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Engineering
JARRETT-MARTIN ENGINEERS, FLLC PROFESSIONAL ENGINEERING TRANSMITTAL To: Steve Chester (Picked Up) Date: 12/15/06 Re: Red Roof Inn Structural (Budget Inn) JM 03-045 ITEMS TRANSMITTED Quantity Dewdiman 2 Final Report of Special Inspections COMMENTS: 1 for Town of Queensbury 1 Shaki Bhatti Sincerely, Jarrett-Martin Engineers, PLLC Gail Morehouse Administrative Assistant CC: 12 EAST WASHINGTON ST. - GLENS FALLS, NEW YORK 12801 . 518-792-2907/518-798-1864 FAX H.Thomas Jarrett, P.E. Professional Engineering Kenneth Martin, P.E. Final Report of Special Inspections ' Date: December 12, 2006 ' Project: JME#03-045 Red Roof Inn Structural(Budget Inn) Location: 931 U.S. Route 9, Town of Queensbury Owner: Babajani and Mama, LLC (Shaki Bhatti) ' Owner's Address: 931 U.S. Route 9, Queensbury, NY 12804 Architect of Record: SD Atelier Architecture, LLC—Don Davis ' Structural Engineer of Record (Design Revisions Only): Jarrett-Martin Engineers,PLLC To the best of my information, knowledge and belief,the Special Inspections required for this project have been performed and all completed structural work has been in accordance with SD Atelier Architecture design drawings and/or the Jarrett-Martin ' Engineers revised structural drawings. Respectfully Submitted, Jarrett-Ma in Engineers, PLLC (Special Inspector) Or- NEWyo Kenneth A, Martin, P.E. �N A Principal d u.► z Attached: Construction Observation Reports � OFESS���� ' Ke artin P.E. #74334 12 East Washington St. - Glens Falls, NY 12801 I518-792-2907/ 518-798-1864 Fax ®Panted on Reoyaed paper JARRETT - MARTIN ENGINEERS, PLLC Professional Engineering Report Of Construction Observation f I p Project: ��� 7� ��► Date: Client: Project # JM 0/3 ' Location: �? / " " Contractor: �4/!' A. 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S ,.t a, ' Subcontractor: --- Weather Conditions: Temp.: Labor and Equipment (on-site working): W6rk performance (location, nature of work,.work in progress/ work completed): icel ' F 6 pQssvtiw5 wa�� �1uS 6tev. traw.e.�1 :h r�ne.^'l u..,�c, 1 6 be+►v:� %J,kt 4 "t -Po,4j ,5 ;�Af-S + 6"x6' �O'uw�a� na�t M ��a� (+1n��✓ e�411:.� SlYk.tT4rt 11 f/'�� 1 atLn} T`.0 T-P-1) \)f W...� �1KNSdCS y14Vt �L't•n ��LC� f.�.r0/ t.� S1Yc.(�+v�. _Report continued on Back +� Report Prepared by: (name/position) date Copies to: I 12 East Washington Street - Glens Falls, NY 12801 518-792-2907 / 518-798-1864 Fax Printed on Recycled paper I JARRETT — MARTIN ENGINEERS, PLLC Professional Engineering 1 Report Of Construction Observation Project: �}�.�M Date: N /1404 Client: Project # JM -i3 Location: q- Obw Contractor: _ C6S+.' - P�o; A M&.,..._, Subcontractor: Weather Conditions: Temp.- 1 C,'c�•o�y �Q��f Labor and Equipment (on-site working): Mull; fie Work performance (location,' (nature of work, work in progress/ work completed):Or ?3�—v t�TY�a.h.v�1 ;ZS4tS. — N4�6 �...<a �.p �cofc„.�s �,,..tu. ��,, e�s�;,.,s i�...�k•.•� a.��a,a,.,}�,R.,: to be Cyl 7_A6 w:4- lne►••Se. 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ZC+c. 6x6 Golu...., ir s toc44cj n COrncr 1 AO-tG��Ic'^� a4'-EL��c'co7:�5, c r `^s 5�1/�,•c ecc ,:c 6,si o..'El \ i i 03-045 Budget Inn - July 10, 2006 U.S. Route 9 - Queensbury Initial Structural Punch List (Not to be considered final) Main Buildinq • Interior Footings and Reinforcement- Additional reinforcement placement. Steve Chester to provide photos. Steel Bathroom Headers and Columns— Some are twisted and A need repair. Wooden shims where used, are to be replaced with steel shims. Many of the columns still need to be anchored (bolted) ' to the footings. • Details of Column to be used under PSL in handicap bathroom. • Welding personnel certifications. ' • Steel Columns (14' o.c. — buried in walls) — not all have been installed. Many short columns in crawl space have not yet been installed. Blocking to carry load thru 1St floor system is not complete. Some blocking needs to be replaced (blocking thickness needs to be same as existing floor joists). Anchor bolts into ' footings. • Girder Truss Hurricane clips. • 2 by Blocking over PSL's. • Infill — sub-flooring needs pulled up to verify installation of jack studs supporting 2nd floor floor system. Framing layout of Infill — 1st and 2nd floor. • Column / Footing requirements for Infill. Structural Layout of new roofs over sidewalk at north and south C3-�Z l ,d( �� ends of building. Steve to provide photos. Product cut sheets for structural composite columns for roofs. Steve to Provide. 3 u • Sidewalks construction detail. Need to verify footing capacity for new composite columns and roofs. �p • Stair runners -134 are damaged and need repair (South and North . H yg Stair Towers). V) • Snow & Ice Shield over ridges. s e Gusset Plate Bolts— Steel Beam rear of building. Appear too short. 3 Wit, Need to be replaced or tightened. L„ Rear Building - ' • Girder Truss Hurricane Clips v . Footing Column under 1 st floor—West Unit. Other �• Cut sheets for vent fans, flexible duct work, soffit vent. V ' F:\DataFile\2003 Project Files\2003 Commercial Projects\03-045 Bhatti Budget Inn&Outback\B Construction\Construction Administation\03045 071006 Budget Inn Punch List.doc ' JARRETT - MARTIN ENGINEERS, PLLC Professional Engineering Report Of Construction Observation Project: &J• Date: 7 116 Client: 5hk, & Project # JM 1 1-6 a�o�s Location: RE 9 -- Ctix, Contractor: Stg'C Qt Subcontractor: wi"'I o1' ' Weather Conditions: Temp.: -5�.11 6 - �� Labor and Equipment (on-site working): 1 Work performance (location nature of work, work in progress/ work completed): t ����'CI (,.rifG/h�gS (J►'1CANIr �,7�1�'vrpr-sT �f'J�J>7 ��i�ltti'� "J� /�G; W�Y� ;.� ,(1rry;n�L'��-. �� T1aS S7'arTNd LGo '�Pzve h104 n5 G vev ZL�flj rr ' c 6>xljd 11 1( th A05 G/n 4I+�KCc 1��. wer.:( 51rv,A'1q! 2-X't 56,J, in�I, ;AT'') were wz-&e-p be 007c�aAJ�r:(It� Gt/ O- .50 �U ''rev. -v IS+ i+cls ' Gd 44' in:�„pl �1u�•,LL (;5} �Y��;�:� �Q 5�s-'.'die ��rv,t'�tj( 0 ' Report continued on Back — Report Prepared by: (name/position) da ' Copies to: 12 East Washington Street - Glens Falls, NY 12801 518-792-2907 / 518-798-1864 Fax Printed on Recycled paper 1 JARRETT - MARTIN ENGINEERS, PLLC Professional Engineering Report Of Construction Observation Project: �a�«}Inn Report 7 6 1 Client: : Project # JM Q3•py5 Location: t. q - Contractor: 56,,c C61100 — Pen# cv- Subcontractor:. ro%.t}:,tt 1 Weather Conditions; : Temp•: Labor and E ui ent on-site w.o[kin 1 mi,1+:Oc 1 Work performance (location, nature of work, work in progress/ work completed): �s1n s°4+" e�s�'nwce�• '7orue kcalws 406 •�w.4d. 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Date: ti l9 pe, Client: Sl..k: 664; Project # JM 03-tic ' Location: fin,.}< 5- &4VAWA ... Contractor: Rre,4-mi mar ' Subcontractor: YY►�(}:e'c Weather Conditions: Temp.: 151AV%V%,1 Claw Labor and Equipment (on-site working): mt4 etc 5:�'c wcYk Work performance (location, nature of work, work in progress/ work completed): --4 Ra rY)"ro^ on ,zl c r,rw ., bK:Id:,.S i s Ct<rr<•.f ly bL;..s ;wsWloot. --I 06sceve.( 161wk no prosvm k4* bew moo(c 4-4 �„s�.lti f pe�a:�/fe play• �4 s••PMor eal�.ns c... Ait wc- cohe-k-r. 'c �ao�:.,sS� fLc. ecr..+er o '�Lc V24. �A ly:Sea 5feve Cues 'e. -6*+ )m(ly eo�,eerr i�e�cwSeS �aCls �<y '6J-c" 1;+c'-s Or` "-4 1 insl'stl' LNow F tk toot MIMM1�/Nttia j �1 /i.��'i-a110M�1'1o� ``Le 6c.;tol:n� w:U Na.r also xe wt..Q �oo�:n� a� •t �a tEl�< 1or:��»5 ro4s4 4_Lc ,66fs6a j x.4A. 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PLLC FOR ACCURACY AND/OR COMPLETENESS. µ— 10'I= 2'_O' • (4���� QUEENSBURY,NEW YORK ( SEA) 4-0' JARRETT - MARTIN ENGINEERS, PLLC KENNETH A.MARTIN PROFESSIONAL ENGINEERING f9 INFILL FOUNDATION SECTION P.E.#74334 12 EAST WASHINGTON STREET PHONE:(518)792-2907 \Aw SCALE.SEE GRAPHIC SCALE COPYRIGHT 02006 GLENS FALLS,N.Y. FAX:(518)798-1864 GRAPHIC SCALEr � A 4• ° a°E.o°NBO� "E NOVEMBER 2006 PRO#03-045 SHEET:4 OF 5 utevnonarnos mcuiertatctsr aASEBHEET SIZE:22.34 PLOTTED/REWSED:12rM62.%PM n�uceaw wrx�x u�wniL 1 ZRNPoRnuo I ALL 2x8 VV CONSTRUCTION 12 5�— I9 (3) 2x8 BEAM 2xB JOIST 1 HANGERS ^� B UD GE T INN 12" 4�-10� 8"9 PLAIN STOCK ` FIBERGLASS COLUMN 7'_10• BUDGET INN FROM CROWN COLUMN EXTERIOR WALL Q & MILLWORK xx CONCRETE PAD THICKNESS VARIES POF gal GRADE I Gww acA18 1•-0" SITE PLAN 1 O SCALE: SEE GRAPHIC SCALE 18"t CRUSHED STONE ALL 2x8 CONSTRUCTION #2 CRUSHED STONE ALL Zx8 12 12 CONSTRUCTION �5 �5 1$ SOUTHEAST PORTICO SECTION SCALE:N.T.S. 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EACHWAY HANDICAPPED (3" CLEAREANCE) RAMP & RAILING DATE REV# ISSUED/REVISIONS BY #2 CRUSHED STONE 18"t CRUSHED STONE PORTICO AS-BUILT DETAILS A4 GEO—TEXTILE FABRIC OR I--2'-D".� I BUILDING CONSTRUCTION DRAWINGS POLY FOR SEPARATION BUDGET INN RED ROOF INN NYS ROUTE 9 QUEENSBURY,NEW YORK 1 SOUTHEAST - NORTHEAST PORTICO SECTION JAR= - MARTIN ENGINEERS, PLLC SCALE: N.T.S. 1 2 SOUTHWEST PORTICO SECTION XENNETH a MARTIN PROFESSIONAL ENGINEERING A4 A4 SCALE: N.Ts. P.E.#74334 12 EAST WASHINGTON STREET PHONE:(518)792-2907 COPYRIGHT®2M GLENS FALLS,N.Y. FAX:(518)798-1864 GRAPHIC SCALE GRAPHIC SCALE ai.m.naavr.4v . NOVEMBER 2006 PRO#03-045 SHEET:5 OF 5 ewEasu e«u°emlee®nue ,vnvAw BASESHEET SIZE:22.34 PLOTTED/REVSED:t2/1=12:OGPM ei�u�am exxx�a u4avu.. ♦ D D a.�RSRiISLQ��tYSV igff lLYnlamVl LETTER OF 'roOsional Engineering 2 East Washington Street 'lens Fails, NY 12801 DATE JOB NO. ATTENTIO rEL 518-792-2907 =AX 518-798-1864 RE: ro � Ta WE ARE SENDING YOU N Attached ['- Under separate cover via the following items: Shop drawings Prints Plans Samples Specifications J Copy of letter % Change order COPIESDATE Idadad zi 2 11 o Ly THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval /VFor your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return --corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO bhxW � t� `�'} `�' )'L " J SIGNED: If enclosures are not as noted,kindly notify us at once. JARRETT — MARTIN ENGINEERS, PLLC Job PROFESSIONAL ENGINEERING Sheet# of 12 East Washington Street Calculated by Date 3 0` Glens Falls, New York 12801 C'-ecked by Dat 0 6 518-792-2907 Fax 518-798-1864 Scale e { y < r } a� �1100e z f�$1�`A •� `� �1. a+�—i* -.rt., 2 _. n �{ j gf 2 ,-a•-� f�{ � ice., �^ L��� s�?ti E 16, 4 JARRETT - MARTIN ENGINEERS, PLLC Job 3- &J,kAW PROFESSIONAL EYGINEERING Sheet# 9 of 12 East Washington Street calculated by .___—Date �. s Glens �alls, New York 128-91 checked by 518-792-2907 Fa:518-798-1864 Scale i/ Ar a. E F 3 � { . i i a 7} 44 Xa e s l F JARRETT — MARTIN ENGINEERS, PLLC Job 0' -Ifkys 19 � '-- PROFESSIONAL ENGINEERING Sheet* 5 of 12 East Washington Street Cate•;:ted by Rate ,ar Glens Falls, New York 12801 C'.,e:_Ked�y Date �( 518-792-2907 Fax 518-798-1864 Scale z 4 e £ V e # R. 3,Iq 5 I E lr � I Q' till I �r ,4 = �s = _ , t � _ t { r xs T i 1 a N,€ i co,"o 01 f ,, - ;� f jry � .'ifs anannama. LETTER OF TRANSMITTAL Professional Engineering 12 East Washington Street Glens Falls, NY 12801 DATE 3 6 JOB NO. _p TEL 518-792-2907 ATTENTI FAX 518-798-1864 RE: TO oom 4 WE ARE SENDING YOU /Attached Under separate cover via the following items: Shop drawings E Prints E_Plans Samples _'.Specifications Copy of letter Change order COPIESDATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO I -;:JU OIUALA &L& '�•�p�1 i.�0.V►.S SIGNED: If enclosures are not as noted, kindly notify us at once. s JARRETT — MARTIN ENGINEERS, PLLC JobO3-OqS 8 ,,J fr,,A PROFESSIONAL ENGINEERING Sheet# of 12 East Washington Street Calculated by _Date 74 Glens Falls, New York 12801 Checked by Date 518-792-2907 Fax 518-798-1864 Scale 1?1 . At/ , e'O'l t n / t con _ r TQ ( ✓Ga _�eA t e.( = e ,� i ti __ R 7X11-7/8 DBL. PSL 2X4 T.P. 1 3/2 I (2) 1 3/4"X 16" LVL'S it i 3 1/2"X 3 1/2'' III ' BEARING PLATE (I EXISTING 2X4 8'-1Y2" PARTION WALL 6'-9y2" NEW 2X4 NAILER I STEEL. COLUMN i i 3-1/2"0 3 6X6X1/2 STEEL COLUMN I BEARING PLATE 1 -o" 3" #5 BAR @ 12"O.C. EACHWAY SECTION I 3' 3" MAX.-- FOOTING PLAN j REVISED BATHROOM DOOR/INTERIOR HEADER SUPPORT DETAIL + FOOTING \ SCALE:N.T.S. DRAWING: 3/07/06 Al ISSUED FOR CONSTRUCTION-REVISED HEADER SUPPORT+ FOOTING PDF $1 DATE REV# ISSUED/REVISIONS BY DOOR HEADER SUPPORT + FOOTING JARRETT-MARTIN ENGINEERS, PLLC BUDGET INN PROFESSIONAL ENGINEERING MOTEL EXPANSION 12 EAST WASHINGTON STREET PHONE:(518)792-2907 ROUTE 9 GLENS FALLS,N.Y. FAX:(518)798-1864 QUEENSBURY,NEW YORK FEBRUARY 2006 PRO#03-045 SHEET:1 of 1 FILE: F:\03045 022706 BUDGET INN HEADERS(2-27-06).dwg PLOTTED/REVISED:3/06/06 12:00 PM Y Y -ANWk rhdif uur Business TJ-Beam®6.20 Serial Number:7005127367 7n x 11 7/8n 2AE Parallam@ PSL Paget E`ngine Version:620.6 MEMBER IS INSUFFICIENT DUE TO LOAD `__ C.�cS °r ❑ 51 �aY Product Diagram is Conceptual LOADS: Analysis is for a Header(Flush Beam)Member. Tributary Load Width: V Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(p;iJ Fiojr(i.00) 2359.2 562.1 0 To 14' Replaces SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Parallam PSL Beam 3.50" 3.90" 16374/4117/0/20491 Al:Blocking 1 Ply 1 1/4"x 11 7/8"1.3E TimberStrand@ LSL 2 Parallam PSL Beam 3.50" 3.90" 16374/4117/0/20491 Al:Blocking 1 Ply 1 1/4"x 11 7/8"1.3E TimberStrand@ LSL -See TJ SPECIFIER'S/BUILDERS GUIDE for detaii(s):Al: Blocking -Bearing length requirement exceeds input at support(s)1,2.Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 20003 -16741 16071 Failed(104%) Rt.end Span 1 under Floor'oading Moment(Ft-Lbs) 68345 68345 39805 Failed(172%) MID Span 1 under Floor loading Live Load Defl(in) 1.016 0.456 Failed(L/161) MID Span 1 under Floor loading Total Load Defl(in) 1.271 0.683 Failed(L/129) MID Span 1 under Floor loading -Deflection Criteria:Specified(LL: /360,TL:L/240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 0 o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available.. Check with your supplier or TJ technical representative for product availability. TI�i AN LYSIS FOR TRUE JOIST PRODUCTSONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS, -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: 03-045 Budget Inn Robert Holmes 2nd Floor-Floor System Corridor Header Jarrett-Martin Engineers,PLLC 12 E.Washington St. Glens Falls, NY 12801 Phone:(518)792-2907 Fax :(518)798-1864 bholmes@jarrett-martin.com Copyright t 2005 by True Joist, a Weyerhaeuser Business Parallam° and Parallam" are registered trademarks of Trus Joist. F:\DataFile\2003 Project Files\2003 Comercial Projects\03-045 Bhatti Budget Inn & Outback\B Construction\Design Revisions\Calculations\03045 021306 Corridor Header(2-21-06).sms � �4a .01 er haeuser Business TJ-Beam®6.20Serial Number: 7" x 11 718" 2.0E Parallam@ PSL user:2 2/22/2006 11:10:33 AM Paget Engine Version:6.20.16 MEMBER IS INSUFFICIENT DUE TO LOAD Load Group: Primary Load Group 13' 8.00" Max. Vertical Reaction Total (lbs) 20491 20491 Max. Vertical Reaction Live (lbs) 16374 16374 Required Bearing Length in 3.90(W) 3.90(W) Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 3363 -3363 Shear at Support (lbs) 4019 -4017 Member Reaction (lbs) 4019 4019 Support Reaction (lbs) 4117 4117 Moment (Ft-Lbs) 13731 L.oa:9ing on all spans, LDF = 1.00 1.0 Dead + 1.0 Floor Shear at Support (lbs) 16741 -16741 Max Shear at Support (lbs) 200C3 2n:iO3 Member Reaction (lbs) 20003 20003 Support Reaction (lbs) 20491 20491 Moment (Ft-Lbs) 68345 Live Deflection (in) 1.016 Total Deflection (in) 1.271 PROJECT INFORMATION: OPERATOR INFORMATION: 03-045 Budget Inn Robert Holmes 2nd Floor- Floor System Corridor Header Jarrett-Martin Engineers, PLLC 12 E.Washington St. Glens Falls, NY 12801 Phone:(518)792-2907 Fax :(518)798-1864 bholmes@jarrett-martin.com Copyright ° 2005 by Trus Joist, a Weyerhaeuser Business _ Parallam° and Parallam° are registered trademarks of Trus Joist. P:\DataFile\2003 Project Files\2003 Commercial Projects\03-045 Bhatti Budget.Inn & Outback\B Construction\Design Revisions\Calculations\03045 021306 Corridor Header(2-21-06).sms �� "r4'4�� 7" x 11 7/8" 2.0E Parallam@ PSL _Ayerhaeuser Business TJ-PearnO6.20 serial LAI .'°°512736THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN User:2 2/22/2006 10:36:07 AM Paget Engine Version:6.20.16 CONTROLS FOR THE APPLICATION AND LOADS LISTED MIN IIAJe Ouerall Dimension:14' .............. —7' 7 Product Diagram is Conceptual. LOADS: Analysis is for a Header(Flush Beam)Member. Tributary Load Width: 1' Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment ,miform(plf) Flooi(1.00) 2339.2 562.1 C To,i4' Replaces SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Steel column 3.50" 1.71" 7383/1605/0/8988 L5 None 2 Glulam or solid sawn lumber beam 3.50" 4.76" 19981 /5024/0/25004 B3 None 3 Steel column 3.50" 1.71" 7383/1605/0/8988 L5 None -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s): L5,63 Bearing length requirement exceeds input at support(s)2.Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 12502 9178 16071 Passed(57%) Lt.end Span 2 under Floor loading Moment(Ft-Lbs) -17086 -17086 39805 Passed(43%) Bearing 2 under Floor loading Live Load Defl(in) 0.056 0.228 Passed(L/999+) MID Span 1 under Floor ALTERNATE span loading Total Load Defl(in) - 0.064 0,342 Passed(L/999+) MID Span 2 under Floor ALTERNATE span loading -Deflection Criteria:Specified(LL:L/360,TL:L/240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 14'o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability -The load conditions considered in this design analysis include alternate member pattern loading. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stater"din'iciisions have been provide:;by 6 ie sof ware user. This output has not bzen reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: 03-045 Budget Inn Robert Holmes 2nd Floor-Floor System Corridor Header Jarrett-Martin Engineers, PLLC 12 E.Washington St. Glens Falls,NY 12801, Phone: (518)792-2907 Fax :(518)798-1864 bholmes@jarrett-martin.com Copyright 1) 2005 by Trus Joist, a Weyerhaeuser Business Parallam° is a registered trademark of Trus Joist. F:\DataFile\2003 Project Files\2003 Commercial Projects\03-045 Bhatti Budget Inn & Outback\B Construction\Design Revisions\Calculations\03045 021306 Corridor Header(2-22-06) 7' span.sms 9�• �~ ` �� 7" x 11 7/8" 2.0E Parallam® PSL TJ-Beam®6.20 Serial N.rn 700512736 mess 'PHIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN. Page Engine Versi06 o38:08AM CONTROLS FOR THE APPLICATION AND LOADS LISTED Page 2 Engine Version:620.16 Load Group: Primary Load Group 6' 10.00" 6' 10.00" Max. Vertical Reaction Total (lbs) 8988 25004 8988 Max. Vertical Reaction Live (lbs) 7383 19981 7383 Required Bearing Length in 1.71(S) 4.76(W) 1.71(S) Max. Unbraced Length (in) 166 168 168 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 852 -1844 1844 -852 Max Shear at Support (lbs) 1507 -2512 2512 -1507 Member Reaction (lbs) 1507 5024 1507 Support Reaction (lbs) 1605 5024 1605 Moment (Ft-Lbs) 1931 -3433 1931 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear a* Support (lbs) 4239 -9172 9178 -4239 Max Shear at Support (lbs) 7501 -12502 12502 -7501 Member Reaction (lbs) 7501 25004 7501 Support Reaction (lbs) 7989 25004 7989 Moment (Ft-Lbs) 9611 -17086 9611 Live Deflection (in) 0.035 0.035 Total Deflection (in) 0.044 0.044 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 5238 -8179 2843 147 Max Shear. at Support (lbs) 8500 -11503 3511 -508 Member Reaction (lbs) 8500 15014 508 Support Reaction (lbs) 8988 15014 602 Moment (Ft-Lbs) 12342 -10260 219 Live Deflection (in) 0.056 -0.023 Total Deflection (in) 0.064 -0.018 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 D-ad + 1,9 Floor Shear at Support (lbs) --147 -2843 8179 -5238 Max Shear at Support (lbs) 508 -3511 11503 -8500 Member Reaction (lbs) 508 15014 C850 Support Reaction (lbs) 602 15014 8988 ^9oment (Ft-Lbs) 219 -10260 12342 Live Deflection (in) -0.023 0.056 Total Def_zection (in) -0.018 0.064 PROJECT INFORMATION: OPERATOR INFORMATION: 03-045 Budget Inn Robert Holmes 2nd Floor-Floor System Corridor Header Jarrett-Martin Engineers, PLLC 12 E.Washington St. Glens Falls,NY 12801 Phone:(518)792-2907 Fax :(518)798-1864 bholmes@jarrett-martin.com Copyright m 2005 by Trus Joist, a Weyerhaeuser Business Parallam° is a registered trademark of Trus Joist. F:\DataFile\2003 Project Files\2003 Commercial Projects\03-045 Bhatti Budget Inn & Outback\B Construction\Design Revisions\Calculations\03045 021306 Corridor Header(2-22-06) 71 span.sms mnice: lllya '' (l �� �� TJ-Bea m®6,20SerialNumb `005 27367`� 2 PCs of 1 3/4 x 16 1.9E Microllam@ LVL User:2 2/22/2006 11:14:18 AM Pagel Engine Version:6.20,16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 1 F z❑ Product Diagram is conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 1' PrimG:.y L-ac'Group-Residential-Living Areas(psf):0.0 Live at 100%duration,0.0 Dead Vertical Loads: Type (lass Live Dead Location Application Comment Point(lbs) Floor(1.00) 25004 10 2'2 1/2" - SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 5.99" 8883/31 /0/8914 L1:Blocking 1 Ply 1 3/4"x 16" 1.9E Microllam@ LVL 2 Stud wall 3.50" 10.86" 16121 /34/0/16155 L1:Blocking 1 Ply 1 3/4"x 16"1.9E Microllam@ LVL -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s): L1:Blocking -Bearing length requirement exceeds input at support(s)1,2.Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) -16152 -9876 10640 Passed(931/6) Rt.end Span 1 under Floor loading Moment(Ft-Lbs) 18161 18161 31114 Passed(58%) MID Span 1 under Floor loading Live Load Defl(in) 0.043 0.106 Passed(L/891) MID Span 1 under Floor loading 'Total Load Defl(in) 0.043 0.158 Passed(L/889) MID Span 1 under Floor loading -Deflection Criteria:Specified(LL:L/360,TL:L/240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 3'6"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. .ADDITIONAL NOTES. -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been rev'ewed by a TJ Associate. -Not all products aie readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. -Dead load on portion of joist area is less than minimum allowed. -Live load on portion of joist area is very low. PROJECT INFORMATION: OPERATOR INFORMATION: 03-045 Budget Inn Robert Holmes Jarrett-Martin Engineers,PLLC 12 E.Washington St. Glens Falls, NY 12801 Phone:(518)792-2907 Fax :(518)798-1864 bholmes@jarrett-martin.com Copyright e' 2005 by True Joist, a Weyerhaeuser Business Microllam° is a registered trademark of Trus Joist. F:\DataFile\2003 Project Files\2003 Commercial Projects\03-045 Bhatti Budget Inn & Outback\B Construction\Design Revisions\Calculations\03045 022206 Bathroom Door Header.sms a��- n�ky700 12736siness 2 Pcs of 1 3/4 x 16" 1.9E Microllam@ LVL TJ-Beam®6.20 Serial Number:7005127367 Page Engine Versi06 o,4:,9AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN ?ageUser:2 Engine Version:6.20.16 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 3' 2.00" Max. Vertical Reaction Total (lbs) 8914 16155 Max. Vertical Reaction Live (lbs) 8883 16121 Required Bearing Length in 5.99(W) 10.86(W) Max. Unbraced Length (in) 42 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 5 -6 Max Shear at Support (lbs) 28 -31 Member Reaction (lbs) 28 31 Support Reaction (lbs) 31 34 Moment (Ft-Lbs) 25 Loading n all spaiis, LDF 1.00 1.0 Dead + 1.0 door Shear at Support (lbs) 8888 -9876 Max Shear at Support (lbs) 8911 -16152 Member Reaction (lbs) 8911 16152 Support Reaction (lbs) C=. 6155 - Moment (Ft-Lbs) 18161 Live Deflection (in) 0.043 Total Deflection (in) 0.043 PROJECT INFORMATION: OPERATOR INFORMATION: 03-045 Budget Inn Robert Holmes Jarrett-Martin Engineers,PLLC 12 E.Washington St. Glens Falls, NY 12801 Phone:(518)792-2907 Fax :(518)798-1864 bholmes@jarrett-martin.com Copyright m 2005 by Trus Joist, a Weyerhaeuser Business Microllam° is a registered trademark of Trus Joist. F:\DataFi1e\2003 Project Files\2003 Commercial Projects\03-045 Bhatti Budget Inn & Outback\B Construction\Design Revisions\Calculations\03045 022206 Bathroom Door Reader.sms 3-37 36 COLUMN DESIGN DESIGN STRENGTH OF COLUMNS Fy=36 ksi COLUMNS COLUMNS Extra strong steel pipe -0Standard steel pipe Design axial strength in kips (� . 0.85) Design axial strength in kips (� = 0.85) i _ I 31/z 3 A 31/ Nominal Dia. 12 �-10 8_ 6 5 0.300 ominal Dia. 12 10 8 6 s z 6 ill Thickness 0.375 0.365 0.322 0.280 0.258 0.237 0.226 0.216 Wall Thickness 0.500 0.500 0.500 0.432 0.375 0.337 0.318 Height per ft 49.56 40.48 28.55 18.97 14.62 10.79 9:11 7.58 Weight per ft 65.42 54.74 43.39 28.57 20.78 14.98 12,50 10.25 F 36 ksi Fy 36 ksi Y -- 0 588 493 392 257 187 135 0 447 364 257 171 132 97 82 68 1i3 92 96 75 g 579 483 379 243 172 119 91 69 6 440 357 249 162 122 86 70 56 7 576 479 375 238 168 114 7 438 354 246 159 118 8? 67 52 162 108 85 64 8 436 351 243 155 115 78 63 48 8. 573 475 3E9 232 102 79 58 9 433 348 239 151 111 'J4 58 i 43 9 569 470 364 226 149 95 72 52 10 429 344 235 147 106 70 54 39 10 564 465 357 219 1 i 66 46 89 9 11 559 460 351 212 143 40 11 426 340 231 142 102 C5 49 35 135 82 60 3 12 422 336 227 138 97 60 45 30 12 554 453 343 205 75 53 34 13 549 447 336 197 128 43 30 13 418 331 222 133 92 55 40 26 121 68 14 413 326 216 127 86 51 36 23 14 536 433 319 189 42 26 15 409 321 211 122 81 46 32 20 _ 15 536 433 319 180 113 62 -� 16 530 425 310 172 105 56 37 23 r 16 404 315 205 116 76 41 28 17 Y 91 44 29 18 409 291 154 � 17 399 309 199 111 71 37 25 15 rn 18 515 400 282 145 83 40 26 16 C 18 393 303 193 105 66 33 22 14 19 508 137 76 36 23 a) 20 500 391 272 21 19 387 297 187 99 61 30 20 12 70 32 5 20 381 291 181 94 56 27 18 _ 21 492 382 262 128 V U G w 22 483 373 252 120 63 30 u 22 369 277 168 83 47 22 15 I 24 465 ` 354 231 103 53 25 24 356 263 155 72 39 1"4 l 334 211 88 45 25 349 256 149 67 36 17 I 28 428 314 191 76 39 26 342 249 142 62 33 I I 34 28 328 234 129 53 29 I 30 408 294 1 172 636 32 388 273 1 58 30 313 219 117 47 25 f I 34 368 253 136 52 31 306 212 111 44 23 46 32 298 205 105 41 36 348 234 121 38 328 215 109 34 283 190 93 36 308 196 98 36 268 176 83 32 40 37 260 169 79 31 38 253 162 75 40 237 148 67 Properties Properties . I 8.40 6.11 4.41 3.68 3.02 . _.8Area A(in? 19.2 16.1 3 9 6 114A(in.2) 14.6 11.9 8.40 5.58 4.30 3.1 2.68 223 I 362 212 10 207 961 6.28 r(i ) 288 1.84 1.48 1.31 279 1.31 72.5 28.1 15.2 7.23 4.79 3.02 n. 2.19 438 3.67 2.94 2.25 1.88 1.51 134 11R M(ORM19mal IPIIC LE ER OF TRANSMITTAL Professional Engineering 12 East Washington Street Glens Falls, NY 12801 DATE JOB NO. I U LP ATTENTION TEL 518-792-2907 FAX 518-798-1864 RE: � TO� ('01 ko ay�L��� a 8 WE ARE SENDING YOU O(Attached ❑ Under separate cover via the following items: Shop drawings -.