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Specifications . ,g,i4,9z0/0-.0-n/s3 M Nicoli Engineering, Inc. PO Box 23784 Tigard Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684-3636 ADDENDUM NO. 1 ELEVATOR REVISIONS STRUCTURAL CALCULATIONS AND DETAILS ?u a kc). -cot City of Tigard Approved Plans FOR: By Date 1 2-itcI(O PITTMAN AND BROOKS (S 2'5 aeu 72- D4b liVE CERTIFIED PUBLIC ACCOUNTANTS 15255 SW 72ND AVE. TIGARD, OR 97224 REVISION OFFICE COPY 4, PRO4j, J%\ V ow �, X 1650 • A J A9 � N. K E G toll t 6) JOB NO.: 090512 CLIENT : RANDY BROOKS PREPARED BY : ENK CHECKED BY : JDA DATE : 11 -1 -2010 PAGE 1 OF 4 . .. Nivicol I ADDENDUM NO.: 1 Page' 2 Project: PITTMAN AND BROOKS By. JDA ENGINEERING, INC. Ref: ELEVATOR SHOP DRAWINGS Job No: 09 -0512 Dote: 11 -1 -10 4' -61/4" R. O. MIN. PROVIDE 5 1/8 x 9" G -LAM COLUMNS FOR SUPPORT OF IMO HOIST BEAM ABOVE. '7 - -- -- - � �L� , ___-, -- 'tip - NAIL LSL STUDS TO EA. SIDE 1 __ --1' - OF COLUMNS W/ (2) ROWS OF IN at III 7 — s 18" O.G. - STAGGERED. MY �+ t EXTEND FULL HEIGHT AND I. i ATTACH TO TOP fE'S W/ A35 +� R i i e EACH SIDE. r II 0 _ " : I e.� -- i 1 1 O � � � i' i % B.I - Iri 1 2.4 i N ..._ - 4 ill 4 P NEW SI x 153 STEEL 1 1 ; 1 I % HOIST BEAM ABOVE. 4 ■ MECH. ROOM SUMP PIT. VERIFY SIZE WITH .1 i PUMP REQUIREMENTS. >:a 7 i C.I 2.4 O.° NOS ELEVATOR FLOOR PLAN 1/4 c l'-0 GENERAL NOTE THE INFORMATION IN THE FOLLOWING ADDENDUM NO. 1 DOCUMENTS ARE STRUCTURAL REVISIONS REQUIRED PER STRUCTURAL REVIEW OF THE ELEVATOR SHOP DRAWINGS. STRUCTURAL REVISIONS INCLUDE NEW HOIST BEAM W/ SUPPORT COLUMNS AND INCREASED FOOTING DEPTH AND REINFORCING. THE ROUGH OPENING (RO.) DIMENSIONS HAVE BEEN NOTED AND REQUIRED THE NEW ELEVATOR BEAM BE ADJUSTED TO PROVIDE THE REQUIRED R.O. REFERENCE APPROVED PERMIT DOCUMENTS (BUP2010- 00153) SHEET 2.4 FOR REMAINING INFORMATION. REFERENCE ELEVATOR SHOP DRAWINGS PREPARED BY "SCI- IINDLER ELEVATOR CORP. ", DATED 10/6/2010 FOR ADDITIONAL INSTALLATION DETAILS AND REQUIREMENTS. 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2088 • Fax (503) 684 -3636 `il I C O I I ADDENDUM N AN Page: 3 Project: PITTMAN AND BROOKS By. JDA ENGINEERING, INC. Ref: ELEVATOR SHOP DRAWINGS Job No: 09 -05I2 Dote: 11 -I -I0 NEW S1 x 153 HOIST BEAM. NEW 5 1/8 x 9 GL. COLUMN FOR NOIST , N, N N N N BEAM - BEYOND. 0 ; ___:T _ I w i 3/1E7 ' \. ., , ■ 1 _ ~ v T) 1:' 9 z ' 6 \ _ 3/4 °m MACHINE In BOLTS 1.1:// LOCK `�` r - '� WA SH E RS AND `i I - "LOCK TIGHT ". O n = 0 �� .r..\ ? 1 I r t 1 \ ` 'f : 1/4/ '5 0 6" EACH WAY TOP AND BOTTOM J ,s 8' -4" I9° / r/. I WATER STOP - ,� i i CONT.' ,1 I, ..„ ,1 I, ., •' , -_ �� • • e l ., ,•:. • ..: . .".. • v • • • • . ,..... . , .. . 0.. 7 , -- ' -, , i SECTION AT ELEVATOR 2.4 9025 SW Center Street - PO Box 13784 j ilga d, Oregon 97281 • Phone (503) 620-2086 • Fax: (503) 684 -3636 `N I C O I I ADDENDUM NO.: 1 Page: 4 Project: PITTMAN AND BROOKS By. JDA ENGINEERING, INC. Ref: ELEVATOR SHOP DRAWINGS Job No: 09 -0512 Dote: 1I -1 -10 _. T.O. fE'S . I__ i T � ' I ! NEW 51 x 15.3 STEEL HOIST e BEAM. m i - EB - � , 11 1 E o i 9 Ll I I 1.1 0 I :I I N V I !I I / I 0 : m e NEW 5 1/8 x 9 GL. COLUMN N I I 11 iA I WALL BEYOND FOR SUPPORT • ` i- OF STEEL HOIST BEAM ABOVE. I i l • y _ "- III _ EB -3 1.I � 1,1 EB -4 : ; ; Li III I I i�c Z ill s III III II ! ■ c1) I III I : I 'L i - - 1 SLOPE ELEVATOR /I , " PIT " FOR SUMP PUMP. VERIFY "PIT" FLOOR FOR SIZE WITH PUMP REQUIREMENTS DRAINAGE TO SUMP. AND LOCATION W/ ELEVATOR INSTALLATION. PROVIDE 0 4 A 6" O.C. EACH WAY AROUND AND ;� UN DER PIT AS REQUIRED. 5" TYP. ALL SIDES — .J AND BOTTOM PF PIT. fi' rc SECTION AT ELEVATOR 2. 9025 SW Center Street - PO Box 23784 Tigard Oregon 97281 • Phone (503) 820 -2086 • Fax: (503) 684 -3636 Nicoli Engineering Inc. PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 STRUCTURAL CALCULATIO I + �� 4, SECOND FLOOR ADDITION JUN 2 5 2010 AND CITY OF TIGARD ELEVATOR BUILDING DIVISION ` /53 FOR: 15 2 5 s Ste/ 72t /GC__ PITTMAN AND BROOKS CERTIFIED PUBLIC ACCOUNTANTS 15255 SW 72ND AVE. TIGARD, OR 97224 PRO,?? t� "1NF F S,OZ \ , 1. ,507 f >A1 4,11, 17 11 1 q90 K�G� Note: Nicoli Engineering's design responsibility is limited to only those specific areas of the structure and /or project as presented herein. The attached calculations and /or construction details have been prepared for the above referenced project for the one - time -use at the noted site. JOB NO.: 090512 A ; CLIENT : RANDY BROOKS PREPARED BY : ENK ;CHECKED BY : SET ATE : 4 -26 -10 PAGE 1 OF kt s • Project: SECOND. FLOOR OFFICE ADDITION Page: 2 NNICOI Client: PITTMAN AND BROOKS By ENK ENGINEERING, INC. Job No.: 09 -0512 Date: S -21 -09 L O,4 P' , Wot t �r t�tC7 2, • &MP, 2,t /'. Pit~ 4 KICAlg L4 OAS 0 5 P P' . • i Y ` N1 L 4(7 • \,l s /-4(e. L'►� ht LJ 2 7 • 1,1 ' (1 ' -ti! 0, ?, , IS I NI hv(✓4 2 IN 1', \i.. A LA/ I . Lp (1v g/A r1 ( 7 P i t.