00" 85 85 Live Replacement Uniform (PLF) Top 9' 11.25" 13' 2.00" 64 193 Live I I / 0 8 4 12 512 / / 0 ®/ 13 2 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 3.625" Wall N/A N/A 1.500" 3576# -- 2 12' 4.750" Wall N/A N/A 1.500" 3103# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 1232# 2344# 2 1097# 2006# Design spans 0' 3.625" (left cant) 12' 1.125" Product: 1- 314x7 -114 VERSA -LAM 2.0 3100 SP 4 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 10127.'# 17424.'# 58% 6.35' Even Spans D +L Negative Moment 26.'# 17424.'# 0% 0.3' Total load D +L Shear 3059.# 9642.# 31% 0.31' Total load D +L TL Deflection 0.5969" 0.6047" L/243 6.35' Even Spans D +L LL Deflection 0.3903" 0.4031" L/371 6.35' Even Spans L TL Defl., Lt. - 0.0480" 0.2000" 2U151 0' Even Spans D +L LL Defl., Lt. - 0.0314" 0.2000" 2U230 0' Even Spans L Control: TL Deflection DOLs: Live =100% Snow =115% Roof = 125% Wind= 160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multiply connection details and altematives I ,,---011 .1 6+0 r 11 V 0 ( I t ` 2 All product names are trademarks of their respective owners r` ' 4; '; Y. '' ai . r b k } :_ , Copyright (C)1987 -2012 by Keymark Enterpnses, LLC. ALL RIGHTS RESVD. i‘111,140,1, ,,,, ,,,;, -,;,, r,,, i �dc 1 n,d;nn Condit and Soans listed on this sheet. „KeyBuild St ucture TM 2.402d LennihanEdStranford - Level 8 kmBeamEngiae 4.600g 7 -17 -12 t Materials Database 1369 7:52arh 1 of 1 Member Data Description: CaIcB3 Me ber Type: Beam Application: Floor 4 I i Comments: To Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC /IRC • Dead Load: 0 PLF Deflection Criteria: U360 live, U240 total 1.500” max. LL Live Load: 0 PLF Dck Connection: Nailed Member Weight: 17.6 PLF Fi name: Q: \LennihanE J Other Loads Type i Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 15' 8.50" 2 9 Live Replacement Uniform (PLF) Top 0' 0.00" 15' 8.50" 7 27 Live Replacement Uniform (PLF) Top 0' 0.00" 15' 8.50" 81 0 Live Point (LBS) Top 3' 9.25" 1228 2337 Live Point (LBS) Top 8' 2.25" 1439 2462 Snow 'ref -`� +I;*.: . � ��� '� �I,.rr . t � r^ `t `sr�' 3'' e�,�Y �, � tom, ¢ ,r z�r� ,c��' i ., g � `� 1 � �m ..,..„a....,,,,..i . ?� �' F , .'.. r 4 : Wit. . ; x li,- a I / 15 8 8 7 15 8 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 4886# -- 2 15' 4.250" Wall N/A N/A 1.500" 3444# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 2454# 2065# 1178# 2 1864# 822# 1285# Design spans 15' 4.250" Product: 1- 314x11 -718 VERSA -LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 21665.'# 38167.'# 56% 8.01' Total load D +0.75(L +S) Shear 4377.# 11845.