-!Prints Plans Samples - Specifications Copy of letter ❑Change order COPIES DATE NO. DESCRIPTION CSL THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ] Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED:If enclosures are not as noted,kindly notify us at once. " y V = JARRETT — MARTIN ENGINEERS, PLLC Job { . � of PROFESSIONAL ENGINEERING Sheet#Calculated by Date 12 East Washington Street date > s Glens Falls, New York 12801 Checked by 518-792-2907 Fax 518-798-1864 Scale -.4 YO ,. e" me ---ter79P • 011 �1 -q �--- � �, ► __Arm, 'Are Carr°;jam LL =_�� 7?VZ elf Ti _LL, - 605.9 +I - �° � � 4- 11� 1,1 �_2`}OI . fir ' JARRETT - MARTIN ENGINEERS, PLLC Job Sheet# �1Z of Sheet of PROFESSIONAL ENGINEERING Date 12 East Washington Street Calculated by rt Checked by_ Date � Glens Falls, Newyork 12801 Scale 518-792-2907 Fax 518-798-1864 z Rf OKI, AT X a \/ Lv _ = 0,5 2.Ln C).41 50/0 O-POVi' 0.0c,"r-4 _ a * } RRETT — MARTIN ENGINEERS, PLLC Job JA et# °t � PROFESSIONAL ENGINEERING She Date 12 East Washington Street Calculated by t Checked by Date Glens Falls, New York 12801 scale 518-792-2907 Fax 518-798-1864 4 of a We _ 6 Ices _.. e x FROM : SD ATELIER ARCHITECTURE PHONE NO. 518 587 3385 Feb. 17 2006 10:27PM P1 mewf1N 133H5 a1V75 OtvV 3WVN 13316 ?p-MK 1DWOU - 1 401371 AOC:,A MIN 'k8f195N)'On ,0•.c ..S/; b M008 SAN LBd 9-v i1vHR INVNS T Y' 1V011,�35 SSC7�l� �lOt31�121C7� :boa uc�ksNeax3 NNl13�JQf19 a3soaaxa _ 3tin1�31.lwoart aroa "OZ Vo ANVnSlBi 14 891191V as � f 4 R i Ij tE •�y fir+. s Tl� 12 -- -- w � i m 1. ! gilkT-311 W o1 �r� i ;I 01 wvaG i�als1. 0 + 1 I oariiv :; I woa aai U.3 Ir LETTER OF TRANSMITTAL ' Professional Engineering 12 East Washington Street Glens Falls, NY 12801 DATE 01 ll' O �o1a No. ATTENTION—), TEL 518-792-2907 FAX 518-798-1864 RE: TO ( /J WE ARE SENDING YOU �V Attached C ' Under separate cover via the following items: Shop drawings -'_Prints Plans Samples Specifications Copy of letter "_Change order COPIESDATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ('As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: oi ohIf enclosures are not as noted,kindly notify us at once. JARRETT - MARTIN ENGINEERS, PLLC Jobp � ` PROFESSIONAL ENGINEERING Sheet# of 12 East Washington Street Calculated by Checked by .Date Glens Falls, New York 12801 Date 518-792-2907 Fax 518-798-1864 Scale Rae Z' 9 _ F 1 Or = _ 30 6 9 4) 3Z111 .. h. 1 �t x , 0 as 1409 JARRETT - MARTIN ENGINEERS, PLLC sheet# of PROFESSIONAL ENGINEERING Calculated by Date 12 East Washington Street Checked by Date Z Glens Falls, New York 12801 Scale 518-792-2907 Fax 518-798-1864 V— LVL 711116� s, Try I, � vf- - 2 VixWFir (>� 3 12 0,442- 0K JARRETT MARTIN ENGINEERS, PLLC yob of Sheet# PROFESSIONAL ENGINEERING Calculated by Date 12 East Washington Street checked by Date Glens Falls, New York 12801 Scale 518-792-2907 Fax 518-798-1864 T l * I 1 5 Z 150i ' f. i - . z ,�r xin 14 yl bf ' lV � xymunii�¢a-t.o+creeee�w..r..[+e•Ma+c+•+2ta+a't+nwae'naiw/Ys.cw.n �{x{x , IF " `h eu 14"TJI@ 560 @ 24" o/c TJ-Beam®6.20 Serial Number.7003000300 4312 312 User:2 2/17/2006 9:10:14 AM Pagel Engine Version:6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Oaerall Dimension:23'11 1f2" 51 b 17'5 1 f2" b 4'10 1!2"--"7112" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. ( j ac .Ga L04" Primary Load Group-Residential-Living Areas(p :20.0 Live t 100%duration, 15.0 Dead V Vertical Loads: � / 2� Type Class Live Dead Location Application Comment 12 (1) Point(plf) Floor(1.00) 2447.0 0.0 0 - Point(plf) Floor(1.00) 1306.0 0.0 23'11 1/2" - -(1)Analysis assumes loads are passed through to support: 1. Sufficient strength full depth blocking, rim or squash blocks are required at support(s): 1. The accessories shown,at the diagram above, have NOT been checked for capacity. Downward acting point loads are included in the reported SUPPORT(S)reactions. These are the reactions associated with the highest coefficient of duration and may not be the most CRITICAL case when designing the supporting member below. SUPPORTS: Input Bearing Vertical Reactions(Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift/Total Depth 1 Plate on steel beam 3.50" Hanger 5212/215 10/5427 N/A N/A 1.50" H3:Face Mount Hanger None 2 Stud wall 3.50" 3.50" -1101 /557/-544/1317 N/A N/A N/A B3 None 3 Plate on steel beam 5.50" 5.50" 3944/-53/-215/3891 N/A N/A N/A E3:Blocking 1 Ply 14"TJI@ 560 -CAUTION:Required bearing length(s)exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits:End supports, 3 1/2".Intermediate supports,3 1/2" with web stiffeners and 5 1/4"without web stiffeners. -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s): H3: Face Mount Hanger,B3,E3:Blocking -Right cantilever reinforcement: 0.75"plywood on each side of joist-See SPECIFIER GUIDE. HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 H3:Face Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A Douglas Fir 05ej LO tc4' S:5^ RrJev- ©Vev wr VVa7 tprT✓pK+ I'Y1a:r. gN:�l,,.s �" �:q�try ���")opr►dwll `Oar 9VaY PROJECT INFORMATION: OPERATOR INFORMATION: Robert Holmes Jarrett-Martin Engineers,PLLC 12 E.Washington St. Glens Falls, NY 12801 Phone:(518)792-2907 Fax :(518)798-1864 bholmes@jarrett-martin.com Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business TJI@) and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist-,Pro- and TJ-Pro' are trademarks of Trus Joist. F:\DataFile\2003 Project Files\2003 Commercial Projects\03-045 Bhatti Budget Inn & Outback\B Construction\Design Revisions\Calculations\second floor floor truss.sms _ I 4 Y , mber: " `' `Bminm 14" TJI@ 560 @ 24" o/c TJ-Beam®6.20 Serial Nu 7003004312 Page2 EngneOVesilonn:62.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 2742 2726 3352 Passed(81%) Right OH under Floor loading Vertical Reaction(Ibs) 1317 1317 3000 Passed(44%) Bearing 2 under Floor ADJACENT span loading Moment(Ft-Lbs) -4963 -4963 11275 Passed(44%) Right OH under Floor ADJACENT span loading Live Load Defl(in) 0.069 0.429 Passed(L/999+) MID Span 1 under Floor ALTERNATE span loading Total Load Defl(in) 0.056 0.232 Passed(L/989) MID Span 2 under Floor ALTERNATE span loading TJPro 49 30 Passed Span 1 -Deflection Criteria:STANDARD(LL:L/480,TL:L/240).Additional checks follow. -Right Overhang:(LL:0.200", TL:0.200"). -Uplift exceeds 200 Ibs for unbalanced load. -Deflection analysis is based on composite action with single layer of 23/32"Panels(24"Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 7'7"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. -Live load on portion of joist area is very low. PROJECT INFORMATION: OPERATOR INFORMATION: Robert Holmes Jarrett-Martin Engineers,PLLC 12 E.Washington St. Glens Falls, NY 12801 Phone: (518)792-2907 Fax :(518)798-1864 bholmes@jarrett-martin.com Copyright "' 2005 by True Joist, a Weyerhaeuser Business TJI° and TJ-Beame are registered trademarks of Trus Joist. e-I Joist'",Prol and TJ-Pro' are trademarks of Trus Joist. F:\DataFile\2003 Project Files\2003 Commercial Projects\03-045 Bhatti Budget Inn & Outback\B Construct ion\Des ign Revisions\Calculations\Second floor floor truss.sms f _A"',"'$usiness TJ-Beam®6.20 Serial Number:er:70 70030030043T2 24" O/c PUser:2 age3 En9�eVesion:62.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 17' 2.00" ' 4' 7.75" ^ 1' 10.25" Max. Vertical Reaction Total (lbs) 5427 1317 3891 Max. Vertical Reaction Live (lbs) 5212 -1101 3944 Selected Bearing Length (in) 1.75(W) 3.50(W) 5.50(W) Max Unbraced Length (in) 148 141 175 91 91 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 206 -294 236 112 49 Max Shear at Support (lbs) 206 -309 248 109 56 Member Reaction (lbs) 206 557 -53 Support Reaction (lbs) 215 5 -53 Moment (Ft-Lbs) 708 - 1 N/A -52 0 Loading on all spans, LDF = 1.00 , 1.0 Dead t 1.0 Floor Shear at Support (lbs) 511 -658 -565 -854 2726 Max Shear at Support (lbs) 511 -691 -$74 -89 742 Member Reaction (lbs) 511 117 (36441Support Reaction (lbs) 5425 117 3Moment (Ft-Lbs) 1866 -15411' N/A - 0 Live Deflection (in) 0.068 -0.049 0.000 Is u4 �� ZQ's Total Deflection (in) 0.105 -0.055 0.000 ]].. �r►LQ �[Gt�Cr� ALTERNATE span loading on odd # spans, LDF = 1.00 1J 0 Dead + 1.0 Floor Shear at Support (lbs) 512 -656 - 54 -777 2726 Max Shear at Support (lbs) 512 -689 - 72 -811 2742 Member Reaction (lbs) 512 17 3553 Support Reaction (lbs) 5427 17 3553 Moment (Ft-Lbs) 1875 -1518 N/A -4963 0 Live Deflection (in) 0.069 -0.051 0.000 Total Deflection (in) 0.106 -0.056 0.000 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 205 -296 325 36 49 Max Shear at Support (lbs) 205 -310 346 21 56 Member Reaction (lbs) 205 656 35 Support Reaction (lbs) 214 656 35 Moment (Ft-Lbs) 699 -904 N/A -52 0 Lve aDeflection (in) -0.001 0.002 0.000 Total Deflection (in) 0.037 -0.006 0.000 PROJECT INFORMATION: OPERATOR INFORMATION: Robert Holmes Jarrett-Martin Engineers,PLLC 12 E.Washington St. Glens Falls, NY 12801 Phone:(518)792-2907 Fax : (518)798-1864 bholmes@jarrett-martin.com Copyright ° 2005 by Trus Joist, a Weyerhaeuser Business TJ10 and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist'",Pro' and TJ-Pro' are trademarks of Trus Joist. F:\DataFile\2003 Project Files\2003 Commercial Projects\03-045 Bhatti Budget Inn & Outback\B Construction\Design Revis ions\Calculations\second floor floor truss.sms aeuw'Bus'°m 14" TJI@ 560 @ 24" o/c Ti-Bea m®6.20 Serial Number:7003004312 userpage Engine Ve06 sion:'4aM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 4 Engine Version:6.20.16 CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 2, LDF = 1.00, 1.0 Dead + 1.0 Floor Shear at Support (lbs) 481 -687 566 277 49 Max Shear at Support (lbs) 481 -721 596 271 56 Member Reaction (lbs) 481 1317 -215 Support Reaction (lbs) 5395 1317 -215 Moment (Ft-Lbs) 1650 -2064 N/A -52 0 Live Deflection (in) 0.050 -0.010 0.000 Total Deflection (in) 0.088 -0.017 0.000 ADJACENT span loading over support # 3, LDF = 1.00, 1.0 Dead + 1.0 Floor Shear at Support (lbs) 235 -266 -806 -1095 2726 Max Shear at Support (lbs) 235 -280 -824 -1149 2742 Member Reaction (lbs) 235 -544 3891 Support Reaction (lbs) 244 -544 3891 Moment (Ft-Lbs) 923 -381 N/A -4963 N/A Live Deflection (in) 0.09 -0.042 0.000 Total Deflection (in) 0.055 -0.047 0.000 PROJECT INFORMATION: OPERATOR INFORMATION: Robert Holmes Jarrett-Martin Engineers, PLLC 12 E.Washington St. Glens Falls,NY 12801 Phone:(518)792-2907 Fax :(518)798-1864 bholmes@jarrett-martin.com Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business TJIl°' and TJ-Beam° are registered trademarks of Trus Joist. e-I Joist'°,Pro' and TJ-Pro' are trademarks of Trus Joist. F:\DataFile\2003 Project Files\2003 Commercial Projects\03-045 Bhatti Budget Inn & Outback\B Construction\Design Revisions\Calculations\second floor floor truss.sms 1 ' ®� IF 0 Busy° 14" TJ I@ 560 @ 24" o/c TJ-Beam®6.20 Serial Number:7003004312 User:2 2/17/2006 9:11:09 AM Page 1 Engine Version:6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension:23'11 1l2" 0 17'6112" _4'10112"--071 f2" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. o 15 l / /L�� Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100 /o duration, .0 Dead -fc 0�C Vertical Loads: Type Class Live Dead Location Application Comment C� (1) Point(plf) Floor(1.00) 765.0 0.0 0 - �J Point(plf) Floor(1.00) 408.0 0.0 23' 11 1/2" - -(1)Analysis assumes loads are passed through to support: 1. Sufficient strength full depth blocking,rim or squash blocks are required at support(s): 1. The accessories shown,at the diagram above, have NOT been checked for capacity. Downward acting point loads are included in the reported SUPPORT(S)reactions. These are the reactions associated with the highest coefficient of duration and may not be the most CRITICAL case when designing the supporting member below. SUPPORTS: Input Bearing Vertical Reactions(Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift/Total Depth 1 Plate on steel beam 3,50" Hanger 2115/215/0/2330 N/A N/A 1.50" H3:Face Mount Hanger None 2 Stud wall 3.50" 3.50" 1519/557/0/2077 N/A N/A N/A B3 None 3 Plate on steel beam 5.50" 5.50" 1533/-53/-377/1480 N/A N/A N/A El:Blocking 1 Ply 14"TJI@ 560 -CAUTION: Required bearing length(s)exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits:End supports, 3 1/2". Intermediate supports,3 1/2"'with web stiffeners and 5 1/4"without web stiffeners. -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):H3:Face Mount Hanger,B3,E1:Blocking HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 H3:Face Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A Douglas Fir o C T WeA✓- t. 6c.t -6A J:c er r^, 1 cr re c, U.5[.t CO -40s:3r. 6-4- Over 54- Floor vovH k".11- Ove, W:�ows. PROJECT INFORMATION: OPERATOR INFORMATION: Robert Holmes Jarrett-Martin Engineers,PLLC 12 E.Washington St. Glens Falls, NY 12801 Phone:(518)792-2907 Fax :(518)798-1864 bholmes@jarrett-martin.com Copyright ° 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam" are registered trademarks of Trus Joist. e-I Joist"',Pro' and TJ-Pro' are trademarks of.Trus Joist. F:\DataFile\2003 Project Files\2003 Commercial Projects\03-045 Bhatti Budget Inn & Outback\B Construction\Design Revisions\Calculations\second floor floor truss.sms �� ` �'�/• Busing 14" TJ I® 560 @ 24 o/c TJ-Beam®6.20 Serial Number:7003004 312 Page211712006 EngineVersio :OgAti1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN PageUser:2 Engine Version:6.20.16 CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) -1133 -1058 2390 Passed(44%) Rt.end Span 1 under Floor ADJACENT span loading Vertical Reaction(Ibs) 2077 2077 3000 Passed(69%) Bearing 2 under Floor ADJACENT span loading Moment(Ft-Lbs) -3247 -3247 11275 Passed(29%) MID Span 2 under Floor ADJACENT span loading Live Load Defl(in) 0.108 0.429 Passed(U999+) MID Span 1 under Floor ALTERNATE span loading Total Load Defl(in) 0.040 0.232 Passed(U999+) MID Span 2 under Floor ALTERNATE span loading TJPro 49 30 Passed Span 1 -Deflection Criteria:STAN DARD(LL:U480,TL:U240).Additional checks follow. -Right Overhang:(LL:0.200",TL:0.200"). -Uplift exceeds 200 Ibs for unbalanced load. -Deflection analysis is based on composite action with single layer of 23/32"Panels(24"Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 9'4"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Robert Holmes Jarrett-Martin Engineers,PLLC 12 E.Washington St. Glens Falls,NY 12801 Phone:(518)792-2907 Fax :(518)798-1864 bholmes@jarrett-martin.com Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business - - TJI° and TJ-Beam" are registered trademarks of Trus Joist. e-I Joist'",Pro* and TJ-Pro1P are trademarks of Trus Joist. F:\DataFile\2003 Project Files\2003 Commercial Projects\03-045 Bhatti Budget Inn r Outback\B Construct ion\➢esign Revisions\Calculations\second floor floor truss.sms i / "^VG';yei6aeu" Business 14 TJ 1@ 560 @ 24 o/c TJ-Beam®6.20 Serial Number:7003004312 Page3 Engine Ve06 rsion::osaM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page3 Engine Version:6.20.16 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 17' 2.00" 4' 7.75" 1' 10.25" Max. Vertical Reaction Total (lbs) 2330 2077 1480 Max. Vertical Reaction Live (lbs) 2115 1519 1533 Selected Bearing Length (in) 1.75(W) 3.50(W) 5.50(W) Max. Unbraced Length (in) 124 112 175 155 155 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 206 -288 231 110 49 Max Shear at Support (lbs) 206 -309 248 109 56 Member Reaction (lbs) 206 557 -53 Support Reaction (lbs) 215 557 -53 Moment (Ft-Lbs) 708 -881 N/A -52 0 Loading on all spans, LDF = 1.00 , 1.0 Dead 4 1.0 Floor Shear at Support (lbs) 765 -1049 506 61 995 Max Shear at Support (lbs) 765 -1123 550 39 020 Member Reaction (lbs) 765 1673 981 Support Reaction (lbs) 2327 1673 981 Moment (Ft-Lbs) 2662 - N/A - 0 n �1 }' 1�� tWGC� Live Deflection (in) 0.106 -0.030 0.015 Total Deflection (in) 0.144 -0.037 0.016 ALTERNATE span ( bs768 0 5 loading on odd # spans E _ -1046 332 Dead 211.099 Shear at Support oor Max Shear at Support (lbs) 768 -1120 354 215 1020 T Lei l) Member Reaction (lbs) D,2681 1475 805 Support Reaction (lbs) 1475 805 Moment (Ft-Lbs) -3025 N/A -1702 '0 Live Deflection (in) 0.108 �-0.040 0.015 Total Deflection (in) .145 0.017 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 203 -291 405 -40 49 J Max Shear at Support (lbs) 203 -312 444 -67 56 Member Reaction (lbs) 203 756 123 Support Reaction (lbs) 212 756 123 Moment (Ft-Lbs) 690 -927 -31 -52 0 Live Deflection (in) -0.002 0.003 -0,001 Total Deflection (in) 0.036 -0,005 0.001 PROJECT INFORMATION: OPERATOR INFORMATION: Robert Holmes Jarrett-Martin Engineers,PLLC 12 E.Washington St. Glens Falls, NY 12801 Phone:(518)792-2907 Fax :(518)798-1864 bholmes@jarrett-martin.com Copyright 0 2005 by Trus Joist, a Weyerhaeuser Business TJI° and TJ-Beam® are registered trademarks of Trus Joist. e-i Joist-,Pro" and TJ-Pro' are trademarks of Trus Joist. F:\DataFile\2003 Project Files\2003 Commercial Projects\03-045 Bhatti Budget Inn 6 Outback\B Construction\Design Revisions\Calculations\second floor floor truss.ems 9 iWW� _A�kyerhaeuser Business n �� TJ-Beam®6.20 Serial Number:7003004312 14 TJ I®.560 @ 24 o/c User:2 2/17/2006 9:11:09 AM Page Engine Version:6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 2, LDF = 1.00, 1.0 Dead + 1.0 Floor Shear at Support (lbs) 755 -1058 878 433 49 Max Shear at Support (lbs) 755 -1133 943 432 56 Member Reaction (lbs) 755 2077 -377 Support Reaction (lbs) 2317 2077 -377 Moment (Ft-Lbs) 2591 -3247 N/A -52 0 Live Deflection (in) 0.100 -0.019 0.004 Total Deflection (in) 0.138 -0.027 0.006 ADJACENT span loading over support # 3, LDF = 1.00, 1.0 Dead + 1.0 Floor Shear at Support (lbs) 214 -281 33 -412 995 Max Shear at Support (lbs) 214 -301 51 -460 1020 Member Reaction (lbs) 214 352 1480 Support Reaction (lbs) 222 352 1480 Moment (Ft-Lbs) 761 -752 -740 -1702 0 Live Deflection (in) 0.005 -0,012 0.009 Total Deflection (in) 0.042 -0.017 0.011 PROJECT INFORMATION: OPERATOR INFORMATION: Robert Holmes Jarrett-Martin Engineers, PLLC 12 E.Washington St. Glens Falls, NY 12801 Phone:(518)792-2907 Fax :(518)798-1864 bholmes@jarrett-martin.com Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business 7\7IE and TJ-Beam" are registered trademarks of Trus Joist. e-I Joist'°,Pro'° and TJ-Pro' are trademarks of Trus Joist. F:\DataPile\2003 Project Files\2003 Commercial Projects\03-045 Bhatti Budget Inn r Outback\B Construction\Design Revisions\Calculations\second floor floor truss.sms ton ` a� %yerlinmer 2 Pcs of 3 1/2" x 16" 2.0E Paraliam® PSL TJ-Beam®6.20 Serial Number:7003004312 PagelUser:2 Engine Vers06 ion:42AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version:6.20.16 CONTROLS FOR THE APPLICATION AND LOADS LISTED MCA,6- S'. Zi .", o-� fro 0, S 14' Product Diagram is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 1' Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1.00) 1820.5 25.0 0 To 14' Replaces SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 4.42" 12744/420/0/13163 L1: Blocking 1 Ply 1 1/4"x 16"1.3E TimberStrand®LSL 2 Stud wall . 3.50" 4.42" 12744/420/0/13163 L1:Blocking 1 Ply 1 1/4"x 16"1.3E TimberStrand®LSL -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s): L1:Blocking Bearing length requirement exceeds input at support(s) 1,2.Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 12850 -10107 21653 Passed(47%) Rt.end Span 1 under Floor loading Moment(Ft-Lbs) 43903 4390a .- 69909 Passed(63%) MID Span 1 under Floor loading Live Load Defl(in) 0-343 0.456 Passed(L/478) MID Span 1 under Floor loading Total Load Defl(in) 0.354 0.683 Passed(L/463) MID Span 1 under Floor loading -Deflection Criteria:STANDARD(LL:L/360,TL:L/240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 14'o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Robert Holmes Jarrett-Martin Engineers, PLLC 12 E.Washington St. Glens Falls,NY 12801 Phone:(518)792-2907 Fax :(518)798-1864 bholmes@jarrett-martin.com Copyright ® 2005 by True Joist, a Weyerhaeuser Business Parallam° is a registered trademark of Trus Joist. JARRETT — MARTIN ENGINEERS, PLLC Job PROFESSIONAL ENGINEERING Sheet# of 12 East Washington Street Calculated by Date Glens Falls, New York 12801 Checked by Date f? 0�o 518-792-2907 Fax 518-798-1864 Scale 151 zp Poi Sfccl C, OVA 11` spn Loal,'S 116ZO.S elf V W/ l S � = 36 k" m z _, atLVI:fmigL4 a, LETTER OF 'PJ7^o fess�r90 tnSallL Engineering 12 East Washington Street Glens Falls, NY 12801 DATE a /r-? /0�; Jos NO. TEL 518-792-2907 ATTENTIOrl—,—I FAX 518-798-1864 " —)GA" 0 �,,, �`^ RE: �� 't l Ail TO �! WE ARE SENDING YOU -k Attached L._, Under separate cover via the following items: Shop drawings_ Prints Plans L Samples Specifications Copy of letter Change order --. COPIESDATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution k"As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: lf enclosures are not as noted,kindly notify us at once. 03-045 Budget Inn 2/9/2006 Piers in Middle of Main Building Length of Truss Dead Load Wind Load Snow Load 57,16 ft. 20 psf psf positive(down)FE5242 psf Balanced P-`-�psf negative(up) psf Unbalance, psf Drift Live Load Earthquake Load Roof Live Load Rain Load 40 psf 0 psf psf Reaction Tributary Width R3 8.75 ft. Check 12169.4 lbs. snow Load Combination(s) 3472.0 lbs. roof DL 1.41) 28.0 psf 245.0 pif 10164.0 lbs. fir LL 1.2D+1.6L+0.5Lr 88.0 psf 770.0 plf 2625.0 lbs. fir DL 1.2D+1.6L+0.5S 123.1 psf 1076.7 pif 1.2D+1.6L+0.5R 88.0 psf 770.0 pif 31869.38 15.93 Ftng Area 1.2D+`1.6Lr+0.5L 44.0 psf 3e5.O olf 3.99 Ftng Dim 1. ?D+1.6S+0.5L 156.2 psf 1366.4 plf 1.2D+1.6R+0.5L 44.0 psf 385.0 plf 1.2D+1.6Lr+0.8W 24.0 psf 210.0 plf 1.213+1.6S+0.8W 136.2 psf 1191.4 pif 1.2D+1.6R+0.8W 24.0 psf 210.0 plf 1.2D+1.6W+o.5L+0.5Lr 44.0 psf 385.0 plf 1.2D+1.6W+0.5L+0.5S 79.1 psf 691.7 plf 1.2D+1.6W+0.5L+0.5R 44.0 psf 385 plf 1.2D+1.OE+O.5L+0.28 58.0 psf 507.7 plf 0.9D+1.OE 18 psf 157.5 pif 0.9D+1.6W 18 psf 157.5 plf Length of Truss Dead Load Wind Load Snow Load 5-771-61 psf psf positive jiown)j 53.9 psf Balanced P::�psf negative fup) I 70.1 psf Unbalance, 52.2 psf Drift Live Load Earthquake Load Roof Live Lcad Rain Load 100 psf 7-1 C�psf psf Reaction Tributary Width R4 3.76 ft. Load Combination(s) 1.41) 44.8 psf 168.4 plf 1.2D+1.6L+0.5Lr 198.4 psf 746.0 plf 1.2D+1.6L+0.5S 233.5 psf 877.8 plf 'i.2D+1.6L+0.5R 198.4 psf 746.0 plf 1.2D+1.6Lr+0.5L 88.4 psf 332.4 plf 1..`•:D+1.6S+0.5L 200.6 psf 754.1 plf 1.2D+1.6R+0.5L 88.4 psf 332.4 pif 1.2D+1.6Lr+0.8W 38.4 psf 144.4 pif 1.2D+1.6S+0.8W 150.6 psf 566.1 pif 1.2D+1,6R+0.8W 38.4 psf 144.4 plf 1.2D+1.6W+O,5L+0.5Lr 88.4 psf 332.4 pif 1.2D+1.6W+0.5L+0.5S 123.5 psf 464.2 pif 1.2D+1,6W+0.5L+0.5R 88.4 psf 332.4 plf 1.2D+1.OE+0.5L+0.2S 102.4 psf 385.1 plf 0.9D+1.OE 28.8 psf 108.3 pif 0.9D+1.6W 28.8 psf 108.3 pif Combined Load 2244.2 pif Footing Size(Square) Column Load Presumptive Soil Load 2000 lbs/sq.ft. Builidng Load 2244.2 pif 15.71 sq.ft. Trib Width 14 ft. 3.96 ft.each side Provide 4'x 4'square footings Total Column Load 31418.408 Jbs 1 i 03-045 Budget Inn 2/9/2006 Piers-Front and Back of Main Building Length of Truss Dead Load Wind Load Snow Load r---57-1-61 psf psf positive(down 53.9 psf Balanced psf negative(up) 70.1 psf Unbalanced 53.2 psf Drift Live Load Earthquake Load Roof Live Load Rain Load 40 Reaction Tributary Width R4 12.4 ft. Check 12169.36 snow Direct Calculation 3472 roof DL TW(DL+W+S)=X plf 2240 fir LL 840, frr DL 1266.0 plf Load Combination(s) 25765.38 12.88 Ftng Area <.4D 44.8 psf 555.5 plf 3.59 Ftng Dim 1.2D+1.6L+0.5Lr 102.4 psf 1269.8 pif 1.2D+1.6L+0.5S 137.5 psf 1704.4 plf 1704.38 1.2D+1.61-+0.5R 102.4 psf 1269.8 pif 1.2D+1.6Lr+0.5L 58.4 psf 724.2 plf 1.2D+1.6S+0.5L 170.6 psf 2114.9 plf 1.2D+1,6R+0.5L 58.4 psf 724.2 plf 1.2D+1.6Lr+0.8W 38.4 psf 476.2 plf 1.2D+1.6S+0.8W 150.6 psf 1866.9 pif 1.2D+1.6R+0.8W 38.4 psf 476.2 pif 1.2D+1.6W+0.5L+0.51 58.4 psf 724.2 plf 1.2D+1.6W+0.5L+0.5: 93.5 psf 1158.8 plf 1.2D+1.6W+0.5L+0.51 58.4 psf 724.16 plf 1.2D+1.OE+0.5L+0.2S 72A psf 898.0 plf 0.9D+1.OE 28,8 psf 357.12 plf 0.9D+1.6W 28.8 psf 357.12 plf Column Load Footing Size(Square) Building 2114.9 plf Presumptive Soil 2000 Ibs/sq.ft. Area Ftng Reqd 14.80 Trib Width 14 ft. Ftng Dimen 3.85 ft. each side Total Column 29609.22 Ibs Provide 4'x 4'Square Footing Load r } y JARRETT MARTIN ENGINEERS, PLLC Job PROFESSIONAL ENGINEERING Sheet# of 12 East Washington Street Calculated by Date Glens Falls, New York 12801 Checked by Date 518-792-2907 Fax 518-798-1864 Scale l TeAr (Mi^ 3 Ago i 9�� MR(OM132 , LETTER OF TRANSMITTAL Professional Engineering 12 East Washington Street Glens Falls, NY 12801 DATE JOB NO. TEL 518-792-2907 ATTENTION C ' ` n FAX 518-798-1864 aE: 11.J�1�-c TO a a�- WE ARE SENDING YOU Attached _] Under separate cover via the following items: J Shop drawings El Prints Plans Samples Specifications Copy of letter _'Change order --- COPIES DATE NO. DESCRIPTION 00 THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution As requested El Returned for corrections El Return corrected prints ❑ For review and comment ❑ -- ❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED:If enclosures are not as noted, kindly notify us at once. P. 2 Pcs of 1 1/2" x 11 114" 1.3E Solid Sawn Hem-Fir#2 ® � A�rhaeuser Business TJ-Beam®6.20 Serial Number..7003004312 MEMBER IS INSUFFICIENT DUE TO LOAD _ User:2 2/17/2006 10:07:29 AM sC� xl� he e� QVer ex%s�:� 0 Floor h!an.