-11 , k.•. c7 A v I! 5/4' 1/(-.:e ,-,-- T 4/s IN) &AA, I,0 tt, .v I o CD \ 6 1r2C/ , 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503)684 -3636 • WINIC011 • R Pro Client t. P� TMA ANDOBR D IGS ADDITION Page: � ENGINEERING, INC. Job No.: 09 -0512 Date: 8 -2I -09 ' F 00 e J CA '-51 c) - -- r -.4 ;, 1 I--............ .-7,ez g 11 ch_k_x___L:,,.....i,_...„,./.1 _4 u ci -.7,_.' 9- /- r ' ..„ i \ IA 1 1 N 1 1-2o` ! �� 121 :»7 •. li .� i 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 m`\ f7,,�� I ROOF JOIST 11 7/8" TJI® 210 @ 24" o/c TJ -Beam 6 30 Serial Number User 2 S26f20092.30.18PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version 6.3014 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 012 Roof SlopeO /12 98• b All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Roof (psf): 25.0 Live at 125 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Tapered(psf) Roof(1.25) 20.3 To 0.0 15.0 To 0.0 0 To 4' 8 3/8" Adds To SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 5.50" 5.50" 539/335 /0/874 End, TJI Blocking 1 Ply 11 7/8" TJI® 210 2 Stud wall 5.50" 5.50" 457/275/0 /732 End, TJI Blocking 1 Ply 11 7/8" TJI® 210 DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 819 807 2069 Passed (39 %) Lt. end Span 1 under Roof loading Vertical Reaction (Ibs) 819 819 1794 Passed (46 %) Bearing 1 under Roof loading Moment (Ft -Lbs) 3078 3078 4525 Passed (68%) MID Span 1 under Roof loading Live Load Defl (in) 0.399 0 575 Passed (U518) MID Span 1 under Roof loading • Total Load Defl (in) 0.641 0.863 Passed (U323) MID Span 1 under Roof loading - Deflection Criteria. STANDARD(LL:U360,TL:U240). - iLevel® maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2 ". Intermediate supports, 5 1/4 ". bracing(Lu): All compression edges (top and bottom) must be braced at 3' 5" o/c unless detailed otherwise. Proper attachment and positioning of .aral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel ®. 'Level® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® 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 an iLevel® Associate -Not all products are readily available. Check with your supplier or'Level® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: PITTMAN & BROOKS Pete Ketchum Nicoli Engineering, Inc PO Box 23784 Tigard, OR 97281 _ Phone 503 - 620 -2086 Fax : 503-684-3636 pketchum ©nicoliengineering corn Copyright 0 200'1 by iLevele, Federal Way, WA TJI®' and TJ -Beam are registered trademarks of iLevele. e -I Joist '",Pro and TJ -Pro" are trademarks of iLevele. X: \2009 \J - 090512 Pittman 6 Brooks - Addition to Office Building \Calculations \ROOF JOIST.sms 5 el ROOF.JOIST • J ss w• : 11 7 /8 ".TJI® 210 .@ 24" o/c T.1-Beene 6.30 Serial Number User 2 8/2620092:30:18 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Paget Engine Version 630.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED • Load Group: Primary Load Group 17' 3.00" ^ 1,Max. Vertical Reaction Total (lbs) 874 732 Max. Vertical Reaction Live (lbs) 539 457 Selected Bearing Length (in) 5.50(W) 5.50(W) t Max. Unbraced Length (in) 41 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 309 -261 Max Shear at Support (lbs) 313 -264 Shear.Within Span (lbs) 124 Member Reaction (lbs) 313 264 Support Reaction (lbs) 335 275 Moment (Ft -Lbs) 1159 Loading on all spans, LDF.= 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Shear at Support (lbs) 807 . -695 Max Shear at Support (lbs) 819 -702 . Shear Within Span (lbs) 332 Member Reaction (lbs) 819 702 Support Reaction (lbs) 874 732 Moment (Ft -Lbs) 3078 Live Deflection (in) 0.399 Total Deflection (in) 0.641 • • PROJECT INFORMATION: OPERATOR INFORMATION: PITTMAN & BROOKS Pete Ketchum Nicoli Engineering, Inc. PO Box 23784 Tigard, OR 97281 • • Phone : 503 - 620 -2086 Fax : 503-684-3636 pketchum @nicoliengineering.com • Copyright ® 2007 by iLevel ®, Federal Way, WA. TJI® and TJ -Beams are registered trademarks of iLevel ®. ' e -I Joist °,Pro' and TJ -Pro' are trademarks of iLevel ®. x: \2009 \J - 090512 Pittman a Brooks - Addition to Office Building \Calculations \ROOF JOIST.sms Nicoli Engineering, Inc. Project: PO Box 23784 • Tigard, OR 97281 SNOW DRIFT AT A PARAPET: Ref: W b W d m (max. intensity) Drift Surcharge . h •��. ► . h b P f Roof Reference: 1998 SOSSC, 1997 UBC Appendix Chapter 16 Division 1 INPUTS: P 25 basic ground snow load, psf. C e = 0.7 snow exposure cefficient, from table A -16 -A I= 1.00 importance factor, from table A -16 -B W 50 need not be more than 50 feet (drift only needs to be consider( h 4 feet OUTPUTS: Pf C not less than 25 psf = 25 psf h [0.43(W ^(1/3) *(P +10) ^(1/4)- 1.5]0.5 = 1.18 feet D= 0.13 *P +14.0 less than or equal to 35 pcf = 17.25 pcf he P/D = 1.45 feet W lesser of 4h or 4(h h = 4.71 feet P D(h + h b ) less than or equal to Dh = 45.30 psf Note: If (h / h < 0.2, drift loads do not need to be considered. (h / h = 1.76 NNicoll Project: SECOND FLOOR OFFICE ADDITION Page: 7 Client: PITTMAN AND BROOKS By. ENK ENGINEERING, INC. Job No.: 09 -0512 Date: S -21 -09 f O O P - c ?I I, - fi I-� s Flip z,vE a rric 1 1 ( 1 ` f,- , i; a - Q- Fpc r i ,, ....-.40 ,.. i . .etv__<__- — r2 ) U ' 1 L y , 2f t 1 t tl, V,V7 (-3 a: p e1) 4Y t 3 r% G 4* 4 f 111 W 1 rki ,--; --if, ffal k'll w 10 -__-- 40 Iti ,--- q.c7 s:?(.4c. ` IJ � !i l T r V<2t, Z.OGf '210o b 1�` 5141%11Ye7 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 DONico I . Project: SECOND FLOOR OFFICE CE ADDITION Page: � Client: PITTMAN AND BROOKS By. INK ENGINEERING, INC. Job No.: 09 -0512 Date: S -21 -09 1 t J 'C7C® 4- .- . i , c tit 1► t /v 14 I • W ` t>::. i : l% t t-' Y' id�",J Y L c c7 VA l.`7 L-7 \-7,, ' / ► 1 /6 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 ■ COMPANY PROJECT PITTMAN & BROOKS ; Wo o d Wo r k s ROOF BEAMS RB -1 VVIIMMFOPWOODDEVWN Aug. 26, 2009 14.34 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full UDL 15.0 No Load2 Snow Full UDL 25.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : • • =O.p ,_,�; 4• • ..•_ 7 _ - - - P+- ..Y= • - u - .. � °P. ' + -r r� • _ y . � F -'_.� _• :rte. ' -� - w-. -'- - ['.. _ • - r • �.. �'- - - _r -_. - 9" -frm. �- �,- �.d' ' - -- •� .,;r,� .-.- .. �,_, - �. Q 0' 6 Dead 64 64 Live 75 75 Total 139 139 Bearing: LC number 2 2 Length 1.00 1.00 PSL, 2.0E, 2900Fb, 1- 314x11 -7/8" Self Weight of 6.49 plf automatically included in loads; Lateral support. top= at supports, bottom= at supports; Load combinations. ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 7 Fv' = 328 fv /Fv' = 0.02 Bending( +) fb = 61 Fb' = 1979 fb /Fb' = 0.03 Live Defl'n 0.00 = <L/999 0.20 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.30 = L/240 0.01 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2900 1.15 - 1.00 0.593 1.00 - 1.00 1.00 - - 2 Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +S, M = 209 lbs -ft Shear : LC# 2 = D +S, V = 139, V design = 93 lbs Deflection: LC# 2 = D +S EI= 488e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor 1 0 COMPANY PROJECT ; PITTMAN & BROOKS r- t `d �' WoodWorks SOFf1YA77t fOA WOO( !)FS7GN RB -2 Aug. 26, 2009 14:40 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern t Loadl Dead Point 64 2.50 No Load2 Snow Point 75 2.50 No Load3 Dead Point 64 10.00 No Load4 Snow Point 75 10.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ,..- -- - _ - � ' .. •ter"` ¢.�, -JC � - _� - Z 0 0' 12' Dead 100 106 Live 72 78 Total 172 184 Bearing: LC number 2 2 Length 1.00 _ 1.00 PSL, 2.0E, 2900Fb, 1- 314x11 -718" Self Weight of 6 49 plf automatically included in loads; Lateral support' top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design - Shear fv = 13 Fv' = 328 fv /Fv' = 0.04 Bending( +) fb = 119 Fb' = 1136 fb /Fb' = 0.11 Live Defl'n 0.01 = <L/999 0.40 = L/360 0.03 Total Defl'n 0.03 = <L/999 0.60 = L/240 0.05 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2900 1.15 - 1.00 0.340 1.00 - 1.00 1.00 - - 2 Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +S, M = 409 lbs -ft Shear : LC# 2 = D +S, V = 184, V design = 177 lbs Deflection: LC# 2 = D +S EI= 488e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 1 1 COMPANY PROJECT N & BROOKS %Vood\'\Iorks® ROOF ROOF BEAMS RB -3 SORW uEFOR woOD DFAGN RB -3 Aug. 26, 2009 14:47 Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern 4 Loadl Dead Full UDL 218.0 No Load2 Snow Full UDL 363.0 No Load3 Dead Partial UDL 90.0 90.0 0.00 4.00 No Load4 Snow Partial UDL 150.0 150.0 0.00 4.00 No Load5 Dead Partial UDL 90.0 90.0 10.00 14.00 No Load6 Snow Partial UDL 150.0 150.0 10.00 14.00 No Load? Dead Point 106 4.00 No Load8 Snow Point 78 4.00 No Load9 Dead Point 106 10.00 No LoadlO Snow Point 78 10.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : . ..."a,rt.'W ..r _,..“-s. "^.‘,- -..r.