# 36% 0.01' Total load D +L TL Deflection 0.5786" 0.7677" L/318 7.68' Total load D +0.75(L +S) LL Deflection 0.2881" 0.5118" L/639 7.68' Total load 0.75(L +S) Control: TL Deflection DOLs: Live= 100% Snow= 115% Roof = 125 %,Wind= 160 ° /6 "" " "` Design assumes a repetitive memb use increase in bending stress: 4 Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives _ 1 ; All product names are trademarks of their reS5ectiveowners Copyrght (C)1987-2012 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED if e __.-- _— .- .-- ----�— cIle -nl .—.- -___ RFAAi Add rP_ 55 �. —�__ Project Name' Quantit 1 RESI -------- _- __________ STRANFORD_HUDGINGS DENCE BEAM C Rosboro Big gee Descnption. 3.5" X 9,5" SASOIT — _ — ._...__ — _........ �r�EE r oN MA 6!112072 4:12 f 1 _.. �aqe i of 1 .... ................ ...................... I .- I i i 1rcnM 1 1 //1 .' -- q C7 ”.• 2LVt. �i 14'11" Type Gunn, AppliwLOn Flow. Reactions Moisture Cond:Gon Dry Design Method ASD - -- -- ---- ----- - - -._. __- ._.- _._.__—._-_ -_ Deflection LL: 360 8.tld,n9 Code IDCt1RC SW Live Dead Snow V\ind : oost Deflection TL 240 Load ;nanny No 1 ? 1 I u 227 0 0 0 Importance Nor Deck Not Checked 2 4592 7784 0 0 0 Temperature: lento , 4r 100'F 45brafinn Not Checked 3 78S1 651 3 0 0 Bearings Bearing input in Cap React Dtl 15 Total 4.d. Case i.d Comb . __....__......._.._....__.._ _.____-- ___.__....._.._._ ____ Length Analysis Analysis Actual Location Allowed Capacity Load Comb. Ld. Cass Moment 5625 ft-lb 5'5' 12991 ft-lb 0433 (435) D.L. LL 1 - LVL 4 50(1 t.5C0" 39/ 227 t 111, 17a:: 1_ 3.1 Shear 3306 lb 6'2 1/2'" 6650 0Ib 0.497 (50 %) D*'_ LL 2 - LVL 3 500" 3500" 8.5 2 134 ' 4597 err/ 1. t. 0•:'. LL Dell Inch 0 091 (Lt1215) 10'4 7116^ 0.306 (L/360) 0.100 (30`;6) L L 7 • I_Vh 4 sou 1 - OJ.— ___. <, ,— 351 10E•` `2/02 _L U +, TL Defl inch 0 129 (LJ852) 10 4 314" 0 459 (0240) 0 280 (2853) D +l. t- DesignOK -..__ — ____ —_— ______�._.— _._____ —.____ - Design Notes 1 Girders are designed to be supported on the bottom edge only 2 Tte -down connection reuu-red at bearirg 1 fu' uplift 411 ib 3 Top unbraced 4 Bottom unbraced. ID Load Type Location Trib VYidIh Side Dead Live Snow Wlnd Const. Commenls 1 Uniform 12-0.-0 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF 2 Uniform Top 100 °LF 0 Fl. i 0 F1.6 0 FLF 0 Pt 6 s s yo , ca t CHAD H .5 ". o Vo r` ' 8. STROc'ThRAAL. N VI f 48218 . - : ig ��� S «HAS k 4. . - 1 ilir - - --- Client -- Address - - - -- Project Name J0 Quantity 1 Description -- _ __, _ _._.__._...___—_ ___— 0'6 MASSASOIT — . - ___`-__ - -_ ____ STRANFORD-HUDGINGS RESIDENCE BEAM B Rosboro Big Bearr S T R E Er,MProN. MA 6/1/2012 of PM 3.5" X 11.875 t WI 2 LVL L) ,F .. _ .........................._...._...__.._. ......._...._.....,.__.- ....