�oug S nb� SU T +e;.r,+, , 0 R] 7-6•. Product Diagram is Conceptual. LOADS: Analysis is for a Header(Flush Beam)Member. Tributary Load Width: 1' Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1.00) 836.5 20.0 0 To 7'6" Replaces SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.67" 3137/101 /0/3238 By Others None 2 Stud wall 3.50" 2.67" 3137/101 /0/3238 By Others None -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):By Others DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 3094 -2177 1688 Failed(129%) Rt.end Span 1 under Floor loading Moment(Ft-Lbs) 5544 5544 4482 Failed(124%) MID Span 1 under Floor loading Live Load Defl(in) 0.107 0.179 Passed(L/802) MID Span 1 under Floor loading Total Load Defl(in) 0.111 0.358 Passed(U776) MID Span 1 under Floor loading -Deflection Criteria:STANDARD(LL:L/480,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 0 o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase. -Analysis assumes continuous member. Lap joints,splices and finger joints significantly reduce member performance and have not been considered. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and assumptions about this analysis are available through the software's On-line Help, Trus Joist does not warrant the analysis nor the performance of solid sawn lumber materials. -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Robert Holmes Jarrett-Martin Engineers,PLLC 12 E.Washington St. Glens Falls,NY 12801 Phone:(518)792-2907 Fax :(518)798-1864 bholmes@jarrett-martin.com Copyright 11 2005 by True.Joist, a Weyerhaeuser Business ' VO4 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam@�JL,VL yerhaeuser Business TJ-Beam06.20SerialNumber700300431THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN User:2 2/17/2006 10:09:15 AM Paget Engine Version:6.20.16 CONTROLS FOR THE APPLICATION AND LOADS LISTED Esc \\ ►'/4x II/� L,V(2, 1 El 7 �ef iII4*%s) Product Diagram is Conceptual. LOADS: Analysis is for a Header(Flush Beam)Member. Tributary Load Width: 1' Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1.00) 836.5 20.0 0 To 8' Replaces SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.33" 3346/126/0/3472 Al:Blocking 1 Ply 1 3/4"x 11 7/8" 1.9E Microllam®LVL 2 Stud wall 3.50" 2.33" 3346/126/013472 Al:Blocking 1 Ply 1 3/4"x 11 7/8" 1.9E Microllam®LVL -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):Al-Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 3327 -2360 7897 Passed(30%) Rt.end Span 1 under Floor loading Moment(Ft-Lbs) 6377 6377 17848 Passed(36%) MID Span 1 under Floor loading Live Load Defl(in) 0.088 0.192 Passed(U999+) MID Span 1 under Floor loading Total Load Defl(in) 0.091 0.383 Passed(U999+) MID Span 1 under Floor loading -Deflection Criteria:STANDARD(LL:U480,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 8'o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY; PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. -Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Robert Holmes Jarrett-Martin Engineers, PLLC 12 E.Washington St. Glens Falls, NY 12801 Phone:(518)792-2907 Fax :(518)798-1864 bholmes@jarrett-martin.com Copyright ° 2005 by Trus Joist, a Weyerhaeuser Business Microllam° is a registered trademark of Trus Joist. 02/21/2006 09:26 5187981864 WASHINGTON ST PAGE 05 LETTER OF TRANSMITTAL Pru f nssio na1.Engineering r' ' 12 East Washington Street Glens Falls, NY 12801 DATE / JOB No. a11� ��, 03 - �� T -L 518-792-2907 ATTENT100 ,4X 518-798-1864ry ,TO �, �:.. , f�,1 =l�1Lx J WE ARE SENDING YOU ( Attached ❑ Under separate cover via the following items; LA Shop drawings ❑Prints I. I Plans L.I Samples L.1 Specifications Copy of letter L I Change order 1 THESE ARE TRANSMITTED as checked below; 0 For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution WC As requested ❑ Returned for corrections ❑ Return corrected prints 0 For review and comment ❑ — ❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO I' ks� SIGNED' !/enclosures arm nor ns n6+.••+ a%•+-+��^-•-�••-------- 02/21/2006 09:26 5187981864 WASHINGTON ST PAGE 04 JARRETT — MARTIN ENGINEERS, PLLC Job 03-0gj ��'�e; r PRORBSMNAL ENGINEERING Sheet# of _ 12 East Washington Street Calculated by Date °R Glens Falls, New York 12801 Cheraced by Date 518-792-2907 Fax 518-798-1864 Scale b ... .. .. ..... ..... ..... ... Ay w-4 , 12 �... .... 3;Cf FA yILI � Li : tit Y 'r fi i JARRETT - MARTIN ENGINEERS, PLLC Job o ` � "L PROFESSIONAL ENGINEERING Sheet# of " 12 East Washington Street Calculated by Date „Y Glens Falls, New York 12801 Checked by Date 518-792-2907 Fax 518-798-1864 Scale Zbe- '(floot OIA �. 2`+u pies r � . 02/21/2006 09:26 5187981864 WASHINGTON ST PAGE 01 JARRETT-MARTIN ENGINEERS, PLLC Professional Engineering Facsimile Cover Sleet This facsimile transmission is intended only for the use of the individual(s) or entity to which it is addressed, and may contain ceztain confidential information belonging to the sender. If you are not the intended recipient, you are hereby notified that any disclosure, copying, distribution, or the taking of any reliance oa the contents of this information is strictly prohibited. If you have received this transmission in error, please notify the sender by telephone immediately to arrange for return of the documents. To: �- Company.. U Phone: r� Fax: -1 'AS_L�y l From: Robert U. Holmes, P.E., Project Manager Company: Jarrett-Martin Engineers, PLLC Phone: (518) 792-2907 Fax: (51.8) 798-1864 Date: `;;�) III '�* Pages including this cover page: REGARDING: Comments: 12 East Washington St. Glens Falls NY 1.2801 Phone 518-792-2907 Fax 518-798-1864 02/21/2006 09:26 518798!118�64 WJASHINGTON ST PAGE b1 03-045 Budget Inn 2/9/2006 Plers to 1410119 of Mein Building Le of Truss Dead Load Wind Laad Snow Load 57,16 ft. 24 psf psf positive(down) 53,8 psf Balanced �Psf negative(up) I 70.1 psf Unbalance 52.2 psf 0M Live Load 1 F�rtthquake Load Roof Live Load Rain Load 40 psf L- -_ I r_-�W =psF Readlon Tributary Width R3 8,75 ft. 12169.4lbs, snow Load Combination(s) 3472,0 lbs. roof DL 1.413 28.o psf 245.0 plf 10164.0 ib4, fir ILL 1,2D•1.8L+o.5Lr 89.0 psf 770,0 pit 2625.0 lbs, fir DL 1,21>+1.61-+0.5S 123,1 psf 107$-7 pif 1.2D+1.6L+0.5R 88.0 psf 770.0 pff 31B69.38 15.133 Fing Area 1.2D+1.6Lrr0.5L 44.0 psf 385.0 PH 3.99 flag Dim 1,2D+1,6S+0.5L 156,2 psf 1366.4 pff 1,2D+1.6R+0,5L 44.0 psf 385.0 pff 1.2D+1,6Lra0.8W 24.0 psf 210.0 pff 1.2D+1.6S+0.8W 136.2 psf 1191A pif 1.2D+1.BR+0,8W 24.0 psf 210.0 pif 1.20+1,6W+0.5L+0.5Lr 44.0 psf 385.0 pff 12D+1.6W+0.5L+0.5S 79,1 psf 691.7 pif 1,2f7+1.6W+0.5L+0.5R 44.0 psf 385 pif 1.2D+1,0E+0,5L*0.28 58.0 pif 507.7 plf 0.90+1,0E 18 psf 157.5 pif 0.9D+f.6W 16 psf 157.5 pif Larath of Truss Dead Load Wind Load Snow Load 57-151 psf psf positive(down) 53.9 psf Balanced psf negative(up) 1 70.1 Ipsf Unbalance 52.2 psf brfft Live Load �Earth cake Load Roof Live Load Rain Load 100 psf I -A psf psf Reaction Tributary Width R4 3.78 ft, Load Combination(s) 1.41) 44,8 psf 168.4 pif 1.2D+1.6L+0,5Lr 198.4 psf 746.0 Pit 1.2D+1,6L+0,55 233.5 psf 877,$ pif 1,2D+1.8L+0,5R 195.4 psf 746.0 plf 12D+I.krw0.51- 88.4 psf 332.4 plf 1.ZD+1.BS+O.$L 200.6 psf 754.1 pif 1.2D+1.6R+0,5L 88.4 psf 332A pff 1.2D+1.%r+0,8W 3B.4 psf 144.4 pff 1.2041,6S+0AW 150.E pat 588,1 pff 1.2D+1,8R+0.8W 38A psf 144.4 pH 1.2D+1.6W+0.5L+O.51r 88,4 psf 332.4 pff 12D+1.GW+0,5L+0,5S 123.5 pst 464,2 plf 1,2D+1,6W+0.5L+0.5R 88,4 psf 332.4 pff 1,2D+1,0E+0,5L+0.2S 102.4 psf 385.1 pit 0.90+1.OE 28.8 psf 108.3 pif 0.9D+1,SW 28,8 Psf 108.3 pif Combined Load 2244.2 plf Footing Size(Squaws) Column Load Presumptive Soil Load 2000 Ibsdaq.f1, Buiildnn Load 2244.2 pff 15.71 sq.ft, Trib Width 14 ft. 3.90 ft.each side Provide 4'x 4'square footingi Total Column LOW 31418.408 lbs lGSVoLV nigmal 1pazV LETTER OF Professional Engineering 12 East Washington Street Glens Falls, NY 12801 �aTe �06 NoC�, ATTENTION TEL 518-792-2907 FAX 518-798-1864 RE: TO WE ARE SENDING YOU Attached Under separate cover via the following items: Shop drawings ❑ Prints ❑ Plans _'Samples Specifications Copy of letter 1E Change order -_ COPIESDATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval XFor your use ❑ Approved as noted ❑ Submit copies for distribution \/As requested ❑ Returned for corrections [I Return _corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO i j .__A L -( IS..�&, � � ���. tie L SIGNED: -- If enclosures are not as noted,kindly notify us at once. affemaam l LETTER OF TRANSMITTAL Profs?ssional Engineering 12 East Washington Street Glens Falls, NY 12801 DAZE JOB N l �- ATTENTION -� TEL 518-792-2907 FAX 518-798-1864 RE TO WE ARE SENDING YOU Attached E Under separate cover via the following items: Shop drawings Prints ❑ Plans Samples _i Specifications Copy of letter Change order COPIES • . DESCRIPTION z THESE ARE TRANSMITTED as checked below: For approval `1 Approved as submitted E, Resubmit copies for approvai For your use V)c Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO S I G N Ef)-� r- Project: Budget Inn— Shaki Bhatti Project Number: 03-045 Submittal#: 2 No Aceptioiis fak ii � Furnish As Corrected Rejected Revise&Resubmit Submit Specific Item This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings during the review do not relieve the contractor from compliance with the requirements of the plans and specifications. Approval of a specific item shall not include approval of an assembly of which the item is a component. Contractor is responsible for: dimensions to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication process or to the means, methods, techniques, sequences, and procedures of construction; coordination of the work of all trades; and for performing all work in a safe and satisfactory manner. Notes: Truss dimensions are to be verified in the field to match existing structure and new construction. Design loads have been reviewed. Item Reviewed: Roof Trusses—Rear Building by Stock Building Supply . Date: 2-07-06 By: Robert U. Holmes II ED- P fifes s c: �rgie2 �.ng 12 East Washington O-treet n 3 Fels, NY 12801 Stack Building Supply To: .SOU DuanesburgRd UOtatlOTl Schenectady, NY 12306 SHAKI B14ATTI Job Number: 10 phone:(518)355-7190 Fax:(SIS)355-1371 Page: 1 Project: Block No: ,C/ Date: 12-20-2005-3:13:54 PM Model: Lot No: / Project ID: bhatrear Contact Site: Office: Deliver To: AccoimtNo: Name: 131JDGET INN-REAR ROOF Designer: CRA Phone: Salesperson: Quote Number: F Tentative Relivea Date, Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH -0-0 5 CJI 1-10-I5 ROOF TRUSS 5<00 0 0-0-0 o-a-o 51bs.each 0.00 i 3 CJIFB 1-9-7 ROOF IRUSS 5,00 0-0-0 0-0-0 1 4 lbs.each 0.00 c1-1-6 5 CJ2 3-10-15 RooFIRUSS 5.00 0-0-0 0-0-0 9 Ibs.each O.DO 3 CJ2FB 3-9-7 ROOFIRUSS 540 0-0-0 0-0-0 41bs.each 0,00 = zC= c 1-1-6 CD C 5-10-15 RooFlRuss 5.00 0-0-0 0-0-0 17Ibs.each OM 2 CJ3AFB 5-9-7 ROOFIRUSS 5..00 0-0-0 0-0-0 IS lbs.each 0.00 E�---d co-8-0 1 CJ3FB 5-9-7 ROOF IRUSS 5.00 0-0-0 0-0-0 L _ I616s.each 0;00 cl 1 6 2 CJ4 7-10-15 ROOF TRUSS 5.00 0-0-0 0-0-0 281bs.each 0,00 2 CJ4A 7-9-7 ROOF IRUSS 500 0-0-0 0-0-0 23 Ibs.each 0.00 E cl 1 6 2 CJ5 9-10-15 ROOF IRUSS 5.00 0-0-0 0-0-0 _ 401bs.each 0.00 c4-2-0 - 2 CJ5A 9-9-7 ROOF IRUSS 5.00 0-0-0 0-0-0 35 lbs.each 0.00 2 CJ6 ll-10-15 ROOF IRUSS 5.00 0 0--0 0 r0 0-0-0 _. 49 lbs.each 1 Row Lat Brace 0.00 t4-2-0 2 CJSA 11-9-7 ROOF IRUSS 500 0-0-0 0-0-0 51 Ibs.each I Row Lat Brace, 0.00 c4-2-o 3 EJ1 13-8-8 ROOF muss 500 0-0-0 0-0-0 53 Ibs.each I Row Lat Brace 0.00 E� 0- 8 9 EJ2 7-i0-'O ROOF TRUSS 5.00 0 0--0-0 0-0-0 271bs.each 0.00 co-9-8 cl-1-6 1 H3 31-8-0 gooFmuss 5-00 0-0-0 0-0-0 1381bs.each 2 RawsLatBrace 0.00 c0-9-8 c1-1-6 1 H4 31=8-0 ROOF TRUSS 5.00 0-0-0 0-0-0 1481bs.each 1 Row Lat Brace 0.00 c0-9-8 cl-1-6 I HS 31-8-0 ROOF IRUSS 5.:00 0-0-0 0-0-0 1501bs.each 2 Rows Lat Brace 0,00 (1) 2-Ply �cl-1-6 c0-9-8 2 1E[G1 31-8-0 RooFIRUSS s.00 0-0-0 0-0-0 156 lbs.each 0.00 (1) 2-Ply c0-9-8 cl-1-6 2 HG2 31-8-0 ROOFIRUSS 5.00 0-0-0 0-0-0 142 Ibs.each 0.00 Stock Building Supply To: ;00 Duanesburg Rd Quotation Schenectady, NY 12306 SHAM BHATTI Job Number: Phone:(519)355-7190 Fax:(519)355-1371 Page: 2 Project: Block No: Date: 12 20-2005-3:13:54 PM Model: Lot No: Project ID: bhatrear Contact: Site: Office: Deliver To: Account No: Name: BUDGET R%N-REAR ROOF Designer. CRA Phone: Salesperson: Quote Number. F Tentative Deliv Date: ! Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH c5-9-15 1 Hit 14-3-2 ROOFrRuss 3.54 0-0-0 0-0-0. 120 lbs.each 3 Rows Lat Brace 0.00 cl-4-1 1 HJ1A 19-3-2 ROOF rRuss 3.54 0-0-0 0-0-0 119 lbs.each I Row Lat Brace 0_00 cl-0-11 2 HJ2 10-11-7 ROOF TRUSS 3.54 0-0-0 0-0-0 49 lbs.each 0,00 c0-9-8 c1-1-6 I8 TI 31-8-0 ROOF TRUSS 5.00 0-0-0 0-0-0 143 lbs.each 0.00 AMC.ITF M I Quantity: Description: 7 268JH(JUS26-IZ)Hangers I HUS26 Hangers 4 HJC26 Hip lack/End Jack Hanger 6 SIG.24 45deg Skewed Hanger(2x4) 6 SIQt24 45deg Skewed Hanger(2x4) I N I i I WARNING:We warn that trusses can cause property damage or personal it jury if improperly installed w braced.Customers,or his agent's acceptance hereof'shaE constitute his affirm- Total Truss Price: $4,079..64 ative repesentation that he is fully trained in the proper and safe methods of truss instaIlation Misc.Items: $Ifl6 26 and bracing. Refer to the provided pamphlet entitled"Bracing Wood Truss:Commentary and Recommendations",published by Truss Plate Institute;Inc Do not cut,alter,or use damaged trusses without engineering approval.It is the customer's responsiblity to provide access to Selling Price: $4,185.90 the jobsite Trusses remain our property until full payment is made.FRICF GOOD FOR 15 DAYS NON BRACING,HANGERS=OR FASTENERS INCLUDED UNLESS LISTED ON THIS QUOTE, ************WE ARE A IRUSS PLATE INSIITUTE INSPECTED COMPANY************ ACCEPIED BY: DATE: I (, U t�CJ FB LO J2 �p CJ2 CJ3 U yn CJ3AF TH 18)-T 4q CJe N M d N t- I S = M 4-1 C 6 C Aa Hilt �N 4A ICJ3A J M M r CJ 'U7 FB i Ll'��" Stock Building Sup mI 500 Duanesburn Rd Name;SHAKI BHATTI Truss transferred from.Layout AddMss:SU CET INN-.REAR ROOF Schenectady - off? N _ Telephone:61 B-355-7190 b.hatrear Fax.,51 B-358.1371 Telephone: Scalej:128 nate.•i2amoor, Drawn .G a Job y Truss Truss Type Qty Ply IBHATREAR CJSA ROOFTRUSS 2 1 � ck Build! � Job Reference'(optional) Stoi-Supply,Schenectady,NY 12306,Bernadine Roney 5,200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 29 10.00:28 2005 Page 1 4-4-12 9-9-7 - - 4-4-12 5-4-11 4x4 Scale 1:25.2 3 5.00'12 3x5 040 / wz IP4 J 3x6 = 4 2x4 I 3x4 = 4-2-0 0-2-12 5-4-11 Plate Offsets X,Y): (3:0-0-13 0-2-01 r LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lld PLATES GRIP TCLL 1 60.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.07 1-5 >754 360 MI120 169/123 TCDL ` Lumber Increase 1.15 BC 0.22 Vert(TL) -0.09 1-5 >615 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) -0.01 4 n/a n/a BC DL 10.0 Code IBC2000/ANS195 (Matrix) Weight:36lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 4=125/Mechanicai,5=1418/0-5-8 Max Horz5=146(load case 7) Max Uplift4=-59(load case 7),5=-223(load case 8) Max Grav4=172(load case 2),5=1949(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-453/1066,2-3=-302/102,3-4=-439/123 BOT CHORD 1-5=-780/457,4-5=-780/352 WEBS 2-5=1799/617,2-4=-298/908 NOTES 1)Wind:ASCE 7-96;90mph;h=30ft;TCDL=S.Opsf;BCDL=S.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Extedor(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;PF60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of ISC-00. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 59 lb uplift at joint 4 and 223 lb uplift at joint 5. LOAD CASE($)Standard h Job Truss Truss Type PIY i IBHATREAR CJ6 ROOFTRUSS 2 1 Job Reference(options[) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 2910:00:28 2006 Page 1 6-4-0 11-10-1`5 6-4-0 5-6-15 3x5 i i Scale=1:30.5 3 5.00112 / 2x4 r 2T,�/ o 4x8 =3x8 1 4 4x6 = 1-1-6 11-10-15 1-1-6 10-9-9 Plate Offsets(X,Y): [1:0-2-4,0-2-5] [1:0-2-8 1-4-10] LOADING(psf� SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0,65 Vert(LL) -0.26 1-4 >509 360 MII20 169/123 TCDL ': 10.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.53 1-4 >252 240 BCLL Rep Stress Incr YES WB 0.58 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code ISC2000/ANS195 (Matrix) Weight:49lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-10-8 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. WEBS 2 X 4 SPF No.2 `Except' WEBS 1 Row at midpt 2-4 W2 2 X 4 SPF Stud WEDGE Left:2 X 4 SPF Stud REACTIONS (lb/size) 4=886/Mechanical,1=886/0-5-8 Max Ho¢1=173(load case 7) Max Uplift4=-65(load case 8),1=47(load case 8) Max Grav4=1218(load case 2),1=1218(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1838/338,2-3=-337/103,3.4=-458/127 BOT CHORD 14=331/1559 WEBS 2.4=1613/465 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Gpsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed:Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 65 lb uplift atjoint 4 and 47 lb uplift at joint 1. LOAD CASE(S)Standard Job Truss Truss Type Qry P1Y I BHATREAR CJ6A ROOFTRUSS 2 1 i Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 29 10:00:29 2005 Page 1 4-6-14 11-9-7 4-6-14 7-2-9 4x4 i Scale= 1:30.0 3 5,00{12 - �y 3x5 W1 uy j% 3 Nt1 f i di i �✓ u 3x4 'I 5 4 2x4 H 3x5 = 4-2-0 4-2-0 0-4-14 7-2-9 LOADING SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.06 1 >951 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.09 4-5 >975 240 BCLL 0:O Rep Stress Incr YES WB 0.45 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code IBC20001ANS195 (Matrix) I Weight:51lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud WEBS 1 Row at midpt 3-4 REACTIONS (lb/size) 4=329/Mechanical,5=1533/0-5-8 Max Horz5=173(load case 7) Max Upiift4=-64(load case 7),5=-226(load case 8) Max Grav4=452(load case 2),5=2109(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-438/966,2-3=381/163,3-4=-577/153 BOT CHORD 1-5=-654/427,4-5=654/318 WEBS 2-5=-1968/642,2-4=-240/744 NOTES 1)Wind:ASCE 7-98;90mph;h=3Dft;TCDL=5.Opsf;BCDL=S.Opsf,Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 64 lb uplift at joint 4 and 226 lb uplift at joint 5. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply BHATREAR EA ROOF TRUSS 3 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5,200 s Dec 2 2003 Ill Industries,Inc. Thu Dec 29 10:00:29 2005 Page 1 4-4-12 8-10-14 13-8-8 4-4-12 4-6-2 4-9-10 3x4 Scale= 1:34.5 4 3x4 3 i� VVII r, 2x4 li W2 2 j 3 >>, i ,W, 4 CD 3x7 6 5 3x6 = 3x6 = 4-2-0 4-2-0 0-2-12 9-3-12 f'ate OffseIs�X Y) (1:0-0-14,0-1-8],LtO-0-10,0-1-8] _ LOADI G(psf) SPACING 2-0-0 CSI DEFL in (ioc) I/defi Ud PLATES GRIP TCLL 60-0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.15 5-6 >732 360 M1120 1691123 TCDL Lumber Increase 1.15 BC 0.44 Vert(TL) -0.29 5-6 >374 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 I Code IBC2000/All (Matrix) Weight:54lb LUMBER BRACING TOP CHORD 2 X 4 SPFS 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud WEBS 1 Row at midpt 3-6 REACTIONS (lb/size) 5=5651Mechanical,6=1605/0-5-8 Max Horz6=205(load case 7) Max Upiift5=43(load case 7),6=-215(load case 8) Max Grav5=776(load case 2),6=2207(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-460/1083,2-3=-317/1051,3-4=-249/109,4-5=-403/96 BOT CHORD 1-6=-81U460,5-6=-116/401 WEBS 2-6=-963/323,3-6=1588/429,3-5=-455/125 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf,BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS Interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads per Table 1607.1 of I8C-00. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 24-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 73 lb uplift at joint 5 and 215 lb uplift at joint 6. LOAD CASE(S)Standard Job Truss Truss TypeOnY Ply BHATREAR EJ2 ROOFTRUSS 9 1 IJob:Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MTek Industries,Inc. Thu Dec 29 10:00:30 2005 Page 1 7-10-0 7-10-0 2x4 !I Scale= 1:20.4 2 5.00112 3 3x6 2x4 ;I 7-t0-0 0-9-8 7-0-8 LOADING-(ps1) SPACING 2-0-0 CSI � DEFL in (loc) I/defl LJd PLATES GRIP TCLL "-. 0.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.13 1-3 >626 360 M1120 1691123 TCDL iv Lumber Increase 1.15 BC 0.40 Vert(TL) 0:27 1-3 >313 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:27 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-3-0 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 1=560/0-5-8,3=560/Mechanical Max Horz1=112(load case 7) Max Upiiftl=-29(load case 8),3=-41(load case 8) Max Grav1=770(load case 2),3=770(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-231/231,2-3-700/236 BOT CHORD 1-3=-21/67 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)`This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(try others)of truss to bearing plate capable of wjthstanding 29 lb uplift at joint 1 and 41 lb uplift at joint 3. LOAD CASE($)Standard Job Truss Truss Type Cfly Ply BHATREAR H3 ROOF TRUSS 1 1 Job Reference o tional 5.200 s Dec 22003 MiTek Industries,Inc. Thu Dec 2910:00:30 2005 Page 1 Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 9-10-0 15-10-0 21-10-0 31-8-0 9-1 0-0 6-0-0 6-0-0 9-1 0-0 Scale=1:54.8 5x14 = 5.00I12 3x4 = 6x10 = 2 3 4 T1 �/� W1 ,W�, V�Vj2 _ I 5 �d o 8x10 6x10 8 7 6 3x5 = 6x6 = 3x5 = 0-9-8 9-10-0 21-10-0 30-6 101-8 0 0-9-8 9-0-8 12-0-0 8-8-10 1-1-6 Piate Offsets(X Yj: [1:0-3 14,Edge],[2:0-7-8,0 2-12] [4:0-5-8,0 3-8] LOADING_(ps4 - I SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TOLL ' 60A- Plates Increase 1.15 TO 0.95 Vert(LL) -0.28 1.8 >999 360 M1120 169/123 TCDL 1 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.38 6-8 >943 240 BOLL 0.0 * Rep Stress Incr YES WB 0.69 Horz(fL) 0.12 5 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:138lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E *Except* TOP CHORD Sheathed or 2-1-0 oc puriins. T3 Z X 6 SPF 240OF Z.OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 SPF-S 165OF 1.5E *Except* WEBS 1 Row at midpt 3-8,3-6 B1 2 X 6 SPF 240OF 2.0E WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 1=2391/0-5-8,5=239110-5-8 Max Horz1=-44(load case 9) Max Upti tl=-82(load case 7),5=-82(load case 6) Max Gravl=3046(load case 2),5=3046(load case 3) FORCES (lb)-,Maximum Compression/Maximum Tension TOP CHORD 1-2:�t5812/819,Z-�=-5013/842,3-4=-50021841 4- f15792/817 BOT CHORD 'I= -625/4992 7 8=-69415316,6-7=-694/5316,5-6=-624/4982 WEBS 2-8=0/1058,3-8=-1528190,3-6=-1516/88,4.6=0/1047 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TOLL:ASCE 7-98;Pr=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads per Table 1607.1 of IBC-00. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 82 lb uplift at joint 1 and 82 lb uplift at joint 5. LOAD CASE(S)Standard Job �H4 Truss Type Qty !L-. 1BHATREAR ROOF TRUSS I1 Referene o(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 2910:00:31 2005 Page 1 6-7 10 11-10 0 19-10 0 25-0 6 _, 31-8-0 6-7-10 5-2-6 8-0-0 5-2-6 6-7-10 Scale=1:55.1 5x10 = 5x10 = 5.00!12 3 4 T7 ----------------- 2x4 \ 2x4 W1 1 W3 \ u; _ o _ -E-E o 5X10 9 8 7 5x10 3x8 = 46 = 3x4 = 0-9-8 11-10-0 19-10-0 30-6-10 y31-8-0 0-9-8 11-0-8 8-0-0 10-8-10 1-1-6 Plate Offsets(X Yp [3:0-5-4 0-3-4] [40-5-4 0-3-4] LOADING(-ps"f�- SPACING 2-0-0 CS1 DEFL in (loc) I/defl Ltd PLATES GRIP TCLL,, 60.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.24 1-9 >999 360 M1120 1691123 TCDL _-IL Lumber Increase 1.15 BC 0.82 Vert(TL) -0.36 1-9 >991 240 BCLL -0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.12 6 n/a n/a BCDL 10.0 Code IBC20001ANSI95 (Matrix) Weight:148lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E 'Except' TOP CHORD Sheathed or 3-3-6 oc puriins. T3 2 X 6 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 9-11-1 oc bracing. BOT CHORD 2 X 6 SPF-S 1650F 1.5E WEBS 1 Row at midpt 4-9 WEBS 2 X 4 SPF Stud `Except' W1 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=2391/0-5-8,6=2391/0-5-8 Max Horz 1=-53(load case 9) Max Upliftl=-80(load case 8),6=-80(load case 9) Max Gravl=2927(load case 2),6=2927(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-5721/987,2-3=-4634/805,3-4=-4126/802,4-5=-4641/807,5-6=-`3707/984 BOT CHORD 1-9=-813/5040,8-9=-540/4152,7.8=-540/4152,6-7=-810/5027 WEBS 2-9=-1010/302,3-9=-37/490,4-9=-765/728,4-7=-34/611,5-7=-980/297 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf,Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 80 lb uplift at joint 1 and 80 lb uplift at joint 6. LOAD CASE(S)Standard Job Truss Truss Type Qty ply BHATREAR H5 ROOF TRUSS1 1 Job Referenceloptional Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MTek Industries,Inc. Thu Dec 29 10:00:31 2005 Page 1 7-7-10 13-10-0 17-10-0 24-0-6 7-7-10 6-2-6 4-0-0 &2-6 7-7-10 Scale=1:55.1 6x6 = 6x8 = 5.00112 3 4 2x4 2x4 T� 6 132 O -- - - O 6x8 9 8 7 6x8 3x8 = 5x6 = 3x4 = 0-9-8 13-10-0 17-10-0 30-6-10 _31 8-0 0-9-8 13-0-8 4-0-0 12-8-10 1-1-6 ?late Offsets LOADING(psfr-� SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL,, 60.0 °1 Plates Increase 1.15 TC 0.70 Vert(LL) -0.25 6-7 >999 360 M1120 169/123 TCDL ---A;i�--7 ° ! Lumber Increase 1.15 BC 0.75 Vert(TL) -0.47 6-7 >766 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.12 6 n/a n/a BCDL . 