- - `' °.r A o 0' 14' Dead 2128 2128 Live 3219 3219 Total 5347 5347 Bearing: LC number 2 2 Length 1.36 1.36 PSL, 2.0E, 2900Fb, 5- 114x11 -718" Self Weight of 19.48 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 109 Fv' = 328 fv /Fv' = 0.33 Bending( +) fb = 1689 Fb' = 3249 fb /Fb' = 0.52 Live Defl'n 0.25 = L/658 0.47 = L/360 0.55 Total Defl'n 0.51 = L/328 0.70 = L/240 0.73 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2900 1.15 - 1.00 0.973 1.00 - 1.00 1.00 - - 2 Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +S, M = 17368 lbs -ft Shear : LC# 2 = D +S, V = 5347, V design = 4516 lbs Deflection: LC# 2 = D +S EI= 1465e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. t Z COMPANY PROJECT ,/-7,,, ` . © PITTMAN & BROOKS , ROOF BEAMS t..,. �� ' k � , � Woodworks RB-4 h„y -,yy SOP! WARE rns WOUO UES/G. RB-4 Aug. 26, 2009 14:54 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat- ' Start End Start End tern . Load3 Dead Partial UDL 90.0 90.0 0.00 4.00 No Load4 Snow Partial UDL 150.0 150.0 0.00 4.00 No Load5 Dead Partial UDL 15.0 15.0 4.00 11.00 No Load6 Snow Partial UDL 150.0 150.0 4.00 11.00 No Load? Dead Point 106 4.00 No Load8 Snow Point 78 4.00 No Load9 Dead Point 106 11.00 No Load10 Snow Point 78 11.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : _ _ 4 ,-.:. - ."� - =- - m.= -- . - -..,• - �.. - -_ _. .- ,. ... . _ -_ -• ». r -- .. -,•,:'.., -..,:c-...., .. , _ .E - . A 0 0' 14' Dead 547 312 Live 1074 732 Total 1621 1044 Bearing: LC number 2 2 Length 1.00 1.00 PSL, 2.0E, 2900Fb, 3- 112x11 -718" Self Weight of 12.99 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design _ Shear fv = 50 Fv' = 328 fv /Fv' = 0.15 Bending( +) fb = 724 Fb' = 2950 fb /Fb' = 0.25 Live Defl'n 0.13 = <L/999 0.47 = L/360 0.28 Total Defl'n 0.20 = L/820 0.70 = L/240 0.29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2900 1.15 - 1.00 0.884 1.00 - 1.00 1.00 - - 2 Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +S, M = 4964 lbs -ft Shear : LC# 2 = D +S, V = 1621, V design = 1379 lbs Deflection: LC# 2 = D +S EI= 977e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. DONicoll Project: SECOND FLOOR OFFICE ADDITION Page: I • Client: PITTMAN AND BROOKS By. ENK ENGINEERING, INC. Job No.: 09 -0512 Date: S -21 -09 -) s 7 i Akkt w X 4 , )fix1 '4 `, z x) F (. w L c ry x 21 tr r- ,) 141,5 C°3 rt-r u L-7te 4,4 11p 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 Project: SECOND FLOOR OFFICE ADDITION Page: 14- Client: PITTMAN AND BROOKS By ENK ENGINEERING, INC. Job No.: 09 -0512 Date: 5 -21 -05 14, 4 ,z;;C vV c �. L7y qv, 2� �LI% s (L-0' ki) 15 W, sax S31 s (i1 \ LC 5 g b, -2- 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 1S COMPANY PROJECT /5 PITTMAN & BROOKS U0' �, a � H- EADERS SOFT; Afl FOAWOUDbENGM H -1 Aug. 26, 2009 15:02 Design Check Calculation Sheet Sizer 2004a ▪ LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pat - Start End Start End tern • Loadl Dead Full UDL 338.0 No Load2 Snow Full UDL _ 188.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0 0 0' 8' Dead 1402 1402 Live 752 752 Total 2154 2154 Bearing: LC number 2 2 Length 1.00 1.00 Timber -soft, D.Fir -L, No.2, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 50 Fv' = 195 fv /Fv' = 0.25 . Bending( +) fb = 625 Fb' = 1006 fb /Fb' = 0.62 Live Defl'n 0.03 = <L/999 0.27 = L/360 0.13 Total Defl'n 0.13 = L/745 0.40 = L/240 0.32 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +S, M = 4307 lbs -ft Shear : LC# 2 = D +S, V = 2154, V design = 1727 lbs Deflection: LC# 2 = D +S EI= 511e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (A11 LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4.1 te COMPANY PROJECT 1 1 i © HEADERS PITTMAN 8 BROOKS li %Vood"Vorks H_2 soflwnrewu WOOD ursmN H -2 Aug. 26, 2009 15:04 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Loadl Dead Full UDL 240.0 No Load2 Snow Full UDL 25.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 8' Dead 999 999 Live 100 100 Total 1099 1099 Bearing: LC number 2 2 Length 1.00 1.00 Timber -soft, D.Fir -L, No.2, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 31 Fv' = 153 fv /Fv' = 0.20 Bending( +) fb = 465 Fb' = 675 fb /Fb' = 0.69 Live Defl'n 0.01 = <L/999 0.27 = L/360 0.03 Total Defl'n 0.15 = L /655 0.40 = L/240 0.37 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 750 0.90 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 1 Fv' 170 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 1 = D only, M = 1998 lbs -ft Shear : LC# 1 = D only, V = 999, V design = 843 lbs Deflection: LC# 2 = D +S EI= 251e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1 COMPANY PROJECT PITTMAN & BROOKS il Wood Works HEADERS .: H -2 SOF7NAllf/-.)F WOOD I11.51L:N H -3 Aug. 26, 2009 15'06 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Loadl Dead Full UDL 218.0 No Load2 Snow Full UDL 363.