__r 163 Type: Girder Application: Floor Reactions Moisture Condition: Dry Design MelhoC. ASD ElrrJ Live Dead Snow Wind Const Deflection LL: 360 Building Cafe: IBCIIRC 1 2117 612 0 0 0 Deflection TL: 240 Load Sharing. No Importance. Normal Deck. Not Checked 2 2.117 612 0 0 0 Temperature: Temp r_ 100"F Vibration: Not Checked Bearings Gearing Input In Cap. React D/L lb Total Ld. Case Ld. Comb. Analysts Actual Location Allowed Capacity Load Comb. Ld. Case Length Analysis Moment 10828 ft-lb 8'3' 18473 ft-ib 0.586 (58 %) 0.1. L 1 - LV(_ 4.500' 1.500" 6 0%, 612 / 2117 2728 L D +L Shear 2388 lb 15'2 3 /8" 8312.5 lb 0.2117 (29 %) D +t. 1 2 - LVL 4.500" 1.500" 801, 612 / 2117 2728 1 D +L LL Deft inch 0.372 (0513) 8'3 1/16" 0.529 (L/360) 0.700 (70%) L L TL Deti inch 0.479 (L/398) 8'3 1/16' 0.794 (U240) 0.600 (60%) D +L L Design OK. Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Top unbraced 3 Bottom unbraced. ID Load Type Location Trib Width Side Dead Live Snow Wind Const. Comments 1 Uniform 6 -8 -0 Top 10 PSF 40 PSF 0 PSF 0 PSF 0 PSF /it CHAD N � `P` YOGI STRUCrg "�. .a Att 9�G►Slepf�G\��`" SIAMAI • I � Powered byC!91Strucl' 12.1.026 , ~' Project Name: Quantity I Descnption: STRANFORD-HUDGINGS RESIDENCE BEAM A Rosboro Big Beam STRET 6/11201 2 4:0 7 PM IT Deflection TL•. 240 Loan Sharing No Importance. Normal Deck Nut Checked Temperature: Temp <.,.• 100 Vioralkon. Not Checked Bearings i Bearittg Inpul lo Cap React D/L. ib Total Ld Case l_d Comb Analysis Actual Location Allowed Capacity Load Comb Ld. Case Moment 31434 11)lo 8'6' 31484 ft 0 998 D+0 7.51L+S) I. Design OK Design Notes 1 Girders are designed to be supported on the bottom edge only 2 Top must be [Mara:), braced al a maximum of 13'9" 0 0 10 Load Type Location Trib\iMdth Side Dead bye Snow wind Const. Comments ■ .1**sTsCRovtucloAii3O,___ .ani:Ht9847.,4,4,e, ,.„ ,_ ^ )rn44a4- &t A B C D E F 099? - 4 1 WINDOW & HEADER SCHEDULE FOR 66 MASSASOIT ST. NORTHAMPTON, MA 2 3 WINDOW LOCATION & LETTER PER PLANS PG. A2 t 4 l ; Au; 2 r 2012 5 WINDOW LOCATION & LETTER L 6 DE E' TUN NUL T -iAt.. 'A 01060 7 A, REAR WALL OF FAMILY ROOM NORTH ELEVATION HEADER SIZE 8 window size- 29.5 "x61.5" 2 -2X6 9 10 B,DOUBLE WINDOWS IN FAMILY ROOM WEST ELEVATION HEADER SIZE 11 window size- 63 "x61.5 2 -2X12 12 13 C,2 SINGLE WINDOWS SIDE ENTRY PACKAGE SOUTH ELEVATION HEADER SIZE 14 window size- 23.5 "x61.5" 2- 11 7/8" LVL 15 16 B,TRIPLE WINDOW, SIDE ENTRY PACKAGE SOUTH ELEVATION HEADER SIZE 17 window size- 94.5 "x61.5" 2- 11 7/8" LVL 18 19 D, 1 WINDOW ON 2CD FLOOR WEST ELEVATION HEADER SIZE 20 window size- 29 "x47" 2 -2X6 21 22 E,2 WINDOWS ON 2CD FLOOR SOUTH ELEVATION HEADER SIZE 23 window size- 58 "x53" 2 -2X8 24 25 B, 3 SINGLE WINDOWS SOUTH ELEVATION HEADER SIZE 26 window size- 32"x61" 2 -2X8 27 28 EXTERIOR DOOR HEADER SOUTH ELEVATION HEADER SIZE 29 door size -36 "x81.5" 2- 11 7/8" LVL 30 31 EXTERIOR DOOR HEADER WEST ELEVATION HEADER SIZE 32 door size - 71.25 "x79.5" 2 -2X10