1.0.0 I Code IBC2000/ANS195 (Matrix) Weight:151lb LUMBER BRACING TOP CHORD 2 X 6 SPFS 165OF 1.5E TOP CHORD Sheathed or 3-3-4 oc pudins. BOT CHORD 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 9-7-14 oc bracing, WEBS 2 X 4 SPF Stud WEBS 1 Row at midpt 2-9,5-7 REACTIONS (Ib/size) 1=2391/0-5-8,6=2391/0-5-8 Max Horz 1=0load case 8) Max Upliftl=-92(load case 8),6=-92(load case 9) Max Gravl=2783(load case 2),6=2783(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-5318/1037,2-3=-3770/783,3-4=-3244/785,4-5=-3766/783,5-6=-5317/1037 BOT CHORD 1-9=-851/4682,8-9=-475/3255,7-8=-475/3255,6-7=-851/4681 WEBS 2-9=-1581/413,3-9=-90/804,4-9=752/771,4-7=-90/851,5-7=-1585/414 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf,BCDL=5.0psf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;PF60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 92 lb uplift at joint 1 and 92(b uplift at joint 6. LOAD CASE(S)Standard i Job Truss Truss Type Cny Ply BHATREAR HG1 ROOF TRUSS 1 2 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek industries,Inc. Thu Dec 29 10:00:32 2005 Page 1 7-7-10 13-10-0 17-10-0 24-0-6 31-8-0 7-7-10 6-2-6 4-0-0 6-2-6 7-7-10 Scale= 1:55.1 6x6 = 5x8 = 5.00 12 4 5 T2 2x4 -:Z� w 2x4 `a 2 W3 W3 W3 A 7 6x14 = 4x8 WO 9 8 5x10 - 4x8 6x6 = 10x10 = 10x10 = 1-1-6 13-10-0 ,_ 17-10-0 30-10-8 3,1-8�0 1-1-6 12-8-10 4-0-0 13-0-8 0-9-8 Plate Offsets LoADING(psf)- " SPACING 2-0-0 CSI DEFL in (ioc) I/deft L/d PLATES GRIP TCLL %0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.30 8-10 >999 360 M1120 1691123 TCDL —10-0 Lumber Increase 1.15 BC 0.99 Vert(TL) -0.40 7-8 >902 240 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(fL) 0.17 7 n/a n/a BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight:313lb LUMBER BRACING TOP CHORD 2 X 6 SPF 240OF 2.0E TOP CHORD Sheathed or 5-7-8 oc pudins. BOT CHORD 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF-S 165OF 1.5E 3-3-1 REACTIONS (lb/size) 1=5872/0-5-8,7=5872/0-5-8 Max Horz 1=63(toad case 7) Max Upiift1=-425(load case 7),7=-425(load case 8) Max Grav 1=6264(load case 2),7=6264(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1 3505/985,2-3=-1 32 5 8/1 008,3-4-12347/951,4-5=-11,344/914,5-6=-12381/947,6-7=-13¢29/1018 BOT CHORD 1-1 0=-91 3/1 2093,9-10=-776/11301,8-9=-776/11301,7-8=-863/12228 ,3 WEBS 3-10=-917/590,4-10=-324/4083,5-10=-647/862,5-8=-335/4286,"- 1136/391 NOTES /1)2-ply truss to be connected together with 1 Od Common(.148"x3")Nails as follows: (\\ Top chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 row-at 0-9-0 oc,Except member 10-4 2 X 4-1 row at 0-4-0 oc,member 8-5 2 X 4-1 row at 0-4-0 00' 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf,BCDL--5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4)TCLL•ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 425 lb uplift at joint 1 and 425 lb uplift at joint 7. 9)Girder carries hip end with 9-6-8 end setback 10)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2966.51b down and 284.71b up at 17-10-0,and 2966.51b down and 284.71b up at 13-10-0 on bottom chord. The design/selection of such special Connection device(s)is the responsibility of others. LOAD CASE(S)Standard 1)Snow:Lumber increase=1.15,Plate Increase=1.15 Uniform Loads(plo Vert:1-4=-140,4-5=-70(F=70),5-7=-140,1-10=-20,8-10=-373(F=-353),7-8=-20 Continued on page 2 job Truss Truss Type Qty PtY BHATREAR HG1 ROOFTRUSS 1 Job Reference`(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 2910:00:32 2005 Page 2 LOAD CASE(S)Standard Concentrated Loads(lb) Vert:10=-2966(F)8=-2966(F) i Job Truss Truss Type Qty Ply IBHATREAR HG2 ROOF TRUSS 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 29 10:00:32 2005 Page 1 7-10-0 13-2-0 18-6-0 23-10-0 31-8-0 7-10-0 5-4-0 54-0 54-0 7-1 0-0 Scale= 1:55.1 6x6 = 5.00,12 3x5 = 3x5 = 6x6 = 2 3 4 5 T2 W3 W2// �/V1 Wil \' W2 V6 O O ' 5x10 = 9 8 7 5x10 8x8 = 7x12 M1120H= 8x8 = Q-9-8 7-10-0 15-10-0 T_ 23-10-0 30-6-10 81-8-Q 0-9-8 7-0-8 8-0-0 8-0-0 6-8-10 1-1-6 Plate_.Offset6l(XY:L:0-34,0-3-8],[4:0-0-0,0-0-0] [5:0-3-4 0-3-8] p:03-8 0-5-0] 8:0-6-0 0-5-0j [9:0-3-8 0-5-0] LO4QING(psf) SPACING 2-0-0 CSI DEFL in (ioc) I/deft L/d PLATES GRIP TCLL,, 60.0 Plates Increase 1.15 TC 0.92 Vert(LL) 0.45 8-9 >800 360 M1120 169/123 TCDL f@eB Lumber Increase 1.15 BC 0.82 Vert(TL) -0.58 8-9 >614 240 M1120H 148/108 BCLL 0.0 " Rep Stress Incr NO WB 0.92 Horz(TL) 0.14 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 ' (Matrix) Weight:285lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 4-6-13 oc purlins. BOT CHORD 2 X 6 SPF 2400E 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 1=4978/0-5-8,6=4978/0-5-8 Max Horz 1=35(load case 7) Max Upliftl=-345(load case 6),6=-345(load case 5) Max Grav1=5729(load case 2),6=5729(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-12685/850,2-3=-11472/807,3-4=-15019/1089,4-5=11472/807,5-6=-12686/850 BOT CHORD 1-9=-72 5/1 1 287,8-9=-941/14119,7-8=-940/14119,6-7=-724/11287 WEBS 2-9=-280/4300,3-9=-3907/240,3-8=-134/1717,4-8=-134/1717,4-7=-3907/240,5-7=280/4300 Y NOTES 1)2-ply truss to be connected together with 10d COmmon(.148 x3")Nails as follows: Top chords connected as follows:2 X 6-2 rows at 0-94)oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at 0-4-0 oc,Except member 9.3 2 X 4-1 row at 0-9-0 oc,member 8-3 2 X 4-1 row at 0-9-0 oc,member 8-4 2 X 4-1 row at 0-9-0 oc,member 7-4 2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or track(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-98;90mph;h=30ft;TCDL=S.Opsf,BCDL=S.Opsf•,Category It;Exp C;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7)All plates are Mf120 plates unless otherwise indicated. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 345 lb uplift at joint 1 and 345 lb uplift at joint 6. 10)Girder carries hip end with 7-0-8 end setback 11)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1157.61b down and 111.1lb up at 23-10-0,and 1157.61b down and 111.1lb up at 7-10-0 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plo Vert:1-2=-140,2-5=-70(F=70),5-6=-140,1-9=-20,7-9=-273(F=-253),6-7=-20 Continued on page 2 Job Truss Truss Type C]ty PIY I$HATREAR HG2 ROOFTRt75S 1 2 Job Reference optional Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 2910:00:33 2005 Page 2 LOAD CASE(S)Standard Concentrated Loads(lb) Vert:9=-1158(F)7=-1158(F) Job Truss Truss Type Q ply HJ1 ROOF TRUSS 1 1 BHATREAR Job Reference n tional Stock Building Supply,Schenectady,NY 12306,Bernadi 5.200 s Dec 2 2003 MITek Industries,Inc. Thu Dec 2910:00:33 2005 Page 1 ne Rohey 6-1-14 12-6-12 19-3-2 6-1-14 64-14 6-8-6 4x10 �5cate= 136.9 4 3.54'12 3x6 3 i T1 W2 W11 2X4 / 2 / -W4- W3 BI- 1 r 4x8 7 6 5 4x5 = 1'Ox1'O = 3x5 5-9-15 6-1-14 14-0-0 19-3-2 -- - 5-9-15 0-3-14 7-10-2 5-3-2 - Plate Offsets(X,Y): [4:0-3-1 0-2-0] [6 0 5-0 0-6-8] - LOAbING(ps'-'-�, SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL` 60.0 s Plates Increase 1.15 TC 0.76 Vert(LL) -0.12 6-7 >999 360 MII20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.16 6-7 >984 240 BCLL . Rep Stress Incr NO WB 0.89 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 L Code IBC2000/ANSI95 (Matrix) Weight 121 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 2400F 2.0E TOP CHORD Sheathed or 640-0 oc purlins, except end verticals. BOT CHORD 2 X 8 SYP 2400F 2.0E BOT CHORD Rigid ceiling,directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud *Except* WEBS 1 Row at midpt 4-5 W1 2 X 4 SPF No.2,W2 2 X 4 SPF No.2 2 Rows at 1/3 pts 3-7 REACTIONS (lb/size) 5=3038/Mechanical,7=2868/0-7-12 Max Horz7-375(load case 8) Max Uplif:5=-149(load case 6),7=-417(load case 7) Max Grav5=3357(load case 2),7=3655(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-264/113,2-3=-284/88,3-4=2665/275,4-5=2117/69 BOT CHORD 1-7=-117/258,6-7=-34/2400,5-6=0/155 WEBS 2-7=-458/13,3-7=2803/383,3-6=-175/568,4-6=-199/3610 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 149 lb uplift at joint 5 and 417 lb uplift at joint 7. 7)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Trapezoidal Loads(plf) Vert:1-15(F=2,13=2)-to-5=-625(F=303,B=-303) Job Truss Truss Type Qty Ply !BHATREAR HJ1A IROOF TRUSS 1 1 re i Job Refence o tional Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MITek Industries,Inc. Thu Dec 2910:00:34 2005 Page 1 8-3-5 13-11-15 19-3-2 8-3-5 5-8-10 5-3-3 3x4 ;§tale= 1`37.1 4 3.54112 4x5 3,�i 4x5 ; Ti 1N 5 W4 vT �` 4x8 % 7 6 5 3x6 1'Ox10 = 5x6 = 14-1 8-3-5 13-11-15 19-3-2 1-4-1 6-11-4 5-8-10 5-3-3 Plate Offsets(X,Y): [3:0-1-12,0-2-01 [6,0-34,0-6-8) L ADING(ps SPACING 2-0-0 CSI DEFL in (loc) Ildefl Lld PLATES GRIP TC* U10�O Plates Increase 1.15 TC 0.68 Vert(LL) -0.07 5-6 >999 360 M1120 1971144 TCD Lumber Increase 1.15 BC 0.51 Vert(TL) -0.09 5-6 >999 240 BCLL Rep Stress Incr NO WB 0.94 Horz(TL) 0.01 5 n/a n/a BCDL 10.0- 'j Code IBC2000/ANSI95 (Matrix) Weight:119lb LUMBER BRACING TOP CHORD 2 X 6 SPF 240OF 2.0E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 8 SYP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud WEBS 1 Row at midpt 3-5 REACTIONS (lb/size) 5=2667/Mechanical,7=2995/0-7-12,1=287/0-7-12 Max Horz 1=-375(load case 8) Max Uplift5=-155(load case 5),7=-209(load case 5),1=-66(load case 7) Max Grav5=2982(load case 2),7=3556(load case 2),1=-482(ioad case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-288/190,2-3=-2137/299,3-4=-76/154,4-5=160/0 BOT CHORD 1-7=01223,6-7=0/223.5-6=-38/1988 WEBS 2-7=-1703/77,2-6=135/1903,3-6---212/1934,3-5=-2463/163 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf-,BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 155 lb uplift at joint 5,209 lb uplift at joint 7 and 66 lb uplift at joint 1. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Trapezoidal Loads(plo Vert:1=-41(F=-11,B=l1}to-5=-625(F=303,13=303) Job LHJ2 s Truss Type Qty Ply I *ATREAR ROOFTRUSS 2 1 Job Reference o tional Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MITek Industries,Inc. Thu Dec 29 10:00:34 2005 Page 1 6-10-2 10-11-7 6-10-2 4-1-5 3x4 Scale= 1:21.5 3 3.54 12 3x6 �. C, uV1 i 3x8 5 4 3x40 I I 4x5 = 1-0-11 6-10-2 —�-- 10-11-7 _ 1-0-11 5-9-7 _ 4-1-5 LOA6ING(ps SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL-. 60.0 Plates Increase 1,15 TC 0,77 Vert(LL) -0,08 1-5 >999 360 M1120 169/123 TCDL'`-, 10: ) Lumber Increase 1.15 BC 0.54 Vert(TL) -0.10 1-5 >999 240 BCLL "9:4 Rep Stress Incr NO WS 0.93 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:48lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-7-11 oc purlins,,except end verticals. BOT CHORD 2 X 6 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 4=1 481/Mechanical,1=857/0-7-12 Max Horz1=-109(load case 8) Max Uplift4=95(load case 5),1=-68(load case 7) Max Grav4=1769(load case 2),1=1146(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=2265/161,2-3=-121/42,3-4=1 0 810 BOT CHORD 1-5=-84/2113,4-5=-84/2113 WEBS 2-5=113/1361,2-4=-2246/120 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf,,BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 95 lb uplift at joint 4 and 68 lb uplift at joint 1. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Trapezoidal Loads(plf) Vert:1=-49(F=-14,B=-14)-to-4=438(17-209,13-209) 5 '1 Job Truss Truss Type Oty Ply BHATREAR T1 ROOFTRUSS 118 1 Job Reference o,tional Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MTek Industries,Inc. Thu Dec 29 10:00:35 2005 Page 1 8-7-10 15-10-0 23-0-6 31-8-0 8-7-10 7-2-6 7-2-6 8-7-10 Scale=1 53.3 5.00 2 5x8 = 4 2x4 5x6 5x6 2x4 2� 3 5 6 W1 W2 W2 7 R 1 5x10 10 11 9 12 8 6x8 4x6 = 5x6 = 4x6 0-9-8 11-0-7 20-7-9 30-6-10 31-8-0 0-9-8 10-2-15 9-7-2 9-11-1 1-1-6 LOADING(psf)—\, SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL ,60.0/ Plates Increase 1.15 TC 0.78 Vert(LL) -0.29 8-10 >999 360 M1120 169/123 TCDL 't0:0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.38 840 >945 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:143lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E *Except* TOP CHORD Sheathed or 3-2-3 oc purlins. T3 2 X 6 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 9-7-8 oc bracing. BOT CHORD 2 X 6 SPF-S 165GF 1.5E WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 1=2463/0-5-8,7=2463/0-5-8 Max Horz 1=72(load case 8) Max Upliftl=-102(load case 8),7=-102(load case 9) Max Grav 1=2687(load case 2),7=2687(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-5111/1035,2-3=-4269/953,3-4=-4071/978,4-5=-4070/979,5-6=-4269/954,6-7=-5120/1037 BOT CHORD 1-10=-841/4411,10-11=-464/2976,9-11=-464/2976,9-12=-464/2976,8-12=-464/2976,7-8=-843/4425 WEBS 2-1 0=-1 441/370,4-10=-260/1864,4-8=-260/1871,6-8=-1462/374 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.0psf:BCDL=5.Opsf;Category II;Exp D;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 102 lb uplift at joint 1 and 1021b uplift at joint 7. LOAD CASE(S)Standard i Job ITruss Truss Types/ ply i BHATREAR CA ROOF TRUSS 5 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 Mil ek Industries,Inc. Thu Dec 2910:00:22 2005 Page 1 1-10-15 2A 11 3 1-10-15 i 5.00 12 2 �� Scale=1:6.7 i '11 a it c i T1 W1 131 O y F/ 2x4 = 6 5;-" 4 1-6-14 1-10-15 1-6-14 -4-1 LOAPbING(psf) IN SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL�,,, 60 0" Plates Increase 1.15 TC 0.19 Vert(LL) 0.01 1 >999 360 M1120 169/123 DL TC '' ..a.Q9 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.02 1 >923 240 BCLL O II Rep Stress Incr YES WB 0.12 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:5lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 1-10-15 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 3=486/Mechanical,4=99/Mechanical,6=391/0-5-8 Max Horz6=24(load case 8) Max Uplift3=-259(load case 2),4=13(load case 8),6=-60(load case 8) Max Grav3=30(load case 8),4=140(load case 2),6=537(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-54/89,2-3=-125/37 BOT CHORD 1-6=-0/66,5-6=0/0,4-5=0/0 WEBS 2-5=-542/214 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf,Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;PF60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 259 lb uplift atjoint 3,13 lb uplift at joint 4 and 60 Ib uplift at joint 6. LOAD CASE(S)Standard I Job Truss Truss Type y Ply, t I SHATREAR CJ1`FB ROOF TRUSS 3 j 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5,200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 2910:00:23 2005 Page 1 1-9-7 2 1-9-7 5.00,12 `, Scale= 1:6.7 I ! � j ; emu rJ / T1 i B1 CD' i 3 1-9-7 X = 197 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plates Increase 1.15 TIC0.13 Vert(LL) -0.00 1 >999 360 M1120 169/123 TCDL r Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 1 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:4lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 1-9-7 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=138/0-5-8,2=1 21/Mechanical,3=17/Mechanical Max Horz 1=25(load case 8) Max Upliftl=-3(load case 8),2=-24(load case 8) Max Grav1=190(load case 2),2=173(load case 2),3=35(load case 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-61/61 BOT CHORD 1-3=0/0 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Extehor(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3 lb uplift at joint 1 and 24 lb uplift at joint 2. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply BHATREAR CJ2 ROOFTRUSS I5 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 2910:00:23 2005 Page 1 3-10-15 3-10-15 Scale= 1:10.0 5.00 I1,12 2x4Cli / 2 Bi 2x4 = ,K � 4 1-1-ti T1-4-2��3E4 — 3-10 15 - 1-1-6 0-2-12 2-6-13 LOAW_fNG(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft Lld PLATES GRIP TCLL ` 60.0� Plates Increase 1.15 TC 0.34 j Vert(LL) 0.03 1 >624 360 MII20 169/123 TCDL �iA-0� -' Lumber Increase 1.15 BC 0.17 Vert(TL) -0.04 1 >512 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:10lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 3-10-15 oc pudins. BOT CHORD 2 X 4 SPFS 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 3=104/Mechanical,4=-9/Mechanical,5=521/0-5-8 Max Horz5=50(load case 8) Max Uplift3=-23(load case 8),4=-19(load case 2),5=-65(load case 8) Max Grav3=150(load case 2),4=26(load case 4),5=716(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-130/110,2-3==117/40 BOT CHORD 1-5=0/131,4-5=0/0 WEBS 2-5=-5751223 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf-,BCDL=5.Opsf,Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=.1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads per Table 1607.1 of IBC-00. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 23 lb uplift at joint 3,19 lb uplift at joint 4 and 65 lb uplift at joint 5, LOAD CASE(S)Standard Job Truss Truss Type Qty Ply 13HATREAR CJ2FB ROOF TRUSS 3 1 Job Reference (optional Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 29 10:00:24 2005 Page 1 3-9-7 3-9-7 5.00_12 Scale= 1:10.0 / C6 1 � l g1 ��I 3 3-9-7 — _ _ 3-9-7 lL0�DING(psf SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 60.0 1 Plates Increase 1.15 TC 0.55 Vert(LL) -0.01 1-3 >999 360 M1120 1691123 TCDL 10. Lumber Increase 1.15 BC 0.10 Vert(TL) -0.02 1-3 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(fL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:9lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 3-9-7 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=280/0-5-8,2=245/Mechanical,3=35/Mechanical Max Horz 1=50(load case 8) Max Upliftl=-6(load case 8),2=-47(load case 8) Max Gravl=384(load case 2),2=349(load case 2),3=70(load case 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-120/120 BOT CHORD 1-3=0/0 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.0psf:Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified- 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 6 lb uplift at joint 1 and 47 lb uplift at joint 2. LOAD CASE(S)Standard y . Job Truss Truss Type Qty Ply c j BHATREAR CJ3 ROOF TRUSS 15 1 Job Reference:(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek industries,Inc. Thu Dec 29 10:OOi24 2005 Page 1 5-10-15 5-10-15 3x5 H Scale= 1:16.4 3 5M 12 �� I i X W1 2X4 2 Ji 2x4 4 2X4 11 2x4 11 1-1-6 1-4-2 5-10-15 -- __ 1-1-6 0-2-12 4-6-13 LOAD G(psf)_ SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.02 1 >999 360 M1120 169/123 TCDL 10.. B Lumber Increase 1.15 BC 0.10 Vert(TL) -0.02 1 >999 240 BCLL Rep Stress Incr YES W 0.18 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:17lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 5-10-15 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S 1650F 1.5E -Except` W2 2 X 4 SPF Stud REACTIONS (lb/size) 4=288/0-2-3,5=634/0-5-8 Max Horz5=87(load case 7) Max Uplift4=-30(load case 7),5=-78(load case 8) Max Grav4=396(load case 2),5=872(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-116/48,2-3=-273/50,3-4=-355/129 BOT CHORD 1-5=0/100,4-5=-30/94 WEBS 2-5=-810/320 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf,BCDL=5.Opsf,,Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 Ito uplift at joint 4 and 78 lb uplift at joint 5. LOAD CASE(S)Standard a Job CJ�3AFB Truss Type Qty Ply e IBHATREAR ROOFTRUSS I2 + 1 Job Reference o tional Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 29 10:00:25 2005 Page 1 5-9-7 5-9-7 2x4 !1 Scale= 1;16.4 3 5:00 12 2x4 2 �!^ iW2', N a 4 2x4 = 2x4 I 1 2x4 I �_—.—_-- 4-2-0 4r4-12 5-9-7 -2, 4-2-0 0-2-12 1-4-11 LOADING(psf) SPACING 2-0-0 CSI I DEFL in (loc) I/deft L/d PLATES GRIP 6 TCLL 0.0 Plates Increase i 5 TC 0.53 Vert(LL) -0.01 1-5 >999 360 MI120 169/123 TCDL 0 Lumber Ircrease 1.15 BC 0.12 Vert(TL) -0.02 1-5 >999 240 BCLL 0.0-'• Rep Stress Incr YES I WB 0.22 Horz(TL) -0.00 1 n/a nla BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:18lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 2100F 1.8E TOP CHORD Sheathed or 5-9-7 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S 165OF 1.5E *Except` W2 2 X 4 SPF Stud REACTIONS (Ib/size) 1=279/0-1-8,4=-134/Mechanical,5=747/0-5-8 Max Horz5=87(load case 7) Max Upliftl=-7(load case 8),4=-184(load case 2),5=-74(load case 8) Max Gravl=384(load case 2),4=25(load case 8),5=1027(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-107/211,2-3=-160/85,3-4=-92/167 BOT CHORD 1-5=-0/136,4-5=-16/54 WEBS 2-5=-933/384 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=S.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;and vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-Od. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 7 lb uplift at joint 1,184 lb uplift at joint 4 and 74 lb uplift at joint 5. LOAD CASE(S)Standard Job Truss Truss Type Oty Ply IBHATREAR CJ3F6 ROOF TRUSS 1 1 Job Reference(optionaf Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 29 10:00:25 2005 Page 1 5-9-7 5-9-7 3x7 I 1 Scale= 1:16.4 3 5.00 12 crs / W1; CD 3x6 2 Ya - I 3x4 4 3x4 0-8-0 5-9-7 - -- 0-8-0 5-1-7 Plate lgffsets Y:�2 0-1-8,0-0-0] LOAD{NG(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 60.0'! Plates Increase 1.15 TC 0.50 Vert(LL) 0.01 1 >915 360 M1120 169/123 TCDL \ 10.0) Lumber Increase 1.15 BC 0.21 Vert(TL) 0.02 1 >740 240 BCLL '(1 LY * i Rep Stress Incr YES WB 0.18 Horc(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:17lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 5-9-7 oc puriins, except end verticals. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S 1650F 1.5E *Except* W22X4SPFStud REACTIONS (lb/size) 4=339/Mechanical,5=56410-5-8 Max Horz5=87(load case 7) Max Uplift4=-29(load case 7),5=-60(load case 8) Max Grav4=466(load case 2),5=775(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-117/15,2-3=-338/48,3-4=-388/142 BOT CHORD 1-5=0/152,4-5=-29/152 WEBS 2-5=-847/342 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for G-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf--60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 29 lb uplift at joint 4 and 60 lb uplift at joint 5. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply i BHATREAR CJ4 ROOFTRUSS 12 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 2910:00:25 2005 Page 1 7-10-15 7 10 15 2x4 11 i Scale= 1:20.5 2 5.00112 r UV1'' 1/ HVi ' d 3x4 l 3 3x7 2x4 I I 1-1-6 7-10-15 1-1-6 6-9-9 Pla se ,Y: 1:0-3-12,0-0-14, 1:0-2-0,1-4-10 LkADINGyl� f SPACING 2-0-0 I CS1 DEFL in (loc) I/defl Ud PLATES GRIP T1- } Plates Increase 1.15 TC 0.91 Vert(LL) -0.14 1-3 >606 360 M1120 169/123 Ti Lumber Increase 1.15 SC 0.41 Vert(TL) -0.28 1-3 >303 240 BCLL\' .0 i Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:28 fb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 5-7-8 oc pudins, except end.verficals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 SPF Stud WEDGE Left:2 X 4 SPF Stud REACTIONS (lb/size) 3=566/Mechanical,1=566/0-5-8 Max Horz1=114(load case 7) Max Uplift3=-42(load case 8),1=-30(load case 8) Max Grav3=778(load case 2),1=778(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-233/233,2-3=-707/237 BOT CHORD 1-3=-21/68 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=S.Opsf;Category(i;Exp C;enciosed;MWFRS interior zone and C-C Extedor(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 30 lb uplift at joint 1. LOAD CASE(S)Standard Job Truss Truss Type Oty Ply I IBHATREAR CJ4A ROOFTRUSS 2 1 Job Reference o tional Stock 8uildirtg Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 29 10:00:26 2005 Page 1 7-9-7 797 2x4 11 Scale= 1:20.5 3 5.00112 2X4 .i 2 W2 6rT 11 4 2x4 = 2x4 I' 2x4 I' 4-4-12 7-9-7 44-12 3-4-11 LOADING(psf), SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 60.q Plates Increase 1.15 TC 0.72 Vert(LL) -0.01 1-5 >999 360 M1120 169/123 TCDL'' __10`0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.02 1-5 >999 240 BCLL 0:0_ Rep Stress Incr YES WB 0.22 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:24lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-M oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 1=277/0-1-8,4=166/Mechanical,5=770/0-5-8 Max Horz 5=1 17(load case 7) Max Uplift4=-15(load case 7),5=-76(load case 8) Max Gravl=380(load case 2),4=228(load case 2),5=1058(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-126/212,2-3=-170/55,3-4=-208/47 BOT CHORD 1-5=-0/165,4-5=-22/70 WEBS 2-5=-962/362 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=S.