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : o 0' 3' Dead 331 331 Live 544 544 Total 876 8 Bearing: LC number 2 2 Length 1.00 1.00 Lumber -soft, D.Fir -L, No.2, 4x4" Self Weight of 2.91 plf automatically included in loads; Lateral support' top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 86 Fv' = 207 fv /Fv' = 0.42 Bending( +) fb = 1103 Fb' = 1552 fb /Fb' = 0.71 Live Defl'n 0.03 = <L/999 0.10 = L/360 0.33 Total Defl'n 0.06 = L/569 0.15 = L/240 0.42 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.500 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +S, M = 657 lbs -ft Shear : LC# 2 = D +S, V = 876, V design = 706 lbs Deflection: LC# 2 = D +S EI= 20e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4.1. i8 COMPANY PROJECT PITTMAN & BROOKS %Vo od\No r ks® HEADERS sofruAre tnc woo,,ysrca H-4 Aug. 26, 2009 15.07 Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location Eft] Pat - Start End Start End tern Loadl Dead Full UDL 443.0 No Load2 Snow Full UDL 425.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : o v 0' 8' Dead 1832 1832 Live 1700 1700 Total 3532 3532 Bearing: LC number 2 2 Length 1.03 1.03 Timber -soft, D.Fir -L, No.2, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 64 Fv' = 195 fv /Fv' = 0.33 Bending( +) fb = 699 Fb' = 999 fb /Fb' = 0.70 Live Defl'n 0.04 = <L/999 0.27 = L/360 0.16 Total Defl'n 0.11 = L/848 0.40 = L/240 0.28 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.15 1.00 1.00 0.993 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +S, M = 7064 lbs -ft Shear : LC# 2 = D +S, V = 3532, V design = 2686 lbs Deflection: LC# 2 = D +S EI= 906e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1 COMPANY PROJECT PITTMAN & BROOKS ! ( c[l WoodWorks HEADERS l �, H -5 SOFIWMa tORWOOt VF4GN H -5 Aug. 26, 2009 15:09 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft) Pat - Start End Start End tern Loadl Dead Full UDL 203.0 No Load2 Snow Full UDL 675.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0 0' 3' Dead 311 311 Live 1013 1013 Total 1324 1324 Bearing: LC number 2 2 Length 1.00 1.00 Lumber -soft, D.Fir -L, No.2, 4x6" Self Weight of 4.57 plf automatically included in loads; Lateral support' top= at supports, bottom= at supports, Load combinations. ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 72 Fv' = 207 fv /Fv' = 0.35 Bending( +) fb = 675 Fb' = 1345 fb /Fb' = 0.50 Live Defl'n 0.02 = <L/999 0.10 = L/360 0.16 Total Defl'n 0.02 = <L/999 0.15 = L/240 0.15 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending( +): LC# 2 = D +S, M = 993 lbs -ft Shear : LC# 2 = D +S, V = 1324, V design = 919 lbs Deflection: LC# 2 = D +S EI= 78e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. eaNiC011 • Project: SECOND FLOOR OFFICE ADDITION Page: 'ZO Client: PITTMAN AND BROOKS By. ENK ENGINEERING, INC. Job No.: 05 -0512 Date: 8 -21 -0S "rt) Glr L ' VIA" Vf t 5177 v.)--1, 2 l c t c7.e- 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 2 1 s PITTMAN & BROOKS FLOOR JOIST TJ- Bearne6 30 Sena! Number 11 7/8" TJI® /L65 @ 16" o/c User 2 9/2/2009 10 44.54 AM Page 1 Engine Version 6 30 14 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 94• Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 0.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Floor(1.00) 100.0 0.0 0 To 4' Adds To Uniform(psf) Floor(1.00) 50.0 0.0 4' To 14' Adds To SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 5.50" 4.25" 700 /327 /0/1027 End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® 2 Stud wall 5.50" 4.25" 500 / 327 / 0 / 826 End, Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 1000 1000 1925 Passed (52 %) Rt. end Span 1 under Concentrated loading Vertical Reaction (Ibs) 995 995 1885 Passed (53 %) Bearing 2 under Concentrated loading - Moment (Ft -Lbs) 2711 2711 6750 Passed (40 %) MID Span 1 under Floor loading Live Load Defl (in) 0.128 0.331 Passed (U999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.205 0.663 Passed (U777) MID Span 1 under Floor loading _ TJPro 57 30 Passed Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - iLevel® maximum bearing length controls reaction capacity Limits: End supports, 3 1/2 ". Intermediate supports, 5 1/4 ". - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.85 PROJECT INFORMATION: OPERATOR INFORMATION: Pete Ketchum Nicoli Engineering, Inc. PO Box 23784 Tigard, OR 97281 Phone : 503 - 620 -2086 Fax 503 - 684 -3636 pketchum @nicoliengineering.com Copyright a 2007 by iLevela, Federal Way, WA. TJIa and TJ -Beams are registered trademarks of iLevela e -I Joist °,Pro° and TJ -Pro." are trademarks of iLevela X• \2009 \J - 090512 Pittman a Brooks - Addition to Office Building \Calculations \FLOOR JOIST sms ° 2 2 'eve].) PITTMAN & BROOKS 4 " FLOOR JOIST TJ- Beam®6 30 Serial Number 11 7/8" TJ I®/L65 @ 16" o/c User. 2 9!2/2009 10 4454 AM Page2 Engine Version 6 30 14 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® 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 an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. -Live load on portion of joist area is very low. PROJECT INFORMATION: OPERATOR INFORMATION: Pete Ketchum Nicoli Engineering, Inc. PO Box 23784 Tigard, OR 97281 Phone : 503 - 620 -2086 Fax :503- 684 -3636 pketchum @nicollengineering.com Copyright 2007 by iLevel ®, Federal Way, WA TJI® and TJ -Beam® are registered trademarks of :Level®.. e -I Joist °,Pro° and TJ -Pro° are trademarks of iLevel ®. X• \2009 \J - 090512 Pittman & Brooks - Addition to Office Building \Calculations \FLOOR JOIST.sms 2 PITTMAN & BROOKS FLOOR JOIST TJ-Beam® 6 30 Serial Number 11 7/8" TJI®/L65 @ 16" o/c User 2 9/2J2009 10 44 54 AM Page 3 Engine Version 6 30 14 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 13' 3.00" ^ - Max. Vertical Reaction Total (lbs) 1027 826 Max. Vertical Reaction Live (lbs) 700 500 Selected Bearing Length (in) 4.25(W) 4.25(W) Max. Unbraced Length (in) 69 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 305 -305 Max Shear at Support (lbs) 309 -309 Shear Within Span (lbs) 140 Member Reaction (lbs) 309 309 Support Reaction (lbs) 327 327 Moment (Ft -Lbs) 1024 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 944 -774 Max Shear at Support (lbs) 959 -784 Shear Within Span (lbs) 307 Member Reaction (lbs) 959 784 Support Reaction (lbs) 1027 826 Moment (Ft -Lbs) 2711 Live Deflection (in) 0.128 Total Deflection (in) 0.205 PROJECT INFORMATION: OPERATOR INFORMATION: Pete Ketchum Nicoll Engineering, Inc. PO Box 23784 Tigard, OR 97281 Phone : 503- 620 -2086 Fax : 503-684-3636 pketchum @nicoliengineering corn Copyright 0 2007 by iLevel ®, Federal Way, WA TJI® and TJ -Beam® are registered trademarks of :Level® e -I Joist °,Pro° and TJ-Pro' are trademarks of iLevel® X: \2009 \J - 090512 Pittman a Brooks - Addition to Office Building \Calculations \FLOOR JOIST.sms • EilNicoli Project: SECOND FLOOR OFFICE ADDITION Page: 2�- Client: PITTMAN AND BROOKS By: ENK ENGINEERING, INC. Job No.: 09 -0512 Date: 5 -21 -09 &" ArAti n1 1kvbr � r a5 )7 "( \\i y ' S. ei? , ,00h' 5. 'off r.r' rici‘k, z - z,► 19`1,rt, up 1)01e, Z /rP " 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 • KINicoli Project: SECOND FLOOR OFFICE ADDITION Page: '2.5 Client: PITTMAN AND BROOKS By ENK ENGINEERING, INC. Job No.: 09 -0512 Date: 8 -21 -09 1 (27, 4,1 / y 1 - 71 1 %. c 1 re7L-J 2(/ I, G �v�b 1 ctc,L ( = '�, 5 � 11 5Crr X4, 5 P 1 T I �v ; . ,x 1� 11 �� c Y 2 9 T 7 <<, cit ere> 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 • COMPANY PROJECT Ctr"61-111 PITTMAN 8 BROOKS Wood\iVorks® FLOOR BEAMS FB -1 SOFT WAIN. FOR WOOD Hatch FB -1 Sep. 2, 2009 10:49 Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Pat - Start End Start End tern Loadl Dead Full UDL 15.0 No Load2 Live Full UDL 50.0 No Load3 Wind Point 4642 4.00 No Load4 Wind Point 4642 17.50 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : -' •v..,:.. .:. .--.� - ' -- 0' 1T-6" Dead 245 245 Live 3528 5651 Total 3773 5895 Bearing: LC number 4 4 Length 1.44 2.25 PSL, 2.1E, 3100Fb, 3- 112x11 -718" Self Weight of 12.99 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 135 Fv' = 456 fv /Fv' = 0.30 Bending( +) fb = 2176 Fb' = 3150 fb /Fb' = 0.69 Live Defl'n 0.54 = L/385 0.58 = L/360 0.93 Total Defl'n 0.63 = L/332 0.88 = L/240 0.72 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 3100 1.60 - 1.00 0.634 1.00 - 1.00 1.00 - - 4 Fv' 285 1.60 - 1.00 - - - - 1.00 - 1.00 4 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.1 million - 1.00 - - - - 1.00 - - 4 Bending( +): LC# 4 = .6D +W, M = 14915 lbs -ft Shear : LC# 4 = .6D +W, V = 3773, V design = 3752 lbs Deflection: LC# 4 = .6D +W EI= 1026e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor 27 • COMPANY PROJECT PITTMAN & BROOKS FLOOR BEAMS Wood Works FB -2 Saar »Alit FOR W0O1) UFSrc FB -2 Sep. 2, 2009 10'52 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Load5 Wind Point 8035 0.00 No Load6 Wind Point 8035 10.00 No Load3 Dead Full UDL 15.0 No Load4 Live Full UDL 50.