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Extedor(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and,for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 15 lb uplift at joint 4 and 76 lb uplift at joint 5. LOAD CASE(S)Standard h Job Truss Truss Type Qty Ply BHATREAR CJ5 ROOF TRUSS 2 1 I Job Reference(optional) Stock Building Supply,Schenectady,Ni 12306,Bernadine Roney 5.200 s Dec 2 2003 MTek Industries,Inc. Thu Dec 29 10:00:27 2005 Pagel 5-4-0 91015 5-4-0 4-6-15 3x4 !I Scale= 1:25.3 3 5.00'12 2x4 m' 2T'/// W1 i \\-�2 Imo_ 3x7 = 4 3x7 3x6 = 1-1-6 9-10-15 1-1-6 8-9-9 Plate Offs, s Y): f1:0-2-12 0-1-8] [1.0-2-0 1-4-10] LOAD1 G(psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 60. Plates Increase 1.15 TC 0.71 Vert(LL) 0.12 1 4 >898 360 M1120 169/123 TCDL " 1-16 0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.25 1-4 >444 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 _ (Matrix) Weight:41 lb LUMBER BRACING TOP CHORD 2 X 6 SPFS 1650F 1.5E TOP CHORD Sheathed or 6-M oc purlins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 SPF Stud WEDGE Left:2 X 4 SPF Stud REACTIONS (lb/size) 4=726/Mechanical,1=726/0-5-8 Max Horzl=143(load case 7) Max Uplift4=-53(load case 8),1=-39(load case 8) Max Grav4=998(load case 2),1=998(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1476/289,2-3=-272/90,3-4=-385/115 BOT CHORD 1-4=-289/1243 WEBS 2-4=-1289/402 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enciosed;MWFRS interior zone and C-C Extehor(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for GC for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 53 lb uplift at joint 4 and 39 lb uplift at joint 1. LOAD CASE(S)Standard Stock Budding Supply To: 500 DuanesburgRd - Quotation Schenectady, NY 12306 SHAKI BHATTI lob Number Phone:(518)355-7190 Fan:(518)355-1371 Page: 1 Date: 12-21-2005-11:45:35 AM Project: Block No: Project ID: BHAIMAIN Model Lot No: Account No: Contact: Site: Office: Deliver To: 1 Designer. CRA Name: BUDGET INN-MAIN ROOF Salesperson: Phone: Quote Number: Fax: Tentative Delivery Date: Profile: Qty. Truss Id: Span.: Truss Type: Slope: LOH ROH c0-9-8 8 EM 8-7-0 ROOF TRUSS 5.00 0-0-0 0-0-0 39Ibs.each 0.00 c0-9-8 8 EJ2 8-7-0 ROOF TRUSS 5.00 0-0-0 0-0-0 34 Ibs.each 0-00 c0-9-8 8 EJ3 8-7-0 ROOF TRUSS 5.00 0-0-0 0-0-0 37Ibs.each 0-00 -0 24 EJ4 2-7-0 ROOF 0-0-0 TRUSS 5.00 0 -0 0-0-0 IO Ibs.each 0,00 c0-9-8 84 EJ5 8-7-0 ROOF MUSS 500 0-0-0 0-0-0 361bs-each 0.00 _ / 4 H10PB 8-0-0 HIP PIGGYBAa 5.00 0-0-0 0-0-0 IS Ibs.each 0.00 co-9-8 c0-9-8 4 H2 57-2-0 ROOFSRUSS 500 0-0-0 0-0-0 262 Ibs.each 4 Rows Lat Brace 0.00 c0-9-8 c0-9-8 4 H3 57-2-0 ROOFTRUSS 5.00 0-0-0 0-0-0 2801bs.each 6 Rows Lat Brace' 0.00 c0-9-8 c0-9-8 4 H4 57-2-0 Roci TRUSS 5.00 0-0-0 0-0-0 _ 287 Ibs.each 8 Rows Lat Brace 0.00 cO-9-8 cO-9-8 4 115 57-2-0 ROOFIRUSS 500 0-0-0 0-'0-0 279 Ibs.each 8 Rows Lat Brace 0.00 00-9-9 'c'0-9-8 4 116 57-2-0 Roor-TRUSS 5.00 0-0-0 0-0-0 283 Ibs.each 8 Rows Lai Brace 0.00 c0-9-8 c0-9-8 4 H7 57-2 0 ROOF IRUSS 5.00 0-0-0 0-0-0 304 Ibs.each 10 Rows Lat Bra 0.00 c0-9-8 cO-9-8 4 118 57-2-0 ROOFTRUSS "0 0-0-0 0-0-0 301 Ibs.each 10;Rows SatBrac 0.00 c0-9-8 c0-9-8 12 H9 57-2-0 ROOF TRUSS 5.00 0-0-0 0-0-0 299 Ibs,each 10 Rows Lat 0,00 (4)2-Ply cO-9 8 cO-9-8 8 1E[G1 57-2-0 ROOFIRUSS 5.00 0-0-0 0-0-0 269 lbs,each 2 Rows Lat Brace OM 27 Tl 24-3-12 COW40N 5.00 0-10-8 0-10-8 1131bs.each 6 Rows Lat Brace 0,00 4 T1GE 24-3-12 commoN 5_00 0-10-8 0-10-8 130lbs.each 0.00 I 4 T2PB 8-0 0 PIGGYBACK s-00 0-o-o 0-0-0 � 161bs.each i 0.00 i Stock Building Supply To. 500 Duanesburg Rd UO011 Schenectady, NY 12306 SFHAKTBFIATTI fob Number- phone:(519)355-71" Fax:(528)355-1371 Page: 2 Date: 12-21-2005-11.45:.35 AM Project: Block No_ Project ID: BFiATN1AIN Model: Lot No: Contact: Site: Office: Account No: Deliver-To: Designer: CRA Name: BUDGEI INN-MAIN ROOF Salesperson: Phone: Quote Number: Tentative Delivery Date: AMC.ITEMS Quantity: Description: 108 268:fH(fUS26-IZ)Hangers I i I I I i WARNING:We warn that trusses can cause property damage or personal injury if improperly installed or braced Customer's,or his agent's acceptance hereof shall constitute his affirm- Total Tr ass Price: $15,501.93 ative repesentation that he is fully trained in the proper and safe methods of"truss installation Misc.Items: $74.52 and bracing Rear to the provided pamphlet Entitled"Bracing Wood buss:Commentary and Recommendations",published by Truss PIate Institute,Inc Do not cut,alter,or use damaged trusses without engineering approval.It is the customer's responsrislity to provide access to Selling Price: $15,576.45 the jobsite Trusses remain our property until full payment is made.PRICE GOOD FOR 15 DAYS NON BRACING,HANGERS,OR FASTENERS INCLUDED UNLESS LLSTED ON TIES QUOTE.. **** *******WE ARE A IRUSS PLATE INSTITUTE INSPECTED COMPANY************ ACCEPIED BY: DATE: do,Abe ^� J1 6 HJ 2 J2 eJ8 E JD H' MT II) 2) n I x S x I 22, I S S JD /D II AM %ock Building Supply 500 puanesburg Rd Name:SHAKI SHATTI Truss transferred.from Layout Addre$s: 3UDQET INS MAIN ROOF Schapectadv AIM � �� ephong.518-355-7180 _ BHAIN Fax:$18-3G5-13'11 Telephone: Scale,i.200 Q job Truss Truss Type Qty Ply i BHATMAIN EJ1 ROOF TRUSS 8 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 29 09:58:54 2005 Page 1 2-7-0 8-7-0 2-7-0 6-0-0 SCale=1:14.9 5x6 = Copy 2x4 5.00 12 T2 r / T 1 j 1 Co / H I B1 3x4 = a' 4 3x8 Il 4x8 = $ - 8-7-0 0-9-8 7-9-8 Plate Offsets(X,Y): [11:0 1-3,1-2-3],[1:0-3-1,0-0-10] [2:0-3-8 0-2-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft LJd PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.07 1-4 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.13 1-4 >752 240 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Matrix) I Weight;40 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. SOT CHORD 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud WEDGE Left:2 X 4 SPF Stud REACTIONS (lb/size) 4=657/Mechanical,1=65710-5-8 Max.Horz 1=44(load case 6) Max Uplift4=42(load case 6),1=-25(load case 5) Max Grav4=842(load case 3),1=657(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-957/117,2-3=-8/13,3-4=-585/59 BOT CHORD 1-4=-125/843 WEBS 2-4=-861/120 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 42 lb uplift at joint 4 and 25 lb uplift at joint 1. LOAD CASE(S)Standard Job Truss Truss Type IOty Ply BHATMAIN EJ2 ROOF TRUSS 8 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bemadine Roney 5.200 s Dec 2 2003 MTek Industries,Inc. Thu Dec 29 09:58:55 2005 Page 1 4-7-0 8-7-0 4-7-0 4-0-0 4x4 = Scale= 1:17.0 2x4 11 2 3 5.00 12 W1 1W2' j C' 3x4 - 4 3xt0 i 4x4 = 0-9-8 8-7-0 _ 0-9-8 7-9-8 Plate Offsets(X,Y): [1:0-0-7,0-"],[1:0-2-11,1-0-3] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.07 1-4 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.13 1-4 >752 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:34lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 540-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 SPF Stud WEDGE Left:2 X 6 SPF-S 1650F 1.5E REACTIONS (lb/size) 4=657/Mechanical,1=6 5 710-5-8 Max Horz 1=76(load case 7) Max Uplift4=43(load case 7),1=-29(Ioad case 8) Max Grav4=695(load case 3),1=740(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=721/229,2-3=-14/45,3-4=-385/95 BOT CHORD 1-4=-1841551 WEBS 2-4=-629/262 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=S.Opsf;BCDL=S.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C—C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pt=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water pond(ng. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 43 lb uplift atjoint 4 and 29 lb uplift at joint 1. LOAD CASE(S)Standard j Job Truss Truss Type city Ply I 'BHATMAIN EJ4 ROOF TRUSS 24 1 Job Reference o tional Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MITek Industries,Inc. Thu Dec 29 09:58:56 2005 Page 1 2-7-0 _ Z _2-7-0 5.00;12 Scale= 1:8.8 cn // T1 a0 1 % - -�� HW1 of / B 1 3x4 = i 3 0-9-8 3X$ 2 7 0 - 0-9-8 1-9-8 Plate Offsets iX,Y)7 [170-3-1,0-0-10],[1:0-1-3 1-2-3] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0.00 1 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 1 >999 240 BCLL &0 I Rep Stress incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:11lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 2-7-0 oc purlins. BOT CHORD 2 X 6 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2 X 4 SPF Stud REACTIONS (lb/size) 2=160/Mechanical,3=23/Mechanical,1=183/0-5-8 Max Harz1=35(load case 8) Max Uplift2=-32(load case 8),1=-2(load case 8), Max Grav2=229(load case 2),3=46(load case 4),1=252(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-84/84 BOT CHORD 1-3=0/0 NOTES 1)Wind:ASCE 7-98;90mph;h=3W,TCDL=5.Opsf;BCDL=5.Opsf•,Category il;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 32 lb uplift at joint 2 and 2 lb uplift at joint 1. LOAD CASE(S)Standard I Job` Truss Truss Type Qty Ply BHATMAiN EJ5 ROOFTRUSS 94 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 29 09:58:57 2005 Page 1 8-7-0 8-7-0 2x4 4!. Scale=1:23.6 2 0.00 2 /- % W1 1 H / LIE I , 1 - 3 3A = 3x8 2x4 0-9-8 8-7-0 _ 0-9-8 7-9-8 _Plate Offsets(X Y)- 11.0 3 1 0 0 10] 11.0-1-3 1-2-3] — LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.07 1-3 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.13 1-3 >752 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horc(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:37 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 2400F 2.0E TOP CHORD Sheathed or 6-8-10 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud WEDGE Left:2 X 4 SPF Stud REACTIONS (lb/size) 3=657/Mechanical,1=657/0-5-8 Max Horz 1=130(load case 7) Max Uplift3=-48(load case 8),1=-35(load case 8) Max Grav3=903(load case 2),1=903(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-266/266,2-3=-821/266 BOT CHORD 1-3=-24/76 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 48 lb uplift at joint 3 and 35 lb uplift at joint 1. LOAD CASE(S)Standard Job Truss Tmss Type Qty Ply j BHATMAtN EJ3 ROOF TRUSS 8 1 Job Reference o tior, Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 29 09:58:56 2005 Page 1 6-7-0 8-7-0 ---i 6-7-0 2-0-0 4x4 = Scale= 1:20.3 2x4 !' 2 3 5.00 j 12 / j W1 N1/ 1 �' �H B1 4 3x4 = 3x8 !I 4x4 = 0-9-8 , — 8-7-0 —----- 0-9-8 7-9-8 Plate Offsets jX,Y: 1:0-33 1,0-0-10],11:0-1-3 1-2-3) 4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 60,0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.07 1-4 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.13 1-4 >752 240 BCLL 0,0 * Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 4 n/a n/a i BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight:38 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E`Except` TOP CHORD Sheathed or 6-0-0 oc puriins, except end Verticals. T2 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 SPF-S 165OF 1.5E WEBS 2 X 4 SPF Stud WEDGE Left:2 X 4 SPF Stud REACTIONS (ibisize) 4=657/Mechanical,1=65 710-5-8 Max Hort1=106(load case 7) Max Uplift4=42(ioad case 7),1=-35(load case 8) Max Grav4=657(load case 1),1=865(load case 2) FORCES ()b)_Maximum Compression/Maximum Tension TOP CHORD 1-2=566/102,2-3=-21/61,3-4=-185/44 BOTCHORD 1-4=-63/321 WEBS 2-4=-6001234 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 42 lb uplift at joint 4 and 35 lb uplift at joint 1. LOAD CASE($)Standard Job Truss Truss Type H10PB QtY Ply BHATMAIN HIP PIGGYBACK �4 1 � Job Reference o tionai Stock Budding Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 Mi I ek Industries,Inc. Thu Dec 29 09:58:57 2005 Page 1 2-0-0 6-0-0 8-0-0 2-0-0 4-0-0 2-0-0 Scale= 1:14.4 = 5.00 i 3x5�12 3x5 = 3 4 0 2 5 a _ AS1 6 co 0 C> 1 d o o `- 16 'V 3x4�= 3x4 — 1-1-11 2-1-12 5-1 0-4 6-10-2 8-0-0 1-1-11 1-0-1 3-8-8 0-11-14 1-1-14 Plate Offsets(X,Y): [2:0-1-6 0-0-2j [5:0-1-6 0-0-2) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.01 2-5 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.03 2-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:16lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-M oc purlins. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=560/0-5-8,5=560/0-5-8 Max Horz 2=1 4(load case 8) Max Uplift2=-52(load case 6),5=-52(load case 7) Max Grav2=786(ioad case 2),5=786(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/54,2-3=-1188/254,3-4=-1076/229,4-5=-1188/254;5-6=0/54 BOT CHORD 2-5=-176/1076 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf,Category 11;Exp C;enclosed;MWFRS interior zone and C-C Extedor(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 60.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 2 and 52 lb uplift at joint 5. 9)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S) Standard Job JH2 Truss Type Ply BHATMAIN ROOF TRUSS 4 1 Job Reference o tionat Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek lndustries,Inc. Thu Dec 29 09:58:58 2005 Page 1 10-7-0 17-10-1 24-9-12 32-4-4 39-3-14 46-7-0 57-2-0 10-7-0 7-3-1 6-11-11 7-6-8 6-11-10 7-3-2 10-7-0 Scale= 1:102.7 2x4 4x6 = 5.00'12 8x10 = WO = 4x8 = 4x6 = 2x4 !'. 4x8 = 2 T2 3 4 5 73 6 7 8 T 9 `W3 W1 �W2 V�4 W2�i �-JN1 W3% �\ M o 10 u7 0 4x12 4x12 Q 4x10 ''' 17 16 15 14 13 12 11 4x10 4x6 = 6x6 = 6x6 = 4x4 = 4x4 = 4x6 = 4x6 = 0-9-'8 ____13-5-8 ------ 24-9-12 32 4 4 43-8 8 _ 56-4-8 ---57-2-0 0-9-8 12-8-0 11-4-4 7-6-8 11-4-4 12-8-0 0-9-8 Plate Offsets(X,Y):LO-0-5,1-1-11],[1:0.1-8,0.2-0],[2:0.5-0,0 4 8],[7:0 0-0,0-0-0],[9:0 5-0,0 4 8],[10:0-0.5,1-1-11],[10:0-1-8,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TOLL 60.0 Plates Increase 1,15 TO 0.92 Vert(LL) -0.42 10-11 >704 360 M1120 169/123 TCDL 10.0 Lumber Increase 1,15 BC 0.80 Vert(TL) -0.62 10-11 >476 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.08 10 n/a n/a BCDL %0 Code IBC2000/ANSI95 (Matrix) Weight:262 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 240OF 2.0E TOP CHORD Sheathed or 3-7-7 oc purtins. 80T CHORD 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF Stud `Except` 6-0-0 oc bracing:13-15. W2 2 X 4 SPF-S 165OF 1.5E,W2 2 X 4 SPF-S 1650F 1.5E WEBS 2 Rows at 1/3 pis 3-15,8-13 WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (lb/size) 15=3026/0-5-13(input 0-5-8),13=3026/0-5-13(input: 0-5-8),1=1662/0-5-8,10=1662/0-5-8 Max Hor,1=-50(load case 9) Max Upliftl5=-158(load case 7),13=158(load case 6),1=-74(load case 8),10=-80(load case 9) Max Grav15=4062(load case 2),13=4062(load case 3),1=2339(load case 2),10=2339(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3763/508,2-3=-2672/438,3-4=-1 10/1688,4-5=-1 1 011 688,5-6=-1 1 011 688,6-7-11011688,7=8-11011688, 8-9=-2672/438,9-10-3763/508 BOT CHORD 1-17=-326/3108,16-17=-81/1669,15-16=-81/1669,14-15=-1688/360,13-14=-1688/360,12-13=-81/1669,11-12=-81/1669 ,10-11=326/3108 WEBS 2-17=-827/259,3-17=-155/1447,3-15=-4010/526,5-15=-1555/266,6-1 3=-1 5551266,8-13=-4010/526,8-11=-15511447, 9-11=-827/259 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf,,Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TOLL ASCE 7-98:131`=60.0 psf(roof snow);Exp C;Partially Exp.;L=45-M 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)WARNING:Required bearing size at joint(s)15,13 greater than input bearing size. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 158 lb uplift at joint 15,158 lb uplift at joint 13,74 lb uplift at joint 1 and 80 lb uplift atjoint 10. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply BHATMAIN H3 ROOF TRUSS 4 i 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 M!I ek Industries,Inc. Thu Dec 29 09:58:59 2005 Page 1 7-5-2 12-7-0 18-9-4 24-9-12 32-4-4 38-4-12 1 44-7-0 49-8-14 57-2-0 7-5-2 5-1-14 6-2-4 6-0-8 7-6-8 6-0-8 6-2-4 5-1-14 7-5-2 Scale= 1:102.9 5.00!12 6x6 = 6x6 — 4x8 2X4 ,' 6x6 = 2x4 '' 4x8 = 2x4 3 4 T2 5 6_ 7 T2 8 9, 2x4 2 — — \\ 10 / W2 W1 'AN1 Vy2 Vu2 WV, ;5(V1 Virg 1 o W3 o T�W3 �- 1 ,n B1 _ B2 B3i' B1 \ r 0 410 4x10 4x10 it 18 1719 20 16 15 14 21 2213 12 410 46 — 6x6 = 6x6 = 410 = 410 = 4xb 4x6 = 07978 -_ _ 12-7-0 24-9-12 3244 44-7-0 56-4-8 57,-2-0 0-9-8 11-9-8 12-2-12 7-6-8 12-2-12 11-9-8 0-9-8 Plate Offsets(X,Y):[1:0-0-5 1-1-11] [1:0-1-1 0-0-6] [3:0-3-0 0-3-121 [9:0-3-0 0-3-12],[11:0-1-1,0-0-6],[l1:0-0-5 1-1-111 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.21 11-12 >999 360 M1120 169/123 TCDL 10.0 Lumber increase 1.15 BC 0.67 Vert(TL) -0.35 11-12 >845 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.06 11 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:281 lb LUMBER LL BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 3-7-9 oc purlins. BOT CHORD 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: WEBS 2 X 4 SPF Stud *Except* 6-0-0 oc bracing:14-16. W1 2 X 4 SPF No.2,W1 2 X 4 SPF No.2,W1 2 X 4 SPF No.2 WEBS 1 Row at midpt 2-18,10-12 W1 2 X 4 SPF No.2 2 Rows at 1/3 pts 4-16,8-14 WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (Ib/size)- 16=3193/0-6-0(input: 0-5-8),14=3193/0-6-0(input: 0-5-8),1=1614/0-5-8,11=1614/0-5-8 Max Horz 1=-60(load case 9) Max Upliftl6=-153(load case 7),14=-153(load case 6),1=-78(load case 8),11=-86(load case 9) Max Gravl6=4195(load case 2),14=4195(load case 3),1=2323(load case 2),11=2323(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4220/592,2-3=-2781/375,3-1=-2357/391,4-5=-159/1632,5-6=-159/1632,6-7=-159/1632,7-8=-159/1632, 8-9-2357/391,9-10=2781/375,10-11=-4220/592 BOT CHORD 1-18=-442/3616,17-18=0/1019,17-19=0/1019,19-20=0/1019,16-20=0/1019,15-16=1632/454,14-15=-1632/454, 14-21=0/1019,21-22=0/1019,13-22=0/1019,12-13=0/1019,11-12=-442/3616 WEBS 2-18=-1440/394,3-18=237/179,4-18=-221/1792,4-16=3552/517,5-16=-1424/242,7-14=-1424/242,8-14=3552/517, 8-12=-221/1792,9-12=237/179,10-12=1440/394 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf,Category II;Exp C;enclosed;MWFRS interior zone and C-C Extehor(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf--60.0 psf(roof snow);Exp C;Partially Exp.;L=45-M 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)WARNING:Required bearing size atjoint(s)16,14 greater than input bearing size. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 153 lb uplift at joint 16,153 lb uplift at joint 14,78 lb uplift at joint 1 and 86 lb uplift at joint 11. LOAD CASE(S) Standard +Job'Truss Truss TypeY Ply BHATMAIN H4 ROOF TRUSS 4 1 Job Reference o tional Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek industries,Inc. Thu Dec 29 09:59:00 2005 Page 1 B-6-9 14-7-0 19-94 24-9-12 324-4 374-12 42-7-0 48-7-7 57-2-0 8-6-9 6-0-7 5-2-4 5-0-8 7-6-8 5-0-8 5-24 6-0-7 B-6-9 Scale= 1:102:9 2x4 i i 6x6 = 6x6 = 5.00 12 46 = 46 = 2X4 1i 4x6 = 3 4 5 6 7 8 9 3x4 — T2_ T3 3x4 10 T 2 /i% j 1/t/2 W 1. lV1 1 2 VI 2 W 1' W 1 \� co Tl' �, I � ob �i W3 W3ii �A C6 d B1 82 4x10 4x10 0 4x10 1817 19 20 16 15 14 21 22 1312 4x10 !! 4x6 = 6x6 = 6x6 = 4x10 4x10 = 4x6 = 4x6 = 0;9;8 4 14-7-0 � __24-9-12 3244 42-7-0 564-8 57f2-0 0-9-8 13-9-8 10-2-12 7-6-8 10-2-12 13-9-8 0-9-8 Plate Offsets(X,Y):[1:0-0-5 1-1-11] [1:0-1-8 0-2-0) [3-0-3-0 0-3-8] [9:0-3-0 0-3-8] [11:0-1-8 0-2-0] [11:0-0-5 1-1-111 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.29 11-12 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.56 11-12 >526 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.05 16 n/a n/a BCDL 10.0 Code IBC20001ANSI95 (Matrix) Weight'.287 lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 3-3-12 oc purtins. BOT CHORD 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud `Except' WEBS 1 Row at midpt 2-18,5-16,7-14,10-12 W1 2 X 4 SPF No.2,W1 2 X 4 SPF No.2,W1 2 X 4 SPF No.2 2 Rows at 1/3 pts 4-16,8-14 W1 2 X 4 SPF No.2 WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (lbisize) 16=326610-6-1 (input: 0-5-8),14=3266/0-6-1(input: 0-5-8),1=1560/0-5-8,11=1560/0-5-8 Max Horz 1=69(load case 8) Max Upirfti6=-146(load case 7),14=-145(load case 6),1>82(ioad case 8),11=-92(load case 9) Max Grav 1 6=4242(load case 2),14=4242(load case 3),1=2297(load case 2),11=2297(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3976/561,2-3=-2214/296,3-4=-1776/324,4-5=-151/1574,5-6=-151/1574,6-7=151/1574,7-8=-151/1574, 8-9=-1776/324,9-10=-2214/296,10-11=-3976/561 BOT CHORD 1-18=-400/3372,17-16=-112/482,17-19=-112/482,19-20-112/482,16-20=-1121482,15-16=1574/491,14-15=-15741491 14-21=-1 12/481,21-22=-1 121481,13-22-112/481,12-13=-112/481,1 1-1 2=-40 013 372 WEBS 2-18=-1818/474,3-18=-341/120,4-18=-285/2055,4-16=3196/470,5-16=-1378/234,7-14=-13781234,8-14=-3196/470, 8-12=-285/2055,9-12=341/120, 10-12=-1818/474 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf,BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Extedor(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp.;L=45-" 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)WARNING:Required bearing size at joint(s)16,14 greater than input bearing size. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 146 lb uplift at joint 16,145 lb uplift at joint 14,82 lb uplift at joint 1 and 92 lb uplift at joint 11. LOAD CASE(S)Standard Job Truss Truss Type Ply BHATMAIN H5 ROOF TRUSS 4 1 Job Reference o tional Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 29 09:59:01 2005 Page 1 8-8-9 16-7-0 24-9-12 8-8-9 7-10-7 8-2-12 7-0-8 8-2-12 7-10-7 8-8-9 Scale= 1:102.9 5.00'12 8X14 M1120H= 2x4 '' 8x14 M1120H= 4x6 = 2x4 2x4 4x6 4 5 6 7 8 4x6 2x4 T3 T4 2/ %' W3 W 1 Vy2 V' 2 W1 W3 10 c7 ,� T -W4 W4" R11 4x10 4x10 4x10 18 1719 20 16 15 14 21 13 222 4x10 II 4x6 = 6x6 = 6x6 = 46 4x6 = 4x6 = 4x6 = 0r9-8 12-9-15_ 24-9-12 32-4-4 — 44-4-1 56-4-8 57,-2-0 0-9-8 12-0-7 11-11-13 7-6-8 11-11-13 12-0-7 0-9-8 [11:0-0-5,1-1-11] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.24 11-12 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.40 11-12 >740 240 M1120H 127/93 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.06 16 n/a n/a BCDL 10.0 Code IBC20001ANSI95 (Matrix) Weight:279lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 3-4-5 oc purlins. BOT CHORD 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: WEBS 2 X 4 SPF Stud *Except* 6-0-0 oc bracing:14-16., W1 2 X 4 SPF-S 1650F 1.5E,W1 2 X 4 SPF-S 1650F 1.5E WEBS 1 Row at midpt 2-18,5-16,7-14,10-12 WEDGE 2 Rows at 1/3 pts 4-16,8-14 Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (lb/size) 1=1535/0-5-8,16=3358/0-6-2(input: 0-5-8),14=3358/0-6-2(input: 0-5-8), 11=1535/0-5-8 Max Horz1=78(load case 8) Max Upliftl=-86(load case 8),16=-134(load case 7),14=-133(load case 6),11=-98(foad case 9) Max Grav1=2308(load case 2),16=4277(load case 2),14=4277(load case 3),11=2308(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4057/540,2-3=-2623/332,3-4=2063/360,4-5=-133/1548,5-6=-133/1548,6-7-133/1548,7-8=133/1548, 8-9=2063/360,9-10=-2623/332,10-11=-4057/540 BOT CHORD 1-18=-383/3438,18-19=0/1293,17-19=0/1293,17-20=0/1293,16-20=0/1293,15-16=-1548/519,14-15=-1548/519, 14-21=0/1293,13-21=0/1293,13-22=0/1293,12-22=0/1293,11-12=-383/3438 WEBS 2-18=-1721/476,4-18=-213/1774,4-16=-3521/578,5-1 6=1 6581262,7-14=-1658/262,8-14=3521/578,8-12=-213/1774, 10-12-1721/476 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsfi BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterlor(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for G-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98:Pf=60.0 psf(roof snow);Exp C;Partially Exp.;L=45-0-0 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)All plates are M1120 plates unless otherwise.indicated. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)WARNING:Required bearing size at joint(s)16,14 greater than input bearing size. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 lb uplift at joint 1,134 lb uplift at joint 16, 133 lb uplift at joint 14 and 98 lb uplift at joint 11. LOAD CASE(S)Standard Job Truss Truss Type Qt Ply j SHATMAIN H6 ROOF TRUSS 4 1 Job Reference'(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 29 09:59:02 2005 Page 1 9-8-9 18-7-0 24-9-12 1 32-4-4 38-7-0 1 47-5-7 57-2-0 9-8-9 8-10-7 6-2-12 7-6-8 6-2-12 8-10-7 9-8-9 Scale= 1:101.7 5.00 12 8x10 = 2x4 8x10 4x6 = 2x4 !i 4x6 4 5 6 7 8 4x6 2x4 �3 T, - � _� 9 2x4 2 � W3 `VN1 Vi12 W;2 W" W3 10 m 00 �W4cc '� W �� `r B1 B2 B3_ 6x8 = o 6x8 = 4x10 18 17 19 16 15 14 20 13 12 4x10 4x6 = 6x6 = 6x6 = 5x6 5x6 = 4x6 4x6 079,8 12-9-15 24-9-12 32-4-4 44-4-1 56-4-8 =+!-0 0-9-8 12-0-7 11-11-13 7-6-8 11-11-13 12-0-7 0-9-8 Plate Offsets(X,Y): [1:0-0-5,1-1-11],[1:0-1-5 0-0-14} [4:0-7-0 0-4-4] [8:0-7-0 0-4-4],[11:0-1-5,0-0-14],[11:0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.25 11-12 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.40 11-12 >740 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.05 16 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:283lb LUMBER BRACING TOP CHORD 2 X 6 SPFS 165OF 1.5E *Except* TOP CHORD Sheathed or 4-3-5 oc pudins. T1 2 X 6 SPF 240OF 2.OE,T1 2 X 6 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0'oc bracing. BOT CHORD 2 X 6 SPF-S 165OF 1.5E WEBS 1 Row at midpt 2-18,5-16,7-14,10-12 WEBS 2 X 4 SPF Stud *Except* 2 Rows at 1/3 pis 4-16,8-14 W3 2 X 4 SPF No.2,W1 2 X 4 SPF-S 1650F 1.5E W1 2 X 4 SPF-S 165OF 1.5E,W3 2 X 4 SPF No.2 WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (lb/size) 1=1468/0-5-8,16=3444/0-6-3(input: 0-5-8),14=3444/0-6-3(input: 0-5-8),11=1468/0-5-8 Max Horz 1=87(load case 8) Max Uplift1=-89(load case 8),16=-121(load case 7),14=-120(load case 6),11=-104(load case 9) Max Grav1=2267(load case 2),16=4332(load case 2),14=4332(load case 3),11=2267(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3853/500,2-3=-2598/366,3-4=2218/398,4-5=-117/1596,5-6=-117/1596,6-7=-117/1596,7-8=117/1596, 8-9=-2218/398,9-10=-2598/366,10-11=3853/500 BOT CHORD 1-1 8=-337/3233,17-18=-440/634,17-19=-440/634,16-19=-440/634,15-16=-1596/549,14-15=-1596/549,14-20=-440/634 ,13-20=-440/634,12-13=-440/634,11-12=-337/3233 WEBS 2-18=-1906/518,4-18=-356/2394,4-16=-3234/569,5-16=1500/219,7-14=-1500/219,8-14=3234/569,8-12=-35612394, 10-12=-1906/518 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Extehor(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;PI=60.0 psf(roof snow);Exp C;Partially Exp.;L=45-M 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)WARNING:Required bearing size at joint(s)16,14 greater than input bearing size. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 89 lb uplift at joint 1,121 lb uplift at joint 16, 120 lb uplift at joint 14 and 104 lb uplift at joint 11. LOAD CASE(S)Standard tob Truss Truss Type city Ply TMAIN H7 ROOF TRUSS 4 1 j Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc.Thu Dec 29 09:59:03 2005 Page 1 7-7-13 14-0-1 20-7-0 24-9-12 3244 36-7-0 43-1-15 49-6-3 57-2-0 7-7-13 6-44 6-6-15 4-2-12 7-6-8 4-2-12 6-6-15 6-4-4 7-7-13 Scale= 1:102.9 5.00 12 8x8 = 2x4 2x4 i 8x8 = 2x4 4x6 - 5 6 7 8 4x6 T3 - 2x4 34 �� � 910 3x4 / W31I2 W1 1 W A!V3 3x4 c� cu V114 4\\�T111 rn 12 c� � B3 i 4x10 4x10 410 1 19 18 20 21 17 16 15 22 14313 410 1i 4x6 = 6x6 = 6x6 = 6x8 8x8 = 46 = 46 = 079,8 14-0-1 — 24-9-12 1 3244 _ 43_1-15 56-4-8 57-2-0 0-9-8 13-2-9 10-9-11 7-6-8 10-9-11 13-2-9 0-9-8 Plate Offsets XJY O 0 5 1-1-11] [1 0-1-8 0 2-01 j5:0 4-8 0-4-0l [8:0-4 8 O+t-0] [12:0-0-5 1-1-1 1] [12:0-1-8,0-2-0],[13:0-1-12,0-2-12],[19:0-1-12;0-2-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Lld i PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.27 1-19 >999 360 M1120 1691123 TCDL 10.0 Lumber increase 1.15 BC 0.70 Vert(TL) -0A8 12-13 >610 240 BCLL 0.0 * Rep Stress Incr YES WB 0.95 Horz(TL) 0.04 17 n/a n/a BCDL 10.0 'Code IBC2000/ANS195 (Matrix) Weight 304Ib LUMBER ---- BRACING TOP CHORD 2 X 6 SPFS 1650F 1.5E TOP CHORD Sheathed or 3-4-7 oc purlins. BOT CHORD 2 X 6 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud *Except* WEBS 1 Row at midpt 2-19,5-19,6-17,7-15,8-13,11-13 W3 2 X 4 SPF No.2,W2 2 X 4 SPF-S 1650F 1.5E,W1 2 X 4 SPF No.2 2 Rows at 1/3pts 5-17,8-15 W1 2 X 4 SPF No.2,W2 2 X 4 SPF-S 165OF 1.5E,W3 2 X 4 SPF No.2 WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (Ib/s z.o) 1=134010-5-8,17=3575/0-6-15(input: 0-5-8),15=3575/0-6-15(input: 0-5-8),12=1340/0-5-8 Max Horz 1=-97(foad case 9). Max Upli t1=-82(load case 8),17=-117(load case 8),15=-112(load case 6),12=-99(load case 9) Max Gravl=2410(load case 2),17=4821(load case 2),15=4821(load case 3),12=2410((oad case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4074/493,2-3=-2019/370,3-4=1958/365,4-5=-1716/388,5-6=-155/1783,6-7=155/1782,7-8=155/1783, 8-9=-1716/388,9-10=-1958/365,10-11=-20191370,11-12=-4074/493 BOT CHORD 1-19=-349/3421,18-19=1020/387,18-20=-1020/387,20-21=-1020/387,17-21=-1020/387,16-17=-1782/632, 15-16=-1782/632,15-22=-1020/387,22-23=-1020/387,14-23=-1020/387,13-14=-1020/387,12-13=349/3421 WEBS 2-19=-2041/452,3-19=1253/365,5-19=-546/3195,5-17=-3205/561,6-17=-1477/200,7-15=-1477/200,8-15=-3205/561, 8-13=-546/3195,10-13-1253/365,11-13-20421452 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Extedor(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp.;L=45-0-0 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)WARNING:Required bearing size atjoint(s)17,15 greater than input bearing size. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 82 Ib uplift at joint 1,117 lb uplift at joint 17, 112!b uplift at joint 15 and 99 lb uplift at joint 12. LOAD CASE(S)Standard ���Iy Truss Truss Type city—Ply H8 ROOF TRUSS 4Job Reference optionalStockBuilding Supp ,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MTek Industries,Inc. Thu Dec 29 09:59:04 2005 Page 1 8-1-1 1 15-4-1 22-7-0 24-9-1? 32-4-4 34-7-9 41-9-15 49-0-15 57-2-0 8-1-1 7-2-15 7-2-15 2-2-12 7-6-8 2-2-12 7-2-15 7-2-15 8-1-1 Scale=1:103.9 3x6 i'' 3x6 1I 5.00,,12 6x8 = 6x8 = 5 6 7 8 4x6 = — T� 4x6 2x4 4x6 4 T2--, / \\----T2 9 4x6 2x4 r? 3 ; / W1 VU1 �_ 10 io 0 2 �W3 W2 W2 % W3 11 0 12 r — - 6x8 6x8 = 4x10 1' 19 20 18 21 17 16 15 22 14 23 13 4x10 4x6 = 6x6 = 6x6 = 4x5 = 4x5 = 4x6 = 4x6 = 24-9-12 32 4 4 44 4-1 56 4-8 5- . 0-9-8 12-0-7 11-11-13 7-6-8 11-11-13 12-0-7 0-9-8 Plate Offsets(X,Y): [1:0 0 5,1-1-11},[1:0 1-5,0 0 14],[5:0 4-0,0-1-11] [8:0 4-0,0 4-SJ,[12:0 1-5,0-0-14],[12:0-0-5,1-1-11J LOADING(psf) SPACING 2-M CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.25 12-13 >999 360 M1120 169/123 TCDL 10.0 Lumber increase 1.15 BC 0.77 Vert(TL) -0.40 12-13 >731 240 BCLL 0.0 * Rep Stress Incr YES WB 1.00 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:302lb LUMBER BRACING TOP CHORD 2 X 6 SPFS 165OF 1.5E *Except*. TOP CHORD Sheathed or 3-1-10 oc purlins. T3 2 X 8 SYP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: BOT CHORD 2 X 6 SPF-S 1650F 1.5E 6-0-0 oc bracing:15-17. WEBS 2 X 4 SPF Stud *Except* WEBS 1 Row at midpt 2-19,11-13 W2 2 X 4 SPF-S 1650F 1.5E,W1 2 X 4 SPF No.2,W1 2 X 4 SPF No.2 2 Rows at 113 pis 4-17,6-17,7-15,9-15 W2 2 X 4 SPF-S 1650F 1.5E WEDGE Laft7 2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (lb/size) 1=1761/0-5-8,17=310610-6-10(input: 0-5-8),15=3113/0-6-10(input 0-5-8),12=1760/0-5-8 Max Horz 1=-I06(load case 9) Max Upliftl=-107(load case 8),17=-128(load case 8),15=-113(load case 9),12=-120(load case 9) Max Grav1=2606(load case 2),17=4615(load case 2),15=4615(load case 3),12=2612(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4769/713,2-3=-3209/484,3-4=2660/510,4-5=0/717,5-6=0/510,6-7=0/510,7-8=0/502,8-9=0/702,9-1 0=2676/51 0, 10-11=3225/484,11-12=-4784/713 BOT CHORD 1-19=-546/4087,19-20=141/2157,1 8-20=-1 41/2157,18-21=-141/2157,17-21=-141/2157,16-17=510/349, 15-16=-510/349,15-22=-142/2171,14-22=-14212171,14-23=-142/2171,13-23=142/2171,12-13=-547/4101 WEBS 2-19=-1688/433,4-1 9=-1 3111492,4-17=-3237/595,6-17=2377/298,7-15=-2379/296,9-15=-3233/596,9-13=-131/1492, 11-13=-1688/433 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf,BCDL=5.Opsf,Category it;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf--60.0 psf(roof snow);Exp C;Partially Exp.;L=454)-0 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)WARNING:Required bearing size at joint(s)17,15 greater than input bearing size. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 107 lb uplift at joint 1,128 lb uplift at joint 17, 113 lb uplift at joint 15 and 120 lb uplift at joint 12. LOAD CASE(S)Standard Job Truss Truss Type City Ply BHATMAIN H9 ROOF TRUSS 112 1 Job Reference o tional Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 29 09:59:04 2005 Page 1 8-9-1 16-8-1 24-7-0 32-7-0 40-5-15 48A-15 57-2-0 8-9-1 7-10-15 7-10-15 8-0-0 7-10-15 7-10-15 8-9-1 Scale=1:102.9 5.00 8x10 li2 8x10 5 6 4x6 -- _ 4x6 2x4 4x6 4 T 7 4x6 ch 2x4 �\ 8 0 o W W2 W2,: W3 9 0 1 - a/V4 W4:' \T1 10 o ----- - — — --- 0 4x10 4x10 4x10 17 188 19 15 14 13 20 12 211 410 5x6 =4x6 = 48 = 4x8 = 46 =5x6 = 46 = 0-,928__ 12-8-9 _—_ 24-7-0 24-�-12 32 4-4 32 7 0 44-5 7 56-4-8 57-2-0 0-9-8 11-11-1 11-10-7 0-2-12 7-6-8 0-2-12 11-10-7 11-11-1 0-9-8 Plate Offsets(X,Y): [1:0 0 5,1-1-11),[1:0 1 8,0 2-0),[5:0 8 14 0-0 8] [6:0-6-10 M-0] [10:0-0-5 1-1-11) [10:0-1-8 0-2-01 [13:0-3-8 0-2-0] [15:0-3-8 0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.25 1-17 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.40 1-17 >743 240 BCLL 0.0 * Rep Stress Incr YES WB 0.90 Horz(TL) 0.04 15 n/a n/a BCDL _1_0_0 � Code IBC2000/ANSI95 (Matrix) i Weight:299lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E *Except* TOP CHORD Sheathed or 3-6-3 oc purlins. T3 2 X 8 SYP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 6 SPF-S 1650F 1.5E *Except* WEBS 1 Row at midpt 2-17,9-11 B3 2 X 6 SPF 240OF 2.OE,B2 2 X 6 SPF 240OF 2.0E 2 Rows at 1/3 pts 4-15,5-15,6-13,7-13 WEBS 2 X 4 SPF Stud *Except* W2 2 X 4 SPF-S 165OF 1.5E,W1 2 X 4 SPF No.2,W1 2 X 4 SPF No.2 W2 2 X 4 SPF-S 165OF 1.5E WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (Ib/size) 1=1259/0-5-8,15=3639/0-5-8,13=3639/0-5-8,10=1259/0-5-8 Max Horz 1=1 15(load case 8) Max Upliftl=-77(load case 8),15=-174(load case 8),13=-154(load case 9),10=-97(load case 9) Max Gravl=2148(load case 2),15=4894(load case 2),13=4894(load case 3),10=2148(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3595/405,2-3=-2110/313,3-4=1769/470,4-5=201/2023,5-6=-89/1697,6-7=-201/2023,7-8=-1769470, 8-9=-2110/313,9-10=-3595/405 BOT CHORD 1-17=-259/3002,17-18=-789/702,16-18=-789/702,16-19=-789(702,15-19=-789/702,14-15=1697/655,13-14=-1697/655 ,13-20=789/702,12-20=-789/702,12-21=-789/702,1 1-2 1=-7891702,1 0-1 1-2 5913 0 02 WEBS 2-17=-1831/467,4-17=-222/1907,4-15=2989/600,5-15=2488/381,6-13=-2488/381,7-13=2989/600,7-11=222/1907, 9-11=1831/467 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;endosed;MWFRS interior zone and C-C Extedor(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp.;L=45-M 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 77 lb uplift at joint 1,174 lb uplift at joint 15, 154 lb uplift at joint 13 and 97 lb uplift at joint 10. LOAD CASE(S) Standard Jpb Truss Truss Type Fly BHATMAIN HG1 ROOF TRUSS 4 2 Job Reference optional) 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 29 09:59:05 2005 Page 1 Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 8-7-0 16-9-4 24-9-12 32-4-4 40 4-12 48-7-0 57-2-0 8-7-0 8-24 B-0-8 7-6-8 8-0-8 8-24 8-7-0 Scale= 1:102:9 5.00',92 2x4 4x6 = 6x8 = 4 6x8 = 12 = 4x6 = 2x4 ':' 4x12 2 T2 3 4 5 6 7 8T2 9 r� 2 W1�/� 2\W1 Vf2 2 W1 W1 1M2 CD 4x10 4x10 4x10 ' 19 18 17 16 15 14 13 12 11 4x10 6x6 = 5x6 = 4x10 = 4x10 = 3x8 it 6x6 = 3x8 I' 4x6 = 5x6 = OT9-8 B-7-0 16-9-4 24-9-12 32-4-4 40-4-12 48-7-0 56-4-8 57-2-0 0-9-8 7-9-8 8-24 8-0-8 7-6-8 8-0-8 8-2-4 7-9-8 0-9-8 [10:0-1-8,0-2-01,[11:0-3-0,0-4=8],[14:0-3-8,0-2-0],[160-3-8,0-2-0], [19:0-3-0,0-4-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.27 10-11 >999 360 M1120 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -0.36 10-11 >824 240 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code IBC20001ANSI95 (Matrix) Weight:538lb LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 5-6-9 oc pudins. BOT CHORD 2 X 6 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF Stud *Except* 6-M oc bracing:14-16. W1 2 X 4 SPF-S 1650F 1.5E,W1 2 X 4 SPF-S 1650F 1.5E WEBS 1 Row at midpt 3-16,8-14 W1 2 X 4 SPF-S 165OF 1.5E,W1 2 X 4 SPF-S 165OF 1.5E WEDGE Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud REACTIONS (lb/size) 16=6636/0-5-8,14=6636/0-5-8,1=399710-5-8,10=3997/0-5-8 Max Horz 1=41(load case 7) Max Upliftl6=-406(load case 6),14=-406(load case 5),1=-207(load case 7),10=-211(load case 8) Max Gravl6=7688(load case 2),14=7688(load case 3),1=4662((oad case 2),10=4662(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-8019/389,2-3=-7197/386,3-4-156/3815,4-5=-156/3815,5-6=-156/3815,6-7-156/3815,7-8=-156/3815, 8-9=-7197/386,9-10=-8019/390 BOTCHORD 1-19=-30417146,18-19=-231/5210,17-18=-231/5210,16-17=-231/5210,15-16=-3815/238,14-15=-3815/238, 13-14=-230/5210,12-13=230/5210,11-12=-230/5210,10-11=-302/7146 WEBS 2-19=-12/1537,3-19=141/2188,3-17=-25/1796,3-16=9945/516,5-16=-1620/158,6-14=-1620/158,8-14=-9945/516, 8-13=-25/1796,8-11=-132/2188,9-11=-9/1537 NOTES 1)2-ply truss to be connected together with 10d Common(.148"x3")Nails as follows: Top chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(8),unless otherwise indicated. 3)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf,BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4)TCLL:ASCE 7-98;PF60.0 psf(roof snow);Exp C:Partially Exp.;L=45-M 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 406 lb uplift at joint 16,406 lb uplift at joint 14,207 lb uplift at joint 1 and 211 lb uplift at joint 10. 9)Girder carries tie-in span(s):7-10-0 from 0-0-0 to 57-2-0 LOAD CASE(S)Standard Continued on page 2 �b Truss Truss Type QtY Ply HATMAIN HG1 ROOFTRUSS 4 Z Job Reference to,tional Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MTek Industries,Inc. Thu Dec 29 09:59:05 2005 Page 2 -OAD CASE(S)Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=140,2-9=140,9-10=-140,1-10=235(F=-215) lob * Truss Truss Type Qty Ply T1 COMMON 127 1 3HATMAIN Job Reference o tional Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Thu Dec 29 09:59:06 2005 Page 1 -0-10 8 6-2-11 12-1-14 18-1-1 24-3-12 2.5-24 0-10-8 6 2-11 5-11-3 5 11-3 6-2-11 0-10-8 4x8 = Scale= 1:56.6 5.00112 4 5 3--, i 4x6 W1' W1 \ \�� 4x6 !W3 72 W2` 3 6 7 a 1 r VN4\\ o N R2 N 12 14 15 11 13 16 10179 18 19 8 3x4 = 3x4 = 3x4 = F— 9-2-0 _ _ 15-1-12 24-3-12 9-2-0 5-1 1-13 9-2-0 Plate offsets X,Y: [2.0-3-0 0-1-121 [6:0-3-0 0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 60.0 Plates increase 1.15 TC 0.84 Vert(LL) -0.14 8-9 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.68 j Vert(TL) -0.27 8-9 >999 240 BCLL 0.0 * Rep Stress Incr YES _ WB 0.72 I Horz(TL) 0.07 8 n/a n/a — BCDL 10.0 Code IBC2000/ANSI95 (Matri)) —IL Weight:114lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 2100F 1.8E TOP CHORD Sheathed or 4-5-11 oc purfins, except end verticals. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud *Except* WEBS 1 Row at midpt 4-11,4-9 W4 2 X 4 SPF No.2,W4 2 X 4 SPF No.2 2 Rows at 113 pts 3-12,5-8 REACTIONS (lb/size) 12=2217/0-5-8,8=221710-5-8 Max Horz 12=78(load rase 7) Max tlpliftl2=-116(load case 8),8=-116(load case 9) Max Urav 12=2466(foad case 2),8=2466(load case 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-2=0/83,2-3=-461/91,3-4=-2133/193,4-5=2133/273,5-6--461/175,6-7=0/83,2-12=-876/126,6-8=-876/257 BOT CHORD 12-14=-70/1917,14-15=-70/1917,11-15=-70/1917,11-13=12/1690,13-16=12/1690,16-17=-12/1690,10-17=-12/1690, 9-10=-12/1690,9-18=-47/1917,18-19=-47/1917,8-19=-47/1917 WEBS 3-11=-500/405,4-11=-90/731,4-9=-193f731,5-9=500/405,3-12=-2235/92,5-8=-2235/121 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) -0-11-3 to 25-2-15 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 60.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 116 lb uplift at joint 12 and 116 lb uplift at joint 8. 8)Following joints to be plated by qualified designer:Joint(s)3,5,8,12,not plated. LOAD CASE($)Standard LBHATMAIN b Truss Truss Type Ply T1GE COMMON 4 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MTek Industries,Inc. Thu Dec 29 09:59:07 2005 Page 1 -0-10r8 12-1-14 24-3-12 25-2-4 0-10-8 12-1-14 12-1-14 0-10-8 4x4 = Scale=1:60.8 5.00'12 2x4 11 8 2x4 ;? 2x4 11 7 9 2x4 2x4 !16 � \ 10 2x4 2x4 2x4 4x4 T1 12 2x4 CIA 13.3x5 :, 3 ,� i S75 S�T6 S75 3x5 ,. 1 2 ! ST3 SjT�4 ST4 S 3 \ `,\\14 15 S1 S72 S72 ST1 o ;, CDWh N B2 I9 J--� N 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x5 2x4 2x4 2x4 12x4 2x4 ! 5x6 = 2x4 i' 2x4 2x4 2x4 3x5 2x4 I i 24-3-12 24-3-12 Plate Oftsets�X,Y): [22:0-3-0,0 0 4j - LOADING(psf) SPACING 2-0-0 I CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.44 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.01 1 >872 240 BCLL 0.0 Rep Stress Incr NO WB 0.41 Ho2(TL) 0.00 16 n/a n/a BCDL_ 10.0 Code IBC2000/ANS195_(Matrix) I Weight:130lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-"oc pudins, except end verticals. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 29=320124-3-12,16=320/24-3-12,23=321/24-3-12,24=321/24-3-12,2 5=320124-3-1 2,26=320124-3-12,27=323/24-3-12,28=308/24-3-12, 21=310/24-3-12,20=320124-3-12,19=319124-3-12, 18=323/24-3-12,17=308/24-3-12 Max Horz29=71(load case 8) Max Upiift2S=-83(load case 9),16=-82(load case 8),24=-23(load case 8),25=33(load case 8),26=-35(load case 8),27=-22(load case 6),28=-102(load case 8), 21=-30(load case 9),20=-32(load case 9),19=-35(load case 9),18=-22(load case 7),17=-101(load case 9) Max Grav29=457(load case 2),16=457((oad case 3),23=321(load case 1),24=459(ioad case 2),25--438(load case 2),26=439(bad case 2),27=446(load case 2), 28=415(load case 2),21=447(load case 3),20=439(load case 3),19=439(load case 3),18=446(load case 3),17=415(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/83,2-3=-831260,3-4=-72/209,4-5=-74/227,5-6=74/229,6-7-73/238,7-8=80/236,8-9=80/218,9-10=73/172, 10-11-74/133,11-12=-74/117,12-13=-72/97,13-14=-83/93,14-15=0/83,2-29=-438/269,14-16=-438/71 - BOT CHORD 28-29=00,27-28=0/0,26-27=-O/O,25-26=-0/0,24-25=-0/O,23-24=-0/O,22-23=0/0,21-22=-30/183,20-21=-30/183, 19-20=-30/183,18-19=-30/183,17-18=30/183,16-17=30/183 WEBS 8-23=-281/0,7-24=-419/43,6-25=-399/54,5-26=-399/51,4-27=-406/46,3-28=373fM,9-21=-419/101,10-20=-399/112, 11-19=-399/112,12-18=-406/85,13-17=-373/213 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.0psf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) -0-11-3 to 25-2-15 zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. This truss Is designed for C-C for members and forces,and for MWFRS for reactions specified. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 1.00 times flat roof load of 60.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed,for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 83 Ib uplift at joint 29,82 lb uplift at joint 16, 23 Ib uplift at joint 24,33 Ib uplift at joint 25,35 Ib uplift at joint 26,22 It,uplift at joint 27,102 Ib uplift at joint 28,30 lb uplift at joint 21, 32 Ib uplift at joint 20,35 Ib uplift at joint 19,22 lb uplift at joint 18 and 101 Ib uplift at joint 17. LOAD CASE(S)Standard �SOHATMAIN b Truss Truss Type Oh Ply I I T2PB PIGGYBACK 4 1 Job Reference(optional)ies, Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MI Tek Industries,Inc. Thu Dec 29 09:59:08 2005 Page 1 4-0-0 8-0-0 4-0-0 4-0-0 Scale=1:14 0 3x4 = 3 5.00 12 \ 4 5 w 0 CD / I/^ 2x4 2x4 6-10-5 8-0-0 1-1-8 5-8-13 1-1-11 LOADING(psf) I SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 60.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.04 2-4 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.24 Vert(TL) 0.09 2� >730 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:16lb LUMBER BRACING TOP CHORD 2 X 4 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-M oc puriins. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=560/0-5-8,4=560/0-5-8 Max Horz2=-23(load case 9) Max Uplift2=-58(load case 8),4=-58(load case 9) Max Grav2=675(load case 2),4=675(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/54,2-3=465/190,3-4=-465/190,4-5=0/54 BOT CHORD 2-4=-94/342 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=60.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 60.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangie 3-6-0 tali by 240-0 wide will fit, between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 58 lb uplift at joint 2 and 58 lb uplift at joint 4. 8)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S)Standard Professional Engineering 12 East Washington Street Glens Falls, NY 12801 DATE /b JOB NO.Q � � TEL 518-792-2907 ATTENT'Q'L O FAX 518-798-1864 RE: ` �'i�� , & i' bLjn TO WE ARE SENDING YOU ffAttached =1 Under separate cover via the following items: .-Shop drawings D1 Prints L Plans _7 Samples `i Specifications Copy of letter ❑Change order J COPIESDATE NO. DESCRIPTION I (DIM T I ..-T F -r a r v THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval I� For your use ❑ Approved as noted ❑ Submit copies for distribution As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO Ve SIGNED: Project: Budget Inn Project Number: 03-045 Submittal#: No Exceptions Taken © Furnish As Corrected Rejected Revise & Resubmit Submit Specific Item This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings during the review do not relieve the contractor from compliance with the requirements of the plans and specifications. Approval of a specific item shall not include approval of an assembly of which the item is a component. Contractor is responsible for: dimensions to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication process or to the means, methods, techniques, sequences, and procedures of construction; coordination of the work of all trades; and for performing all work in a safe and satisfactory manner. Notes: `+a psi- cil'rrr to i '// �+ Coy► %rr lift Item Reviewed: Rear Roof—Drawing and Calculations Date: By: .}ion �c.-o►:s ' ��� -- 3 3 .5r4e04Z ckvs ��a-1 �- -�'�L r-- rid, 8- 01-73 /7e lei / 4ft4 JAN-23-2006 MON 06:35 PM rr1A 11j, --__- oh inu 1TruasTyI)o �133 Qty Ply IHAIRFL jF1,1 FLOOR 1 Job Reference(optional) Sw k. uikiui;]Sr.IF;piy ui.iene dluy,NY 12306,CRA 6.200 s Apr 28 2005 MiTek Industries,Inc. Mon Jan 23 16 00.37 2006 Page 1 (}.1,3 1.4-4 -7_ ?_-3-3 0- -8 - �_ -----1 t --1-.-._...--Scale= 1:56.8 2x4 MI120 11 3x10 M{120=== 2x4 M1120 11 48 M1120-= 2x4 WIN 1i 3x4 N11120== 3x4 M1120- 3x7 M1120 = 4x12 M1120=== 4x6 M1120=-= 2x4 M1120 II 2x4[b1>1120 =- 2x4 M1120 II 3x6 M1120 FP:::-- 2x4 M1120 11 3x4 M1120 li 2x4 M1120== 1 2 3 11 4 5 6 7 8 9 10 11 12 13 14 15 \NJ "� ' 111��� � ��1 ��2 i �`2 WSJ Sig 11 � W4���q�4- 1N � 027 0 25 24 23 2221 20 19 18 17 16 3x6 {V11120 3x10 M1120 3x5 MI120==- 3x6 M1120 FP== 4x12 M1120== 4x8 M1120-- 3x5 M1120=== 4x10 M1120= 3x6 M1120-- 2x4 M1120(I 22-i1-1 2 24-10-4 29-9-2 22-11-12 1-10-8 4-10-14 dge],(1G_Edge 0 1 8] j21 0 1.8 Edge) [22 0 1.8,Edge� j26 0 1 8 0 1 0} [27;0 1 8 0 1-0] LOADING, (PST) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP T'CLL 40.0 Plates Increase 1.00 T'C 0.B1 Vert(LL) -0.47 22-23 >582 360 MIi20 1691123 TCDL 10.0 Lumber Increase 1.00 BC 1,00 Vert(TL) -0.64 22-23 >429 240 BCt L 0.0 Rs p Stress Incr NO W8 0.77 I-lorz(TL) 0.08 18 n/a nla BCD, 5.0 Code ISC20001ANSf95 (Matrix) Weight: 124lb BRACING T(1P CHORD 4 X 2 SPF-S'16b0F 1 5E"Except* TOP CHORO Sheathed or 6-0-0 oc purlins, except end verticals. 12 4 X 2 SPF-S 2100f 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 4 X.2 St='F-S 1650E 1.5E VVESS 'l X 2 SPF Stl d RF,ACTIONS (i)Vpize) 25:=101610-3-8, 1 8=2 80 710-3-8, 16=-389/0-3-8 . Max Upk!'(16=..671(load case 2) Max Grav25=1022(foad case 2),18=2807(foad case 1), 16=175(ioad case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 25-26=-104/0,'I-26=-103/0, 16-27=-92/0,15-27=-91/0,1-2=-5/0,2-3=-3240/0,3-4=-3240/0,4-5=-3962/0, 5-6=-3982/0,6-7=-360170,7-8=-3601/0, 8-9--3601/0,9-10=-839/0,1 0-1 1=-82210, 11-12=0/4353,12-13=014353, 1.3.14=0/2908, 14-15==-5/0 LICT-CHORD 24-25 0/1953,23-24==013686,22-23=0/3(301,2 1-2 2=013 60 1,20-21=012494, 19-20=0/2494, 1'8-1 9=-1 4 7210, 17 18=-2908/0, 16-1 7=-1 39511 30 WEBS 1 2-1 8=-2 4910,1 3-1 7=01805,2-25=-214410, 11-18=-317210,2-2 4=011 424. 11-1 9 O12453,3-24=-246/0, 10-19z-.265/0,4-24=-714/0,9-19=--1834/0,4-23=011 06,9-21=011 24 0,5-23=-275/0,7-21=-364/0,6-23=01605, 6-22-:-174/0, 13-18=--219310, 14-17=-1713/0, 14-16=-140/1564 NOTES 1)unbalanced Floor live loads have been considered for this design. 2)1'ruvi to mechanical connection(by others)of truss to bearing plate capable of withstanding 671 fb uplift at joint 16, 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each,truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CA.U1ION,Do not eruct truss backwards. 5)l langer(s)or oih�y caruiection device(s)shall be provided sufficient to support concentrated load(s)200!b down at 24-10-4 on lop chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) S!,ardard i)Fioor:Lumber increase=1.00, Plate Increa3o=1.00 Un!form Loads(plf) Vert 16-25n-10, 'I V1 --100 Concentrated Loads,(ih) V-er,, 'i -200 60-1-8 9-6-8 15-1-12 14-11-0 101-0 15-1-12 ,-s 32) F 1 u- P 0-12 240 2-0-0 i Stock Building Supply 500 DuanesbuM Rd Name:SHAKI BHATTI Truss transferred from Layout Address:BUDGET INN-REAR ROOF Schenectady _ Job NY Telephone:518-355-7190 bhatrfl Fax:518-355-1371 Telephone: tale:No to scale Date:12/20/2005 Drawn By:CRA 4 _ .B`uildimng Supply aWOLiEWcomPZM 500 Duanesburg Rd Schenectady, NY, 12306 �r�R 7, ' Stare#4405 (518)355,,7190 . , fax (518)355=1489 From: / V V -Page I of � Da#e,l� Q 4 OFTWO©K -- Peter Thane Building Contractor Sales Supply awol fmcompa y 500 Duanesburg Road Schenectady,NY 12306 Tel:518.355.7190 Cell:518.365.2893 _---I Nextel:16063 II Fax:518.355.1489 i J f1(,( 7 hl nu hinn n in n vnn i n ui irn • r nnn7 -r7 r Scheuctady, NY 12306 SHAKI BHATTI Job Number: Phone:(518)355-7190 Fax:(518)355-1371 _ Page: 1 Project: Block No: Date: 01-19-2006-12:47:54 PM Model: Lot No: ProjectlD: bhatrfl Contact: Site: Office: Deliver To: Account No: Name: BUDGET INN-REAR floor Designer: CRA Phone: Salesperson: P Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH 33 FTI 29-9-2 FLOOR 1-4-0 0-0-0 0-0-0 120 lbs.each 5 R 7 1 r�4JU I kin') Mln�n vinni a� i1n l nnn� r� ubn BHAWFL `FT1 J FLOOR i 33 , 1 f Job Reference(optional} 1 Schenectady,NY 12306,CRA II I 5.200 s Dec 2 2003 MiTek Industries Inc Thu Jan 19 12 46 48 2006 Page 1 Stock Building Supply, 0]I-g 1 4 4 7- �1 7 9 2-3-3 2-3-3 0-scale=1:52.1 3x4 = 1 x4 I I 1 x4 11 3x7 = IA 11 IA = WO = 1 x4 I I 3x4 = 1 x4 11 3x6 FP= IA 11 5x 14 = 3x4 I 1 46 = 4x8 = 1 x4 = 1 2 3 T1 4 5 6 7 8 9 10 11 12 13 14 15 EP 1 1 2 61 7 25 24 23 2221 20 19 18 17 16 3x6 = 3x10 = 3x5 = 3x5 = 3x6 FP= 412 = 3x6 = 48 1x4 11 4x12 = NO y 12-8-12 5-3-0 10-4-8 - i11-10-4, 17-10-4 22-11-12 24_104 29-9-2 5-3-0 5-1-8 1-5-120-10-8 5-1-8 5-1-8 1-10-8 4-10-14 Plate Offsets.(X Y)- 6:0-1 8 Edge] [16 Edge 0-1-8] [19 0-5-8 Edce} 121 0-1-8 Edae] [26:0-1-8 0-0-8] [27:0-1-8 0-0-8] _ LOADING(psf) SPACING 2-0-0440' CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 00' Plates increase 1,00 TC 0.78 Vert(LL) -0.47 22-23 >583 360 M1120 169/123 TCDL 10.0.4p Lumber Increase 1.00 BC 1.00 Vert(TL) -0.64 22-23 >429 240 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.08 18 nla nla BCDL 5.o ol Code IBC20001ANS195 (Matrix) Weight:121 lb LUMBER BRACING TOP CHORD 4 X 2 SPF-S 165OF 1.5E *Except* /OZO /05 ! TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. T2 4 X 2 SPF-S 2100F 1.8E 1 37S'w � j BOT CHORD Rigid ceiling directly applied"rSr 6-0-0 cc bracing. BOT CHORD 4 X 2 SPF-S 165OF 1.5E WEBS 4 X 2 SPF Stud *Except* W1 4 X 2 SPF No.2,W4 4 X 2 SPF No.2,W1 4 X 2 SPF No.2 W1 4 X 2 SPF Not,W1 4 X 2 SPF No.2,W1 4 X 2 SPF No.2 W1 4 X 2 SPF No.2,W1 4 X 2 SPF No.2,W4 4 X 2 SPF No.2 0100 �• r !�I 01 Psi o�C. REACTIONS (ib/size) 25=1017/0-3-8 18=280110-3-8,16=-385/0-3-8 Max v 16 667(load as 2) I c�Ort� Max GreGrav25=1023(load case 2),18=2801(load case 1),16=176(load case 3) L d04 C „r FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 25-26=-10310,1-26=-1 0310,16-27=-92/0, 15-27=-92/0,1-2=-510,2-3=-3246/0,3-4=-324610,4-5=-3993/0, 5.6=-399310,6-7=-3614/0,7-8=-3 6 1 410,8-9=-3614/0,9-1 0=-90 410,10-11=-904/0,11-12=014333,12-13=01433 13-14=012890,14-15=-5/0 6) BOT CHORD 24-25=01195 3-24=013894,22-23=0/3614,21-22=0/3614,20-21=0/2512, 19-20=012512, 18-19=-152410, 0� E . /�� OL 17-18=-2890N, 16-1 7=-1 38711 32 r� *�K WEBS 12-18=-236/0,13-17=0/799,2-25=-2147/0,11-18=-3110/0,2-24=0/1427,1 1-1 9=012572,3-24=-246/0, 10-19=-26210,4-24=-717/0,9-1 9=-1 7 9210,4-23=0/109,9-2 1=011 235,5-23=-27410,7-21=-362/0,6-23=0/502, --J J%S �C Q 6-22=-173/0,13-18=-2190/0,14-17=-1702/0, 14-16=-14311555 •,• o/ NOTES 1 t� • 1)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 667 lb uplift at joint 16. 2)Load case(s)2 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-16d nails. Strongbacks to be ZS Gd attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)200.Olb down at ;•-�y�x3*S J 24-10-4 on top chord. The design/selection of such special connection device(s)is the responsibility of others. f LOAD CASE(S) Standard 1)Flow:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(01f) Vert: 16-25=-10, 1-15=-100 Concentrated Loads(lb) Vert: 13=-200 2)1st unbalanced Floor:Lumber Increase=1.00,Plate Increase=1.00 Continued on page 2 'A C]Gl]7 '011 n�v hinn c in n jinnin uinn r 0nn7 r7 '11V 60-1$ gig 15-1-12 1411.0 14110 15-1-12 32) F1. LL P D-12 01 ------------ 200 2.0-0 Stock Building Supply 500 puanesburg Rd Name:SHAKI BHATTI Truss transferred from Lavout Address:BUDGET INN-REAR ROOF a Schenectady NY Jab: Telephone:518-355-7190 bhatrfl Fax:518-355-1371 Telephone: __ Scale:Notto sc le Date:12/20/200 prawn B :CRA JAN-23-2006 MON 06:35 PM FAX NO. P. U1 . M is. 'U.Milding Supply a"L$ EYoompany 500 ®uanesburg Rd Schenectady, NY, 12306 Store #4405 (51 8)355""71 90 r l fax f5l 8}355,wl489 e Towz - . of ,���: Date /l/2?b�, 4 JAN-23-2006 MON 06:35 PM FAX NO, P. 02 ,IJoh Tniss jTruss'fypo f Qty Ply 1311AIRFI. F11 FLOOR 133 t _ Job Reference(optional)___. ._ . . _ _---- _ -6,200 s r 28 2605 MiTek Industries,Inc. Mon Jan 23 16 00:37 2006 Page 1 Sre, k ELuldf g Sripply,'Sc hencct-rdy,NY 12316,CRA Apr 0--1 J 1-4-4 C�T7-� 0-� -8 I I_.. -- Acale= 1:56.8 2x4 M1120 11 3x10 MH20=== 2x4 MI120 it 4x8 M1120== 2x4 M1120 !i 3x4 M1120 = 3x4 M112.0=- 3x7 W20=-= 4x12 M1120=== 4x6 M1120--- 2x4 M112011 2x4 M1120 = 2x4 M1120 II 3x6 M1120 FP--- 2x4 M1120 11 3x4 MI(20{I 2x4 M1120= 2 3 4 5 6 7 8 9 10 11 12 13 14 15 C' tN 1 x tad 1 y]� '2 iw 2 V�1 j ' 1 j 4 I 6 1 27 1 25 24 23 2221 20 19 18 17 16 U6 M1120 3x10 M1120== 3x5 M1120=== 3x6 M((20 FP= 4x12 M1120== 48 M1120:= 3x5 M1120-,---- 4x10 M1120== 3x6 M1120-- 2x4 M1120 11 22-11-12_._, 24-10-4 29 9-2 ..