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : _ `vC'^.rw...... • . .a-- -- - i - •�...� s.' >...�' -._ - : .�Y .. -' _ _ wa•+u - . • 0 A 0' 10' Dead 107 107 Live 8005 8005 Total 8112 8112 Bearing: LC number 4 4 Length 6.18 6.18 PSL, 2.1E, 3100Fb, 1- 3/4x11 -7/8" Self Weight of 6.49 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 21 Fv' = 285 fv /Fv' = 0.07 Bending( +) fb = 261 Fb' = 1375 fb /Fb' = 0.19 Live Defl'n 0.02 = <L/999 0.33 = L/360 0.07 Total Defl'n 0.04 = <L/999 0.50 = L/240 0.07 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 3100 1.00 - 1.00 0.443 1.00 - 1.00 1.00 - - 2 Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.1 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +L, M = 894 lbs -ft Shear : LC# 2 = D +L, V = 357, V design = 287 lbs Deflection: LC# 2 = D +L EI= 513e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 28 COMPANY PROJECT i1 PITTMAN & BROOKS %Vood\i\Iorks ® FLOOR BEAMS .' snF)WAI IFOR WOOD L)I ICN FB-3 Sep. 2, 2009 11:02 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Pat - Start End Start End tern Load5 Live Point 3528 12.00 No Load3 Dead Full UDL 203.0 No Load4 Live Full UDL 675.0 No Load? Dead Point 245 12.00 No Load6 Dead Point 107 15.00 No Load8 Live Point 8005 15.00 No Load9 Wind Point 4273 17.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 17' Dead 2094 2277 Live 7717 15291 Total 9811 17568 Bearing: LC number 2 2 Length 1.40 2.51 Glulam -Bal., West Species, 26F -1.9E WS, 10- 314x13 -1/2" Self Weight of 33.41 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 171 Fv' = 240 fv /Fv' = 0.71 Bending( +) fb = 1940 Fb' = 2437 fb /Fb' = 0.80 Live Defl'n 0.54 = L/380 0.57 = L/360 0.95 Total Defl'n 0.71 = L/287 0.85 = L/240 0.84 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2600 1.00 1.00 1.00 1.000 0.937 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.9 million 1.00 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +L, M = 52796 lbs -ft Shear : LC# 2 = D +L, V = 17568, V design = 16543 lbs Deflection: LC# 2 = D +L EI= 4188e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3 3 3 5. GLULAM bearing length based on smaller of Fcp(tension), Fcp(comp'n). 2 • COMPANY PROJECT y ''' ..); PITTMAN & BROOKS .� %V 0 d \No r k S � ' FLOOR BEAMS 'fel. £OFfWAI:I FOR WOOD DESIGN FB-3A Sep. 2, 2009 11 Design Check Calculation Sheet Sizer 2004a . LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Load5 Live Point 3528 12.00 No Load3 Dead Full UDL 203.0 No Load4 Live Full UDL 675.0 No Load7 Dead Point 245 12.00 No Load6 Dead Point 107 15.00 No Load8 Live Point 8005 15.00 No Load9 Wind Point 4273 17.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : _ . '? ;, - -`µ. Vi :rte. - - ..--_. - ...... �• �.. ' �� +re -.-• . .� -r -. . . •r^^�'°`_ . - ... ..- . - , .r.rT•^' -... yet•" ^...' .. - .. o A 0' 17' Dead 2108 2290 Live 7717 15291 Total 9825 17581 Bearing: LC number 2 2 Length 1.87 3.35 PSL, 2.1E, 3100Fb, 7x16" Self Weight of 35.0 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; - Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 219 Fv' = 285 fv /Fv' = 0.77 Bending( +) fb = 2123 Fb' = 3004 fb /Fb' = 0.71 Live Defl'n 0.45 = L/455 0.57 = L/360 0.79 Total Defl'n 0.59 = L/343 0.85 = L/240 0.70 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 3100 1.00 - 1.00 1.000 0.97 - 1.00 1.00 - - 2 Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.1 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +L, M = 52848 lbs -ft Shear : LC# 2 = D +L, V = 17581, V design = 16364 lbs Deflection: LC# 2 = D +L EI= 5018e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2 SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 30 COMPANY PROJECT , 7 i ;- PITTMAN & BROOKS !•i_ WoodWorks® FLOOR BEAMS FB-4 +.,.✓ SOFI) ARE FOR WOOD DESIGN FB-4 Sep. 2, 2009 11.07 Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Load/ Wind Point 4273 3.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : .. _ _ -�..:- -, C _ - -... o •--. 