- 22-11-12 1-10-8 4-10-14 NI tc Offs is(X,Y) (c>0 1--8 I oge),[I 0 1 8 0-0 Oj (15 0 1 8 1 dg ] (16 Edge 0 1 8 j21 0 1-8 Edge] 122 0 1 8,Edge]j26 0 1 8 0 1 OL [27 0 1 8 0 1 01 LOADING(psf) SPACING 2-0-0 CSt DEFIL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0,47 22-23 >582 360 M1120 1691123 1 CDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.64 22-23 >429 240 BOLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.08 18 n/a nla BCDL 5.0 Code IBC2.0001ANS195 (Matrix) Weight: 124lb LUMBER _ BRACING TOP Cl-IORD 4 X 2 SPF-S 1650F 1.5E"Except` TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 1'2 4 X 2 SPF S 2100f` 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHO D 4 X 2 Si-'F-3 165OF"1.5E WEBS 'I X 2 SPI"Stud REACTIONS (ih(siza) 25.101610-3-8, 18=2.807/0-3-8, 16=-389/0-3-8 Max Uplifti6=-671(load case 2) Max Gr:av2.5=1022(load case 2), 18=2807(load case 1),16-175(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 2 5-26=-1 0410,1-2.6=-10310, 1.6.27=-9210,1.5-27=-9110, 1-2=-510,2-3---324010,3-4=-324010,4-5=-3982/0, 5-6--398210,6-7=-3601/0,7-8=-3601/0,8-9=-3601/0,9-10=-839/0, 1 4-1 1=-8 2210, 11-12=014353,12-13=0/4353, 13-14=0/2908,14-15--5/0 BOT CHORD 24-25==0/1953,23-24=0/3886,22.23=0/3601,21-22=0/3601,20-21=012494, 19-20=0/2494, 18-19=-1472/0, 17-18=-2908/0, 1 6-1 7=-1 3 9511 3 0 WEBS 12-18=-24910,1 3-1 7=0180 5,2-25=-2144/0, 11-18=-3172/0,2-24=0/1424, 11-19==012453,3-24=-246/0, 10-19==-265/0,4-2.4=-714/0,9-19---1834/0,4-23=0/106,9-21=0/1240,5-23=-275/0,7-21=-364/0,6-23=01505, 6-22=-1 7410, 13-18=-2193/0, 14-17=-1713/0,14-16=-140/1564 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Provido mechanical Connection(by others)of truss to bearing plate capable of withstanding 671 lb uplift at joint 16, 3)Reeommen d 2x(3 strongbarks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be a(lached to walls at their outer ends or restrained by other means. 4)CAU-1"ION,Do not crect truss backwards. 5)1 ianger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)200 lb down at 24-10-4 on lop chord 7 tie desiynlselection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Floor:Lumber Increase-1_00,Plate Increase=1.00 Uniform loads(plf) Vert 16-25: 10, 1-16 -100 Concentrated Loads(Ib) Vert 1:i--200 Project: AfttD%ET Zu (aiur!� Project Number: 03 Submittal#: No Exceptions Taken © Furnish As Corrected Rejected Revise&Resubmit 1-1 Submit Specific Item This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings during the review do not relieve the contractor from compliance with the requirements of the plans and specifications. Approval of a specific item shall not include approval of an assembly of which the item is a component. Contractor is responsible for: dimensions to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication process or to the means, methods, techniques, sequences, and procedures of construction; coordination of the work of all trades; and for performing all work in a safe and satisfactory manner. Notes: �,��i.rr�r-� ivy rN s 4At'0 Su FPo*�T- r►t-r Is G,sy ,z'r1 Z jori 3� Item Reviewed: ,a C I Z. rTtqP r"t 4� Dater/ By: I No, 9554 ;fan. 2 /. 1UU6 11 : 11AN1 STOCK BUILDING SUPPLY P, 7 Stock Building Supply 500 Duanesburg Rd TO Quotation Schenectady, NY 12306 SHAKI BHATTI Jobl ui nber: Phone:(518)355-7190 Fag:(518)355-1371 Page: I Project: Block No: Date: 01-20-2006-12:09:15 PM Model: LotNo: Project ID: bhatrrD Contact: Site: Office: Denver To: Account No: Name: BUDGET,INN-MAIN 2ND FLOOR Designer. CRA Phone: Salesperson: Quote Number: entative Deliv Date: Profile: Qty.- Truss Id: Span: Truss Type: Slope: LOH RO$ 58 F11 7-8-0 FLOOR 1-0-0 0-0-0 0-0-0 291bs.each 0 f(i k r>�...{ 116 FT2 23-11-8 FLOOR 1-2-0 0-0-0 0-0-6 941bs.each A 5 26 FT3 24-3-12 FLOOR 1-4-0 0-0-0 0-0-0 I01 lbs.each.,.,-'- I FT3GD 24-3-12 FLOOR 1-4-0 0-0-0 0-0-0 100 lbs.each 4 FT4 12-7-12 FLOOR 1-4-0 0-0-0 0-0-0 :-- 491bs.each � ti M a_ 1.C1 ISl �r O 2440 ... ._ .I I ' r.l :. , 442-0 r-0 it 4 !Y-0J$I 2-0 !2-0 1 2-0'I ... .. ...... ........ I :'; 1 I it aYi Ir I I I I ( W II r ! II - : it !' I - ' II I I,I if w if r 1 i I r r, , I - r i I r I r 4 M1 r • i li �I. 11.4.1 II II I � _ : ' 1 i ! " II I a _ 1! ... _ q 1 r i:. r i FT3GD I I (2) r ' k itq pn •-+ � � I� .i i 1 % I r' I �� i, .__ - � .i I I! I it I I ' i I I �• I r r ; C/D II �I 1 y q t SBSA 24-$-0 58�3-0 Q CV cr Stock Building §Mp lv 500 Duanesburu a Rd Name:SHAKI SHATTI Truss transferred f om Layout Address:BUDGET INN-MAIN ROOF C' Schenectady Y New York Job Teleph one;518-355-7190 bhatmf2 Fax:518-355-13,71 Telephone: Cale:Not to scale —Jan. 2006-11 :23AM --STOCK BUILDING SUPPLY_ No. 95�4 P, 4 Job T. 1fuss type Oty Ply (BHATMF2 FT1 FLOOR 58 1 Job Reference o onal Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Fri Jan 27 11:00:11 2006 Page 1 0 1�8 2-6-0 1-6-0 OH8 r-r Scale= 1:13.5 6x6 = 3x4 = 1 x4 11 1 x4 I I 3x4 = 6x6 = 1 2 3 4 5 6 oc 0 W2 W o 0 0 1 10 9 8 3x6 — 7 1 x4 11 3x6 = 1 x4 h 0-4-0 2-11-8 , 4-8-8 74-0 7-8-01 7-8-0 Plate Offsets(X Y): 11:0-1-8 Edge] 16:0-1-8 Edge] [8:0-1-8 Edge] [9:0-1-8,Edoe) V LOADING(psf) SPACING 2-0-0 CSI DEFL in (ioc) Well Lid PLATES GRIP TCLL 100.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.05 8-9 >999 360 MII20 169/123 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.05 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) -0.01 6 n/a nla BCDL 5.0 Code IBC2000/ANS195 (Matrix) Weight:29lb LUMBER BRACING TOP CHORD 4 X 2 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 4 X 2 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (lb/size) 1=79110-3-8,6=79110-3-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-10=0114,6-7=0114, 1-2=-1 5 7 110,2-3=-156110,3-4=-1561/0,4-5=-1561/0,5-6=-157110 BOT CHORD 9-10=0/0,8-9=011561,7-8=010 ?C v, '7 ' WEBS 1-9=011 6 34,3-9=-463/G,6-8=011634,4-8=-46310' NOTES 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard No, 9554 N � Jan. 27, 2006 _11 :23AM STOCK BUILDING SUPPLY Qly TTJob Job Muss type BHATMF2 FT2 FLOOR 116 ference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Fri Jan 27 11-00:12 2006 Page 1 0-1-8 0,4 8� 1-4-8� 2-3-0 fi 2i 3�0 1!it -" L y St:a e= 1:42.1 3x4= 1x4 II 4x10 = 412 = 6x6 = 1x4 11 3x4 = 4 11 3x4 = 3x6 FP= 3x4 11 3x7 = 3x4 II 1x4 = 1 2 3 4 T 5 6 7 8 9 10 T3 11 12 13 3 1 V 1 23 �N B ' 22 21 20 1 18 17 16 15 14 1 x4 11 3x10 - - x4 11 410 = 3x6 FP= 3x10 = 412 =3x4 = 0r4T0 2-11-8 8-1-0 223-11-8 9-8-8 12-4-0 17-5-8 , 20-2-8 , 22-2-822,{I-0 , r 23-11-8 Plate Offsets(X Y� 11:0-1-8 Edge] j6:0-1-8 Edge] 113:0-1-8 Edge] [20:0-1-8 Edge] [21:0-4-12 Edge],123:0-1-8,0-0-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (ioc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.30 20-21 >684 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.45 20-21 >458 240 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) -0.04 15 nla n/a BCDL 5.0 Code tBC2000/ANSI95 (Matrix) Weight:94lb LUMBER BRACING TOP CHORD 4 X 2 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (lb/size) 1=7 9 210-3-8,15=2861/0-5-8,16=1119/0-3-8 L U ZJ Max Upfiftl 6=-21(load case 3) J ,; / Max Grav1=797(load case 2),15=3218(load case 3),16=1640(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension 0/1/ TOP CHORD 1-22=015,14-23=10/1,13-23=-1011,1-2=-1709/0,2-3=-1 70410,3-4=-1704/0.4-5=-269 0,5-6 =2696/0,6-7=-1 67910 7-8=-1679/0,8-9=-1 6 7 910,9-10=0/2297,10-11=0/2295, 11-12=0/3367,12-13=0/33fi BOT CHORD 21-22=0/0,20-21=0/2583,19-20=0/2696,18-19=0/2696,17-18=-108/81,16-17=-108/81 15-16=-2810/0,14-15=-Olf b WEBS 10-16=-266/0,12-15=-242/0, 1-21=011 8 1 9,9-16=-2496/0,3-2 1=-21 910,9-18=0/1740,4-2 ,118--232/0, 4-20=0/122,6-1 8=-1 1 1 310,5-20=-7419,6-19=0/92,1 -15=-4047/0,1 1-1 5=-1 7 3614 21,11-16=-1005/114 NOTES L - '' a �7 aj ( � 37- 1�- 1)Provide mechanical connection(by others)of truss to bearing plate cape le of withstanding 21 lb uplift at joint 16. „r 2)Load case(s)2,5 has/have been modified.Building designer must review loads to ve ifykhat they are correct for the inte ad ------�-�.., 0 of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be t attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. 6)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2200.0Ib down at 23-94 on top chord. The designlselection of such special connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Floor.Lumberincrease=1.00,Plate Increase=1.00 Uniform Loads(pn Vert:14-22=-10,1-13=-100 Concentrated Loads(lb) Vert:13=-2200 2)1st unbalanced Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-22=-10, 1-12=-100,12-13=-20 Concentrated Loads(lb) Vert:13=-600 5)4th unbalanced Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert: 14-22=-10, 1-10=-20, 10-12=-100,12-13=-20 Continued on paqe 2 dan, 11, 1UU6 I I : 24AM SINK BUILDING SUFNLY '°U. iji I Job russ i ype City Ply BHATMF2 FT2 FLOOR 116 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Fri Jan 27 11:00:12 2006 Page 2 LOAD CASE(S) Standard Concentrated toads(lb) Vert:13=-600 rBOHATMF2 bJan. 27. 2006-11 : 24AM STOCK„B ypuUILDING SUPPLY_ ary PlyIVo, M4 r,FT3 FLOOR 26 1Job Reference Innflonall oney 5204 s Dec 2 2003 MiTek Industries,Inc. Fri Jan 27 11:00:13 2046 Page 1 Stock Building Supply,Schenectady,NY 12306,Bernadine 0FA-$ 26-0- �1 3 61r�A' 1-3 6' 0 Sca�e= 1:42.0 1 x4 11 3x4 = 1 x4 11 3x5 = 1 x4 11 1x4 = 4x12 = 1x4 I I 3x5 = 1A II 3x4 = 3x7 FP= 1A II 4x12 = 1x4 = 1 2 3 T4 5 6 7 8 9 10 11 12 13 W 1 2 W 1 2W 2 3 2 1 2 W 4 1 25 1 2 3 23 22 21 20 1918 17 16 15 14 4x8 = 3x6 FP= 3x6 = 1x4 11 3x6 = 412 = 48 412 = 1x4 II 3x6 FP= 13-11-4 5-3-0 , 10-4-8 11-9-612-6-¢ 19-0-12 , 24-3-12 24-3-12 Plate Offsets(X Y) [60 1-8 Edge] [TO-1-8 Edge] (14 Edge 0-1-8] [23 Edge 0-1-8] f24:0-1-8 0-0-8] [25:0-1-8 0-0-81 LOADING(psf) SPACING 2-0-0 cSt DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.76 19 >379 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -1.05 19 >276 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.16 14 n/a n/a BCDL 5.0 Code IBC20001ANSI95 (Matrix) Weight:102lb LUMBER BRACING TOP CHORD 4 X 2 SPF-S 2100F 1.8E,/ - TOP CHORD Sheathed or 5-9-0 oc pudins, except end verticals. BOT CHORD 4 X 2 SPF-S 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 14-0-0 oc bracing. WEBS 4 X 2 SPF Stud `Except' W4 4 X 2 SPF No.2,W4 4 X 2 SPF No.2,W1 4 X 2 SPF No.2 W1 4 X 2 SPF No.2,W1 4 X 2 SPF No.2,W1 4 X 2 SPF No.2 W1 4 X 2 SPF No.2,W4 4 X 2 SPF No.2,W4 4 X 2 SPF No.2 Wt 4 X 2 SPF No.2 REACTIONS (lb/size) 23=1317/0-5-8,14=1317/0-5-8 FORCES (lb)-Maximum Compression/Maximum Tension ' TOP CHORD 23-24=-98/0,1-24=-98/0,14-25=-9810, 13-25=-9810,1-2=-5/0,2-3=-450510,3-4=-4505/0,4-5=-6474/0,5-6=-6474/0, 6-7=-656210,7-8=-647410,8-9=-647410,9-10=-6474/0,10-11=-4505/0, 11-12=-4505/0,12-13=-5/0 to BOT CHORD 22-23=0/2528,21-22=0/2528,20-21=015772,19-20=016562, 18-19=016562,17-18=0/6562,16-17=0/5772, 15-16=0/2528,14-15=0/2528 WEBS 2-23=-2793/0,12-14=-2793/0,12-16=0/2174,3-21=-248/0,11-16=-248/0,4-21=-1 40110, -16=-140110,4-20=01776 ,5-20=-215/0,10-17=0/7*.8-17 21510,6-20=-116/0,7-17=-116/0,6-19=1/0,7-18=-110,2-21=0/2174 NOTES 1)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard aan. 27. 2006_11 : 24AMSTOCK BUILDING SUPPLY CVO, JJ)It U Job Truss Truss Type Oty Ply [BHATMF2 FT3GD FLOOR 1 1 _ Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bemadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Fri Jan 2711:00:14 2006 Page 1 0 ? 1-7-3 , 1-7-3 , 2-6-0 1-6-9 i 1-0-9 22-6-00�0- -8 r � Scale=1:42.0 1 x4 11 3x4 = 1 x4 11 2x4 11 2x4 11 1 x4 11 1x4 = 3x7 = 1x4 11 3x6 FP= 3x4 = 4x10 = 3x4 II 3x4 = 3x4 = U4 = 1 2 T 3 4 5 6 7 8 9 �� 11 12 13 14 j S W 1AZ2W 2 W 3 W 2 W 4 1 26 �o v Z 24 23 22 21 20 19 18 17 16 15 3x6 = 3x8 = 3x6 = 1 x4 11 3x6 FP= 1 x4 I I 3x4 = 3x6= 4x6 = 4x8 = 13-11-15 16-1-2 4-11-2 9-8-11 12-3-12 12r7T12 1/1-8-1,5 , 19-9-3 $0 6-3 24-3-12 24-3-12 Plate Offsets(X Y)• [7:0-1-8 Edgel [8:0-1-8 Edge] [110-1-8 Edge],[12 0-1-8 Edge] 116.0-1-8 Edge],[18:0-2-12 Edge] [20.0-1 8 Edge] [25.0-1-8 0-0-8] [26:0 1 8 0 0 8] LOADING(psf) SPACING _ 2-0-0 CS1 DEFL in (loc) I/defl Lid ))i PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.2221-22 >876 360 MI120 1691123 TCDL 10.0 Lumber Increase 1.00 BC 0.90 Vert(TL) -0.30 21-22 >642 240 BCLL 0.0 Rep Stress lncr NO WB 0.60 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC20001ANS195 (Matrix) Weight:101 lb LUMBER BRACING TOP CHORD 4 X 2 SPF-S 1650F 1.5E 'Except`. TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. T2 4 X 2 SPF-S 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 4 X 2 SPF-S 165OF 1.5E WEBS 4 X 2 SPF Stud REACTIONS (lb/size) 24=91510-3-8,18=2265/0-3-8,15=194/0-3-8 Max Upliftl 5=-1 1 6(load case 2) Max Grav24=920(load case 2),18=2265(load case 1),15=366(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 24-25=-97/0, 1-25=-97/0, 15-26=-10210,14-26=-102/0,1-2=-510,2-3=-2695/0,3-4=-2695/0,4-5=-322910, 5-6=-322910,6-7=-322910,7-8=-2473/0,8-9=-2473/0,9-10=0/1631,10-11=0/1631,11-12=-446/702, 1 2-1 3=-4 4 61702 , 13-14=-5/0 BOT CHORD 23-24=011 6 3 8,22-23=0/3183,21-22=0/2473,20-21=0/2473, 19-20=0/534, 18-19=0/534, 17-18=-702/446, 16-17=-7021446,15-16=-347/530 WEBS 7-21=-16/0,8-20=-64610,10-18=-190/0,2-24=-1 8 1 910,2-23=011183,3-23=-236/0,4-23=-54610,4-22=0152, 6-2 2=-3 1 310,7-22=01852, 11-18=-155710,13-15=-577/382,13-16=-526/0,12-16=01316,9-20=0/2415,9-1 8=26 0 710, 11-17=01157 NOTES 1)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 116 lb uplift atioint 15. 2)Load case(s)3 has/have been modified.Building designer must review loads to verity that they are correct for the intended use of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)370.Olb down at 12-3-12,and 370.0I15 down at 12-7-12 on bottom chord. The designiselection of such special connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert: 15-24=-10,1-14=-100 Concentrated Loads(lb) Vert:21=-370 20=-370 3)2nd unbalanced Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:15-24=-10,1-10=-20,10-14=-100 Continued on page 2 ,lan. 21, 2006 11 , 25AM _STOCK BUILDING SUPPLY No, ynq r. � Job Truss Truss Type Qty Ply BHATMF2 FT3GD FLOOR 1 1 _ Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Fri Jan 27 11:00:14 2006 Page 2 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:21=-101 20=-101 J.an. 1(. 100b 11 . 1hAM STOCK BUILDING SUFFLY No. N� q r, iu Job �FT4 russ Truss Type Oty Ply BI HATMF2 FLOOR 4 1 t— Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bemadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Fri Jan 27 11:00:14 2006 Page 1 0-4-0 0 1 8 2-6-0 1-6-12 0 1 8 r tale= 1:22.4 1x4 11 U4 = 3x5 = 1x4 II 3x4 = 1x4 II 3x4 = 6x6 = 2 3 4 5 6 7 3 W W2 W1 1 W2 W1 W V0 cc 1 tv T 1 1 r 1 � 11 10 9 8 3x6 = 3x4 = 1x4 II 3x10 = 1x4 II 5-3-0 7-0-12 9-8 4 12-3-12 12-7-12 12-7-12 Plate Offsets(X,Y): 14 0-1-8 Edge] 17.0-1-8 Edge] [11:0-1-8 Edge] [13.0-1-8 0-0-8] LOADING(ps}+ SPACING 2-0-0 CSI D€FL in (loc) 1/defl Ud PLATES GRIP TCLL 400 9oll Plates Increase 1.00 TC 0.31 Vert(LL) -0.08 10 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.14 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Cade IBC20001ANSI95 (Matrix) Weight 49 lb LUMBER BRACING TOP CHORD 4 X 2 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. BOT CHORD 4 X 2 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (lb/size) 12=661/0-3-8,7=66710-3-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1 2-1 3=-1 0 110,1-13=-101/0,7-8=0/11,1-2=-5/0,2-3=-167410,3-4=-1674/0,4-5=-118410,5-6=-1184/0,6-7=-1188/0 BOT CHORD 11-12=0/1173,10-11=0/1674,9-1 0=011 6 7 4,8-9=010 WEBS 7-9=011 29 1,2-12=-1286/0,5-9=-260/0,2-11=01554,4-9=-540/0,3-11=-185/0,4-10=0/6 NOTES 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 3)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard Jan, 27, 2006 11 : 25AM STOCK BUILDING SUPPLY No, 9�h4 Mock Building Supply To: 500 Duanesburg Rd Quotation r Schenectady, NY 12306 SHAKI BHATTI Job Number: Phone,(518)355-7190 Fax:(518)355-1371 Page: 1 Project: Block No: Date: 01-20-2006-10:59:21 AM Model: Lot No: Project ID: bhatmfl Contact: Site: Office: " Deliver To:" AoaountNo: Name: BUDGET INN-LOBBY FLOOR Designer: CRA Phone: Salesperson: Quote Number. Far— Tentative Deliv Date: Profile: Qty: .Truss Id: Span: Truss Type: Slope: LOH_ ROH 36 Fr1 24-3-12 FLOOR 1-8-0. 0-0-0 0-0-0 114 lbs.each 3 Fr2 16-2-14 FLooR 1-8-0 0-0-0 0-0-0 68 Ibs.each 4 10 13 12-11-2 FLooR 1-8-0 0-0-0 0-0-0 521bs.each i 1 s 1. t i a a �'55-7.0 _.._ .._-M....... _._. __.. ._ . _..-.. _.. .-_ -- --.. .._ 14 F 44' 3 1 - 1 T o - 11 ( 1 T c a z C N � 1 7-9-8 2 ILI C 4 l3 U stock Building Supply )0 Duanesbura Rd Ndme:SHAKI BHATTI Truss transferred from Lavo t Address:BUDGET IN M F cltenecXadv I.cab: ephone:51 B-355-7190 b h atm f l 3x:518-355-1371 Tele hQ ones Wit N c1 a : 20/2 Dwn CRA aar7, Z/, 1UUb I I ' lbHlVl--S UGK BUILUINO 6UV' LY_ H. M� F. i r TMFt FT1 FLOOR 36 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5200 s Dec 2 2003 MiTek Industries,Inc. Fri Jan 27 11:00:56 2006 Page 1 0F,'4-8-8 2-6-0 1-3-6 R-:6-R 1-3-6 , 0-11-8 r- I Scale= 1:42.0 1 x4 11 3x4 = 1 x4 11 3x6 = 1 x4 11 1x4 = 4x12 = 1x4 11 3x6 = 1x4 II 3x4 = 3x7 FP= 1x4 11 4x12 = 1x4 = 1 2 3 T1 5 6 7 8 9 10 11 T 12 13 f W 3 2 W 1 2W 2 4 2 W 1 2 W 3 1 25 q 00 q-1 B1 B B3 23 22 21 20 1918 17 16 15 14 410 = 3x6 FP= 3x7 =1x4 II 3x7 = 410 = 410 = 410= 1x4 II 3x6 FP= 5-3-0 10-4-8 , 11-"12-6-¢13-11-4 19-0-12 i 24-3-12 , 24-3-12 Plate Offsets(XY): [6:0-1-8,Edge] [7:0-1-8 Edge] [14:Edge 0-1-8] [23:Edge,0-1-8],[24:0-1-8,0-0-8] [25:0-1-8,0-0-6-- LOADING(psf) / SPACING 1-4-0 CSI DEFL in (loc) lidefl Lid PLATES GRIP TCLL 100,0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.79 19 >364 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.91 19 >317 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.18 14 n/a n/a BCDL 5.0 Code IBC20001ANS195 (Matrix) Weight:114lb LUMBER BRACING TOP CHORD 4 X 2 SPF-S 210OF 1.8E TOP CHORD Sheathed or 4-10-5 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF-S 1650F 1.5E "Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2 4 X 2 SPF-S 210OF 1.8E WEBS 4 X 2 SPF Stud ' � i�0•?�� �`' G a '� REACTIONS (lb/size) 23=1836/0-3-8,14=1836/0-3-8 [ FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 22-24=-151/0,1-24=-1 5 110,1 4-2 5=-1 5 110,1 3-25=-1 5110,1_ 10,2-3=-4870/0,3-4=-488510,4-5=-7078/0, 5-6=-7078/0,6-7=-7180/0,7-8=7078/0,8-9=-7078/0,9-10 78/0, 1 0-1 1=-48 8 510,11-12=-4870/0, 12-13=-6/0 BOT CHORD 22-23=012849,21-22=0/2849,20-21=0/6323,19-20=0/718 ,1 8-1 9=017 1 80, 17-18=0/7180, 16-17=0/6323, 15-16=0/2849,14-15=0/2849 WEBS 12-14=-3297/0,2-23=-3297/0,12-16=0/2374,2-2 1=012 3 74,11-16=-36310,3-21=-363/0, 10-16=-166710, 4-21=-1667/0,10-17=0/882,4-20=0/882,8-17=-317/0,5-20=-317/0,7-17=-151/0,6-20=-15110,6-19=0/0,7-18=010 NOTES 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Jan, 27. 2006 11 : 27AM---STOCK BUILDING SUPPLY No, y'�'�4 Job l. uaa Hype Qty Ply BHATMFI FT2 FLOOR 3 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Fri Jan 27 11:00:57 2006 Page 1 0-4-0 0�1r8 2-6-0 2-0-6F=9 01 8 Scale=1:29.0 1x4 I I 1 x4 11 1 x4 11 6x6 = 1 x4 = 3x8 = 3x6 FP= 3x4 = 3x4 = 1 x4 11 3x4 = 1 2 3 4 5 6 7 8 9 10 7W W1 2 W 2 W 1 2 W o 0 Bill]cc 00 16 15 14 13 12 11 3x6 = 3x10 = 3x4 = 48 = 1x4 11 1x4 11 5-3-0 7-4-14 8-1-14, 13-3-6 15-10-14 1F-2-,14 16-2-14 Plate Offsets(X Y): 15 0-1-8 Edge] [10:0-1-8 Edge] {12:0-3-4 Edge] fl3:0-1-8 Edge] fl7:0-1-8 0-0-8] LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 100.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 12-13 >916 360 Mf120 169/123 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.25 12-13 >746 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.00 10 n/a n1a BCDL 5.0 Code IBC20001ANS195 (Matrix) Weight:68lb LUMBER BRACING TOP CHORD 4 X 2 SPF-S 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (lb/size) 16=1196/0-3-8, 1 0=1 2 0 510-3-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 16-17=-149/0,1-1 7=-1 4 910,10-11=015,1-2=-6/0,2-3=-2759/0,3-4=-2759/0,4-5=-2759/0,5-6=-3093/0,6-7=-309310,7-8=-1762/0,8-9=-1762/0, 9-10=-1769/0 BOTCHORD 15-16=0/1762,14-15=0/3093,13-14=013093,12-13=0/2761,11-12=010 WEBS 10-12=0/2023,2-16=-2036/0,8-12=-360/0,2-15=011163,7-12=-116510,4-15=-333/0,7-13=0/388,5-15=-411/0,5-14=0119,6-13=-195/0 NOTES 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by Other means. 2)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 3)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard �an. 27, 2006 11 : 27AM STOCK BUILDING SUPPLY No, 9��4 r I� Job 1.--- u�� iYNv Qty Ply BHATMFI FT3 FLOOR 4 1 Job Reference o fronal Stock Building Supply,Schenectady,NY 12306,Bernadine Roney 5.200 s Dec 2 2003 MiTek Industries,Inc. Fri Jan 27 11:00:57 2006 Page 1 0-4-0 011r8 2-6-0 1-10-2 0 1 8- - fcate=1:22.9 1x4 11 1 x4 = 3x5 = 1 x4 11 3x4 = 1 x4 11 3x4 = 6x6 = 1 2 3 4 5 6 7 3 oc C W W2 1 W2 1 W 09 11 10 9 8 3x6= 3x4 = 1 x4 11 4x10 = 1 x4 11 5-3-0 7-4-2 9-11-10 _ , 12-7-2 12-11r2 12-11-2 Plate Offsets(X,Yj [4:0-1-8 Edge] (7:0-1-8 Edge] [11:0-1-8 Edge] [13.0-1-8 0-0-8] LOADING(psf) i SPACING 14-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 100.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.09 10 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.00 BC 0.41 Vert(TL) -0.11 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.00 7 nla n/a BCDL 5.0 Code IBC20001ANSI95 (Matrix) Weight:53lb LUMBER BRACING TOP CHORD 4 X 2 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied of 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib/size) 12=942/0-3-8,7=951/0-3-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 12-13=-148/0,1-13=-148/0,7-8=0/8,1-2=-6/0,2-3=-1903/0,3-4=-190310,4-5=-1335/0,5-6=-1335/0,6-7=-1341/0 BOT CHORD 1 1-1 2=011 3 33,10-11=0/1903,9-10=0/1903,8-9=0/0 WEBS 7-9=0/1532,2-12=-1539/0,5-9=-396/0,2-1 1=0166 6,4-9=-659/0,3-11=-307/0,4-10=0/2 NOTES 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 3)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard �an, 27, 2006 11 : 21AM STOCK BUILDING SUPPLY No. 9554 P. 1 Building Supply aWommcompany ' 500 Duanesburg Rd Schenectady, NY, 12305 `b Store #4405 (518)355m7190 �4 fax (518)355=1489 From• To: @ ��� / may Page 1 of Date a 000©a Building Peter Tisane Supply Contractor Safes 500 Duanesburg Road Schenectady,NY 12306 Tel:518.355.7190 Cell:518.365.2893 Nextel:16063 Fax:518.355.1489 012/0712006 08: 37 5187981864 WASHINGTON ST PAGE 01 JARRETT-MARTIN ENGMERS, PLLC Professional.Engin a eying Facsimile Cover Sheet This facsimile transmission is intended only for the use of the individual(s) or entity to which it is addressed, and may cohtai.n certain confidential information-belonging to the sender. If you axe not the intended recipient, you are hereby notified that any disclosure, copying, distribution., or the taking of any reliance on the contents of this information is strictly prohibited, If you have received this tzansmi.ssion, in error, please notify the sender by telephone immediately to arrange for return of the docuji-ients. To: Company: Phone: Fax: rl.45- .443'I From: Kenneth Martin, P.E., Principal. Company: Jarrett-Martin Engineers, PLLC Phone: (518) 792-2907 Fax. (518) 798-1864 Date: aI'7 t 0Lv Pages including this cover page: I S REGARDING: L qe, n Comments: 12 Fast Washington St. Glens Falls NY 12801 Phone 418-792-2907 Fax 51.8-798-1864 02/07/2006 08:37 5187981864 WASHINGTON ST PAGE 02 EXISTING REBAR #4 ® 24" O.C. EXISTING FOOTING (4) #4 CON'T a 2'—0" 4a—oar RAWL "POWER FAST" EPDXYJ #4 — 18" LONG OR EQUIVALENT ® 24" O.C. (BOTH SIDES) rmi IN FILL FOOTING REPOUR SCALE: N.T.SN.T.S, A DRAWING. 02/06/06 1& ISSUED FOR FOOTNG REPOUR BETWEEN mSTING BUILDINGS TSM DIDATE REV# ISSUED/REVISIONS BY FOOTING REPOUR DETAIL JARRETT—MARTIN ENGINEERS, P,LLC STRUCTURAL DESIGN PROFMIO"L MrACERM BUDGET INN HYS ROUTE 9 12 EAST WASHINETON STREET PRONE:(518)792-2907 OUEE;NSBURY,NEW YORK GLENS FALLS,N.Y. FAX(518)798-M4 FC- UARY 2006 PROF 03-045 SHEET:1 OF 1 FILE: F.1 OM4n o209W BWWer mra r-ooTprc REPCM.UWG Pi.0TrM 1 Rom:o2locyo� 6/07/2006 08:37 5187981864 WASHINGTON ST PAGE 03 JARR — MARTTN ENGINEERS, PLLC Job ©3-045 W. 'C,flgy PROFESSIONAL ENGINEERING Sheet# of 12 East Washington Street Calculated by Date Glens Falls, New York 12801 Checked by Date O 518-792-2907 Fax 518-798-1864 Scale L.....__...._...,__.....,..... .... ..... ........_._............ _.._.-.._...- --.._...__.-_ ...... _............. __...... ' I i I i L.._..-_.L..... h. . + _...__.Y_+' _._ � .......... �......_.__._. _........_...__._;.._. . ..'.. u. 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I 02.f.+8712006 08:37 5187981864 WASHINGTON ST PAGE 06 JARRETT - MARTIN ENGINEERS, PLLC Job 03:QI!5 WICIdlid PROFESSIONAL ENGINEERING Sheet# of 12 East Washington Street Calculated by Aete Glens Falls, New York 12801 Checked by Date JAad 518-792-2907 Fax 618-796-1864 Scale / r n -plow DL ff #rJ. _..._......... .. 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P w `f 0*110712006 08: 37 5187981864 WASHINGTON ST PAGE 09 JARRE'TT MARTIN ENGINEERS, PLLC Job Q3-05 &d' :39 lAA FROFESSIONAL ENGINEERING Sheet# b of 12 East Washington Street Calculated by Date Glens Fails, New York 12801 Checked by Date e6 518-792-2907 Fax 518-798-1864 Scale 2-j Fkzrz2.,q3 f� Poor grt,,i lbs we'll a ISO I I ! rxQl � --� 1'64 Al Ibs-4�c.� 3 /fSSz,- 021071200E 08:37 5187981864 WASHINGTON ST PAGE 10 Archon Snow Loads INPUT DATA: Ground snow load.=70.0 psf Type of Roof is Flat,<5 deg. Roof slope angle=22.6 Deg. Importance Category�II Exposure Category=B Structure is Partially Exposed. Roof thermal condition is Cold Roof Roof is Just above freezing Roof surface is not slippery FACTORS: Exposure factor(Ce)= 1.00 Importance factor(1)= 1.00 Thermal factor(Ct)= 1.10 Slope factor(Cs)= 1.00 Unit weight of snow=23.1 pcf Ground Snow Load =70.0 psf SNOW LOADS: Flat Roof, less than 5 deg. Balanced Loading: Fiat Roof. Snow Load=58.9 psf There is no unbalanced loading. O'2/07/2006 08:37 5187981864 WASHINGTON ST PAGE 11 59.4 psf. i FLAT ROOF 0`2107/2006 08:37 5187981864 WASHINGTON ST PAGE 12 Archon Snow Loads INPUT DATA,: Ground snow load=70.0 psf. Type of Roof is Hip or Gable Roof slope angle=22.6 Deg. Importance Category=11 Exposure Category=B Structure is Partially Exposed Roof thermal condition is Cold Roof Roof is Just above freezing Roof surface is not slippery FACTORS: Exposure factor(Ce)= 1.00 importance factor(l)= 1..00 Thermal factor(Ct)= 1.10 Slope factor(Cs)= I.00 Unit weight of snow=23.1 pcf Ground Snow Load�70.0 psf SNOW LOADS. Gable or Hip Roofs. Balanced Loading: Uniform load over entire roof=53.9 psf Unbalanced Loading: No load on one side of roof Uniform load on other side=70.1 psf 02/07/2006 08:37 5187981864 WASHINGTON ST PAGE 13 _ 53.9 Mv£ 70.1 psf \.\ l..nsding 1 Loading 2 I Cable nr Hip Roof 02l07l2006 08:37 5187981864 WASHINGTON ST PAGE 14 Archon Snow Loads .INPUT DATA: Ground snow load= 70.0 psf Type of Roof is Sawtooth Roof slope angle=22.6 Deg. Importance Category=11 Exposure Category=B Structure is Partially Exposed Roof thermal condition is Cold Roof Roof is Just above freezing Roof surface is not slippery FACTORS: Exposure factor(Ce) = 1.00 Importance factor(I)= 1.00 Thermal factor(Ct)= 1.10 Slope factor(Cs)= 1.00 Unit weight of snow=23.1pcf Ground Snow Load=70.0 psf SNOW LOADS: Sawtooth Roofs. Maned Loading: Uniform load over entire roof T 53.9 psf Unbalanced Loading: At peaks the load=27.0 psf Ta valleys the load= 1.07.8 psf 02/07/2006 08:37 5187981864 WASHINGTON ST PAGE 15 1.2 ft - 27.0 p.sf 33.9 psf 1 107_9 psf L 2.3 ft i 4.7ft Load g 1 Loadfe Z — I Sawtooth Roof 02/07/2006 08:37 5187981864 WASHINGTON ST PAGE 16 JARRETT — MARTM ENGINEERS, PLLC Job 03 —a y 5 5 k ds e 4- J�h Y\ PROFESSIONAL ENGMEERING Sheet* of 12 East Washington Street Ca)culeted by Date O Glens Falls, New York 12801 Checked by Date 518-792-2907 Fax 518-198-1864 Scale -- ... - i I if , I' i I , ; ( ' I y 7 i T 1 i ,I , I L i ... • ! i I ► ......... I , I �._..._.1. , _ _... I I l I I ...i. zl I , , 1 •02I07/2006 08:37 5187981864 WASHINGTON ST PAGE 17 JARRETT - MARTIN ENGINEERS, PLLC Job W^a C/-S- BqDeET X (�t PROrESSIONALENGINERR.rNG Sheet# 2 of 12 East Washington Street Calculated by Date 0 Glens Falls, New York 12801 Checked by date 518-792-2907 Fax 518-798-1864 Scale A . , I i - I I I I i. iI i I I I I I ( I I 1 I i i - 1 I i , I - i ---i. I -.._.. L..._--I ....._._,... .....__.... I I — 1 ; I l._..._,__........... I._....... M2l0712006 08:37 5187981864 WASHINGTON ST PAGE 18 " r JM ETT MARTIN ENGINEERS, PLLC Job 0�1--/Xf &' 7-4 7- PROF.ESSTONAL ENGINE.ERfNG Sheet# 3 of 12 East Washington Street 091rulated by Date Z Glens Falls, New York 12801 Checked by data 518-792-2907 Fax 518-798-1864 Scale I I I _ cl , ... i -t a�. I I I i _ jj ............. ' +III r I I , i I ' I _.. , . ............ �.. L. . I i _-. - I I I I I I �d � I a I f Jr, s I : i i I I i I i 'Professional Engineering 12 East Washington Street Gleps Falls, NY 12801 DATE Boa No ��t{ ATTENTIOht TEL 518-792-2907 FAX 518-798-1864 RE: WE ARE SENDING YOU Attached Under separate cover via the following items: Shop drawings j Prints L Plans _ _Samples Specifications Copy of letter G Change order COPIESDATE NO. bEscRiPTION ?/ Gam. _t, 6 Al i IVWh!or—WUr=hNSlJUKY �ECEJ THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ,�As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIG�tEB If enclosures are not as noted,kindly notify us at once. { H.Thomas Jarrett, P.E. Professional Engineering Kenneth Martin, P.E. November 11, 2005 Shaki Bhatti Budget Inn/Outback Site Rt. 9 Queensbury NY 12804 Re: Professional Services Agreement Outback Steak House &.Budget Inn Construction Phase Services Rt. 9, Queensbury NY JM#03-45 Dear Shaki, Based on our discussions, and your letter of November 10, 2005, Jarrett-Martin Engineers, PLLC will provide construction phase assistance related to site work for the Outback restaurant and the Budget Inn expansion. Our services will be on an as requested basis, and does not include full time construction observation. In addition, Jarrett-Martin Engineers, PLLC will provide construction observation services required by the Town of Queensbury, including but limited to periodic observations during construction of the motel expansion. Please note that we will rely on your staff to keep us informed of construction schedules,and we request that you provide as much advance notice as possible (minimum 24 hours) of upcoming milestones requiring our involvement. Please also advise us of the Town's requirements for construction observation. Jarrett-Martin Engineers, PLLC professional services will be billed on an hourly basis for work completed, plus out of-pocket expenses such as photography, mileage, printing/photocopying, cell phone usage, etc. Thank you for the opportunity to continue to assist you with this project; please confirm your authorization for us to proceed on your behalf by signing and returning the attached copy of this agreement. If you have any questions,please call us at 792-2907. 12 East Washington St. • Glens Falls, NY 12801 518-792-2907/ 518-798-1864 Fax ®Piinredo1RecyGedPape, i Shaki Bhatti,Budget Inn/Outback Restaurant November 11, 2005 Re: Professional Services Agreement Outback Steak House & Budget Inn Construction Phase Sincerely, Jarrett-Martin Engineers, PLLC H. Thomas Jarrett, P.E. Principal Copies: Dave Hatin, Town of Queensbury Building Inspector F IDataFile 12003 Project Files12003 Commercial ProjectsW3-045 Bhatti Sunset Motel A DesignVProject Management1345052604 Outback& Budget Inn Site Plan Agreement,doc Page 2 of 3 11f151'1005 09:14 5107981BG4 WASHINGTON ST PAGE 04 s. Shaki Rb.atti,Budget Inn/Outback Re$taurant November 1111, 2005 Re: Professional Services Agreement Outback Steak House& Budget Inn Construction Phase Terms of Agreement: Work completed order this agreernent will be billed on an hourly basis. Jarrett-Martin Engineers, PLLC rates are currently S$5/br for Principals and Senior Projcct Managers, S75/hr for Project Managers and Senior Project Professionals, $65/hr for Moject Professionals, S$51hr for dcsignets, technicians, construction field represcritatives, S451hour for cadd operators, plus S301hr for administrative assistance. Rates are subject to arutual review and change to reflect increase in labor and operating expenses. Out of pocket expenses +rill be billed at cc;t a.:nu are not included in the above estimated free unless specifically identified, Subconsultants and ,9tibcontractors, if necessary, shall contract directly with you for their services, however, if you request that they be billed through this office, their charges will. be marked up by 15% to cover handling costs. Foci and other charges will be invoiced at project milestones, project completion, or monthly if appropriate. Invoices will be due at'thc time of billing; bills not paid within 30 days Are subject to a .late payment service cbargc of 1.5%, compounded, monthly. Outstanding charges delinquent more titan 45 days subject the project to suspension until all Invoices are paid in.full. The attached. "Supple mcntal Terms and Conditi.otts of Agreement" are part of this Agreemcnt. Plea.-7,e note the "Limitations of Engineer's Liability" clauses. If you wi.sb to discuss any aspect of this Agreement,please contact us at 792-2907. Client shall supply the following: • access to propaty(ies)involved in project * existing x craps, reports, and other documents pertaining to tb-c site or project * fees and other out of pocket expenses, hi lied at cost contracts with subcontractnry and subcorisultants,as required construction schedule notification, mirtirnum 24 hours advance notice * dccailed listing of construction observation requirements Agreement Accepted by: C;nm 66&- (Name-and Title) (Date) Page a of 3 11/15/•2005 09:14 5187981@64 WASHiNGtIJM tnt Jarrett-Martin Engimeerr.,P]LLC ,Professional Serviccs Agreement Supplemontal Terms & Conditions of=Agroement project, Proi 0.,...,,..... Definitions; 1)A "cost esttmnte" is an opinion of probable construction coats or other outside services costs, based on ENGINEER'S pmfetssional judgment and experlenoe, and is not intended, nor is It to De Construed, at: e Guarantee of the total cast. ENGINEER shall assumt no liability for deviations'in actual costs from estimated costs,and CLIENT agrees to set aside contingency rundti to cover unforeseen costwdeviatlans. 2)"Certification" Is an expmaslon of ENGINEER`s prOossivnal opinion, to the best of ENGINEER'%knowledge, information. And belief. Such-1woment-toes not Constitute a warranty or guarantee,either express or implied,by the ENGINEER, 3)CONTRACTOR 5111811 mean general Contractor And any/alf subcontractors employed on project. Site Work: CLIENT shall provide t=NGINEER with right to eirwr project site(s) as rcquirizd to perform work Although ENGINEER shall exercise masonablo care in performing work, testing and other equipment may unavoidably cause damage, the correction W which is not part of work scope. CLIENT agrees to indemnify and hold ENGINEkR harmless agalnst any damages, (iabil+ties, costs, Inoluding reasonable attorney's fees and dafenso costs, arising of allegedly arising from procedures associated with testing or investigative activities, or corfnceled in anyway with the discovery of hazardous materials of subpvcted M21231 jous materials on the property. Appnavat of Work: The work pgoofrned by Jarrett-MRrtln Engineers, PLLG, hereinafter reforre." to as EN611NEER, shall be deemed approved and accepted by CLIENT and CLIENTS CONTRACTORS as. and when involced to CLIENT unless.CLIENT obits within 30 days of the invoice date by written notice specifically steting the details in which CLIENT b,@ilevres such work is incomp)We or defective. CONTRACTOR shall be required by CLIENT"to notify ENGINEER or defeats or potential defects at tkne of discovery and failure to do so ah9tf relieve ENGINEER of costs of romedying defects above the sum such rernedy would have Cast had prompt notification been given. Extra Work: Extra work shalt include, but not be limited to, additional office or fielq.work caused by policy, procedural, or law/coda/regulation changes, or by governmental agencies'requirements, Changes in the praject Wipe,Clircumatancat:and conditions not originally known to the ENGINEER, and work n4msitafed by any of the C9tlsn9 described In paragraph delay hereof. All extra work to be authorized in writing by CUENT prior to aommonCemont r continuance by rNGINEER CLIENT to cornpensata ENGINEER for extra work boned on Terms A Condifiona of this Agreement. Delay; Any delay, default, or termination 41 or of the performance of any obligation of ENGINEFR under this Agreprrtent caused dircttty or indlrertly by strikes, accidents, acts of God, shortage or unavailability of labor, materieir>,power or transportation through normal cornmcrcial channels, failure of CLIt=NT or CLIENT%agtdts to furnish inforrnatlon.or to approve or disapprove ENGINEER's work promptly, late, slow, or faulty performance. by CLIENT, contractor,or governmental agencies.the performance of whose wont is precedent to or concurrent with the performance of CNCINi=>;R's work, or any other ante,of trip CLIENT or any other Federal, State, or local government agency,or any other cause beyond ENGiNECR's reasonable control.shah not be deemed a breach of this Agreement. The occurrence of any such event shall suspend the obligations of ENCiNCER as lung as performance is delayed or prevented thereby,and tine fees due hereunder shs)►be c4uitabfy adjusted, Terrtlination: The oblIgMion to provide further Services under thib Agreement may be terminated t,y either party upon five(5)days written notice in the event ofaubstant{ai failure by the other party to part"in Accordanee with the terms hereof,including breach of payment terms,through no fault of the terminating party. In the event of any termination, ENGINEER shalt be paid for all setvices rendered to the date of terminatlon, as well at for all reimbursable expenses and reasonablIc termination expenses. indemnification. t;LIENT 5liafl indemnify, datend and hold ENGINEER harmless for Any and 01) loss, cost, expense,claim,damage,or liability of atny nature arising from;(a)soil condhicns and the locations of underground Vtifities,(b)changes in documents, plans, or specifications, including Alectronle, mado by GUENT or others; (c) u59 by CLIENT or others of documents, pkfres, Surveys, or drawings, including electronic,by ENGINEER for any purpose other than the specific;purpose fa which they were dealgned;(d)job site conditions and performance Of work on the project by others;(e)inaacura+oy of or defiidencige in data or information supplied by CLIENT; and(f) work performed an material or dais supplied by others. (g) costs onsing from the discovery of concealed or unknown tpndltions on the site or wifr+in ex<sling fadlitre5, (h)independent laboratory analyses, unless said Iona was safely Causad by ENGINEER'S own negrigenem. ENGINEER makes no guarantee gr warranty, either expressed or implied,as to his findings,mcornntandatlons'plans,spedficatlons,or professional advice oxcepi that ENGINEER will endeavor to perform in a manner conritaterrt with that degree of care and skill ordinary emw6sed by members of the same profession ourmridl practiring under 2sirniiar circumstances. Litigation- Should litigation be necessary ro coApct any portion of the amounts payatsle hereunder,then all costs and dxpgnaes of hirgettion and collection. Including without Imitation, fees, Court Costs, and attornoy's fogs (including such coats and fees bh appeal), shall be the obligation of the CLIENT. In the event that CLIENT Page t of 3 I'WtSG ao 11115l20Q5 09:14 51$798tiBi�o WASHINGTON ST Jarrett-Martin Engineers,PLLC Professional Services Agreement institutes a suit against ENGINEER, either direotly by complaint or by way of cross-complaint, including a Crass- Complaint for indemnity_ for alleyged negligence, error, omission, or other failure to perform, and if CLIENT fails to abtairt a iudgmant in CLIENT'S favor,the lawsuit l i dIsmI%sod. or it judgment Is rendered for ENGINEER, CLIENT agrees to pay ENGINEER at)costs of defenep,including atlornay'8 fees,expert wanness fees,court costs,and any end all other eaxpenms of defense. CLIENT agrraes Such payments shall to made immediately fomawlreQ dhe mirsai Of the cage or upon entry of judgment, If any action at jaw or equity, including an action for deeclariatory relief, is brought to enforce or interpret the provisions of this agreeniesnt,tho prevailing party snail be entitled to repsgnebic atiorne y's tees,whim may be set I>y the court in the s4trne gctlon or In a separate action brought for that purpose, in addition to dny other relief to which he may ba entitled Construction.Phases Services: CLIENT acknowledges that the design work performed pursuant to this agmement its based upon field and other conditions «existing at the time of preparation of ENGINEER's work. CLIENT further acknowledges that field and other condtions may change by the time project Construction Occurs, and that clarification, adjustments, mod4icatipng, diDorcpancits or other changes may be necessary t4 reflect ehangod field or other Conditions. if then scope of scrvirwo pursuant W this agreement does not include on-site conisfructforf review, Construction managrament, observation of construction of engineering structureiia, or other construction observation for fhio project, or if mubsequent to this agreement CLIENT retains other parsons or entities to provioo such servir,,cs, CLIENT acknowledgeS that 9uch 5ervicec will be performed by ritherb snd CLIENT will defend, indemnify and hold ENGMEER harmless from any and all claims arming from, or resulting -from the loarformanoe of ouch somcva by other persons or entitles except claims caused by the solo negligence or wififul misconduct of ENGINEER; and from any arts all .claims arWng from or retcutting,from cfsr<frotrticna, adjustments,modifications, discrepancies or other Ohanges necessary to reflect changed field or other conditions, except claims cavoed by the solo negligence or MINI misconduct of ENGINEER, in the event CLIENT discovers or becomes aware of changed field or other ocimitions wNeh necessitate clarifeCation, adjustmontx, modlftstions or other changes during the construction phase of the project. CLIENT agrees to notify ENGINEER and engage ENGINEER to prepare the necessary clarifications, adjustmtmts, modifications or other chnInges to ENGINEER 'Ronk before construction activities comrnencea or further activity proceeds > urthor, CUEN`i agrees to have proviofon in its construction contracts for the project which requires the contractor to notify CLIENT of any changed field or other conditions so that CLIENT may in turn notify ENGINEER pursuant to the provisions cf this paragraph: QUENT acknowledges that 1;NGMLEER is not responsible for she performance of work by third partles including, but not limited to, the conotnrction contractor and its 5ubcantraotom, ENGINEER shall review Contractor Submittals whkan nequestod by CLIENT, but only for the limited purpose of chr-c*ing for conforrnanw with the design concept and ttic Idformatiort in the Construction Documents. The review snail not include accurocy or campl©teness of details, quantities., dimensions, construction means/m0hodi, cooricfination with otner trades or safety procedures,all of which are the responsibitify of the Contractor. Observation and Toettrtg of rvonstrUction, Sa/sty: The gbaervation and tasting of ecriclructioo.is not ir'rtluded herein unless epocifecally agreed upon to thq Scope of Services as act forth in this Agreement, It should be undaretaod that the presence of CNGINEER's fistd representath*will be for the pttrp w of providing ooserv;;Kion of the progress and quality of work completed. Such visits and observation are not inaended to be an exhaustive check or a detalted inspection of the Contractors work but rather arc to allow the ENGINEER, as an experienced professional, to become genetalty familiar with thee,work In progreas and to detetrYina, in general. If the work is proceeding in aewrotance with the Contract Docurncn%, Under no clrcurttSlanCes is et ENGINEER's intent, nor shorll he have been-deemed,to directly control or auperyise the physical activities of the contractor's workman to accomplish the work an this project. The presonx of ENGINEER'S field representative at the,site is to prgvlde the Chent with a source of information onsed upon the field representative's observations of the contractor's work, bol does not include any superintending. ,upervi;jon, or direction of the actual wgric at the contractor or the Contractor's workmen, The contractor should be informed that neither the prosenm trf ENGINEER's field .epreesentative nor observation and testing personnel shall excuse the,contractor in any way for defects discovered ere his work. it is understood that ENGINEER will not be responsttlle for fob or site safety on Me project. CLIENT agrees that this Contractor shall be aolcly responsiole for jobsite safety and warrants that this intent ahaft be carried aUf in the Client's eorctrpct with Contractor. Client agrees to have Contractor indemnify ENGINEER and ENGINEER'S subcwnsuitants, and to make both additional insureds under Contractors liability jhsummoe policie€, Safety snd Hazardous Conditions: CLICNT agrees that in accordance with generally accepted construction pradloes,construction contractor will be fuquered to assume sole And complete resporisibiiity for job site conditions during the course of conptrudlon of the project,including safety of all persons and property;that this requirement shall be made to apply contlnuously and not be limited to normal working tlDuret, and CLIENT further t3grees to dofand, indemnify and hold ENGINEER harmiess from any and ail liability.reel or alleged, in tonna0ti0n with the performonca of work on this project, excepting liability arising from the hole nrcgiigance of ENGINEER, CLIENT shall provldti ENGINEER's personnel with any Information regardlnq potential hazerdts or whether personal ptoWetivo measures are 'Muired when working on project sitefe) associated with this contract and that ENGINEER's personnel be arforeled the opportunity io review any health and safety plan i valtable:for site(s)that they will be working on. in the event the project site is classifisO as a Hazarcioua Waste/Materials Site dunng the exetutlon of this Contraet's services,the fee will be re-negotiated to reflect the need for ENGINEER 10 Wrnply wttn currant regulations, Including OSHA aria specialized empfoyee training, It 19 understoad And agreed that ENGINEER la not, and has no responsibility as a handler, generator, operator. treetee or starer, transporter, AaVab 2 of 3 11f 15f2005 0�;la b167913106Q WASHINGTON ST 'o Jarrett-Martin) Engineers, PLLC Professional Services Agreement disposer, or detector(unless Specifically inofuded in scope of services)of hazardous or toxic Substances founts or identified at tho sits(s),and that CLIENT shall undertakes or arrange for the handling,removal,Immmint,storagii, transportation and dispoaal of hazardous substances Or constituents found or identified at the Ipsurancc's: ENGINEER shall procure and maintain throughout the period of this agreement,insurance required by applicable State end Federal laws, Certificates for aft such policies of insurance shall be provided to the ,0QUE,NT upon written request. The CLIFNT recognizes that ENGINEER Insurance policies contain certarrt exclusions inVuding exClusinrta for work involving asbestos containing materials and for cartmin claims arising from the diaCharga,dlsperstll, released or eaclapc of pollutants. in case ENGINEER shall, without fault on Its part, be made d party to any litigation commenced by or against GLIENT,then CLIENT shall protect and,hpitf ENGINEER harmless and shall pay All COWS, e)QDem;es and reasonable allorney fees incurrad or paid by ENGINEER in "nnectuon with such litigation. CLIENT shall also pay all cost expenses and reasonable attorney feet that may bo incurred or paid by ENGINEER in enforcing the covonants and dgreetttents in this evntract owaalrehiplUse of Documents: All reports, plans, specifications, computer filc9, field data, notes and other documents and instruments prepared by ENGINNER shall remain the property of the ENGINEER. 11 should toe urnderstoo l that any documents rendemd under tniS Agreement will be prepa(ed ht eoclordance with the agreed Scope of Services and pertain only to the subleot project and are proparpd for the eXCIUBatre use of the CLIENT for this intended purpose. tJst of the:-documents and data contained therein for other purposes is at the CLIENT's sole rbk and responsibility. CNGINEeR shall retain all common law,statutory,and other reseiveci rights, including. The Copyright thereto. Limitations of Englrtaurs Llafsility: This CLIENT agrees that ENGINEER'S liability for damages to the CLIENT for any wuprl wholsoevcr in cannectlon with this project and regardless of the form of action,whether In contract or In tort, including negllgenos, %half be limited to the rgreatnr of Fifty Thousand Dollars ($50,000.00). or ENGINEER'S IDtai free for services rendered on the protect ENGINEP-R has a right to CoMplete 811 services agreed to to rendered pursuant to this Contract. in the evont thlc agreement is tcrrninoted before tho completion of all ;snares, unless ENGINEER is responsible for avch early Icr*nination, WENT agrees to roleaGe ENGINEER from all liability for work performed, ENGINEER makes no reprimentatlons cony ernrng soli conditions unless specifically included in writing in this agreement.and he is not responsible for any liability that may anr4 out of the making or failure to make soil surveys, or subsurface soil teats,or general soft testing. ENGINEER shall not be liable for damages resUlting from the+actions or inactions of governmental agencies incltrciinp, but not limited to, permit processing, eAvironmentol Impact reports, dedleations, general plans and amendmentz thereto, zoning matters, annexations or consolidations, use or conditional Lisa permits. project or plan approvals, and building Permits. Limitations of liability, and indernnifimlons, In thee; document shall extend to ENGINEF-R's.partners, employees, and their heirs and assigns, as well as subconsultants and their officers, employees, heirs and assigns. CLIENT further agrees that CLIENT's sale and extJtrsive remedy,claim,demancr,or suit shall be directed only against ENGINEER and not apriinsi I NGtNEER's individual employees or partners. ENGINt*1=R shad not be required to execute any doc4men15 that in any way might, in, the sole ILldgrtrent of the ENGINEER, increase the ENGINEER's contractual or legal obligations or risks, or adversely affect the 2vailab0ily or coot of its profe:3rsional or general liability insurance, Controlling saws/Sevrerabilityr(5urvival: This Agreement is to be governed by the l2ws or the State of Ndw York. Any tarn or provision of this Agreement found to be Invalid under statute of law rhall be deemed omitted and the remaindel of this Agreement shall remain in effect. All righta, duties, and obligations of the parties to this Agreement, lAchiding timrtations of liability, indemnifications, warrantlo, and represenlations, shalt 5ur+lve completion or termination of Agreement and remain in full force and eftcet. Suecriaaors and Assigns; Neither CLIENT nor ENGINEER shall assign, sublet,or transfer any rrgntC under or interest in(Incluc':.,a.but without limitation,moneys that may become due or moneys that are due)this Agreement without the written Consent of the other, except to the ektent that any osoidnment, subletting or lranbfer Is rnd ndated by late Cr the affecl of this limitation May be restricted by law, ofapute Resolution: Parties agree tit attsrrlpt to resolve disputes through direct good faith negaN31iona. if that fails,all Claims,Cdunierclalma,disputes and other matters in question botweert the parties hereto arising out or or relating to this Agrtement or breach thereof shall be submitted second for non binding mediation, unless the parties mutually agree otherwise, NastlCes: All notices called for by this Contract+hall ba In writing and shall be deemed to haven been sufficiently given or cprved when pnerented personolly, or when deposited in the U.S. mail, ;)Ostage prepaip, andror certified and return receipt rcqucstcd, Acknowledgment of Supplemental Terms$Conditions of Agreement (Name) (Signaturo) Page 3 of 3 �3- 93 fiJ 6 2 6 JY EJp E it TT LIJ a ml Y T7 CiE S oc-1k .Bui roll "Supply 50Q.Ruanesburg Pd Nsme.-S.HAKI BHOrl Truss tr n� sferred from Layout Addrsss:..NUDGeT INN-MAIN ROOF Schenectady Job,NY 11A 1�' Tetephons:_5%365-7180 BHATMAIN Fax-,618-366-1311 Telephone: Scale: �200 Z012006 Drawn