1C... 0 0 17' Dead 110 110 Live 3519 754 Total 3629 864 Bearing: LC number 2 2 Length 1.38 1.00 PSL, 2.1E, 3100Fb, 3- 112x11 -7/8" Self Weight of 12 99 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 131 Fv' = 456 fv /Fv' = 0.29 Bending( +) fb = 1580 Fb' = 3225 fb /Fb' = 0.49 Live Defl'n 0.37 = L/545 0.57 = L/360 0.66 Total Defl'n 0.41 = L/498 0.85 = L/240 0.48 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 3100 1.60 - 1.00 0.650 1.00 - 1.00 1.00 - - 2 Fv' 285 1.60 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.1 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = .6D +W, M = 10828 lbs -ft Shear : LC# 2 = .6D +W, V = 3629, V design = 3616 lbs Deflection: LC# 2 = .6D +W EI= 1026e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber). the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. • Nicoii Project: SECOND FLOOR OFFICE ADDITION Page: 3 Client: PITTMAN AND BROOKS By. ENK ENGINEERING, INC. Job No.: 0S -0512 Date: 8 -21 -05 k \,4 q (1t5- 7 ' ) v - Q- - /LI C? 41 - cc, - to. w- .ce. & 14--0 - Or rtii- 4 c 4 ,-- 2A( r , —)S. • Crcn ( b( (-) 'fir = 13 al 9 tC714 V?A - fi r `- �� 4, �7 \\;?';.r 4(1 ruz2 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 • Project: SECOND FLOOR OFFICE ADDITION Page: 2 NNicol Client: PITTMAN AND BROOKS By ENK ENGINEERING, INC. Job No.: 09 -0512 V Date: 8 -21 -09 q,33� U Zr\isl ci, • • • • • • • • • • • • • 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 . 33 • COMPANY PROJECT ` PITTMAN 8 BROOKS 9 ' WoodWorks° yp COLUMNS SOFIW.UIk FOR WOO!) OF3CN C 1A Sep. 2, 2009 11.37 Design Check Calculation Sheet Sizer 2004a • LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Loadl Dead Axial 2128 (Eccentricity = 0.00 in) Load2 Snow Axial 3219 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): d d o 9 -9" Lumber Post, D.Fir -L, No.2, 4x6" Self Weight of 4.57 plf automatically included in loads; Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 9.75= 9.75 [ft]; Ke x Ld• 1.00 x 0.00= 0.00 [ft]; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 280 Fc' = 405 fc /Fc' = 0.69 Axial Bearing fc = 280 Fc* = 1708 fc /Fc* = 0.16 ADDITIONAL DATA: FACTORS: F CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.15 1.00 1.00 0.237 1.100 - - 1.00 1.00 2 Fc* 1350 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC# 2 = D +S, P = 5392 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 34 COMPANY PROJECT 4 5771 f lat ) Wood Works COLUMNS BROOKS COL 6� SOFIWARF FOR WOOD OFSMGN C -1 B Sep. 2, 2009 11 Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pat - Start End Start End tern Loadl Dead Axial 2128 (Eccentricity = 0.00 in) Load2 Snow Axial 3219 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): d d 9' -9° Lumber n -ply, D.Fir -L, No.2, 2x4 ", 4 -Plys Self Weight of 4.99 plf automatically included in loads; Pinned base; Loadface = width(b); Built -up fastener: nails, Ke x Lb: 1.00 x 9.75= 9.75 [ft]; Ke x Ld: 1.00 x 0.00= 0.00 [ft]; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC, Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 257 Fc' = 603 fc /Fc' = 0.43 Axial Bearing fc = 257 Fc* = 1785 fc /Fc* = 0.14 ADDITIONAL DATA: FACTORS: F CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.15 1.00 1.00 0.338 1.150 - - 1.00 1.00 2 Fc* 1350 1.15 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC# 2 = D +S, P = 5396 lbs Kf = 0.60 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. 3 5 COMPANY PROJECT 214 ' PITTMAN & BROOKS r1 Woo dWorks COLUMNS SORWARtFOP WOOD DESIGN C -1 Sep. 2, 2009 11:39 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft) Pat - Start End Start End tern Loadl Dead Axial 2128 (Eccentricity = 0.00 in) Load2 Snow Axial 3219 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 0' 9' -9" Timber -soft, D.Fir -L, No.2, 6x6" Self Weight of 7.19 plf automatically included in loads; Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 9.75= 9.75 [ft]; Ke x Ld: 1.00 x 0.00= 0.00 [ft]; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 179 Fc' = 575 fc /Fc' = 0.31 Axial Bearing fc = 179 Fc* = 805 fc /Fc* = 0.22 ADDITIONAL DATA: FACTORS: F CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 700 1.15 1.00 1.00 0.715 1.000 - - 1.00 1.00 2 Fc* 700 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC# 2 = D +S, P = 5417 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 3(0 • COMPANY PROJECT PITTMAN & BROOKS WoodWorks COLUMNS SOFIWAla FOR WOOD b)SIGN C -2 Sep. 2, 2009 11:18 Design Check Calculation Sheet Sizer 2004a LOADS ( ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Loadl Dead Axial 2387 (Eccentricity = 0.00 in) Load2 Live Axial 18810 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): • • I Timber -soft, D.Fir -L, No.1, 6x6" Self Weight of 7.19 plf automatically included in loads; Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 9.33= 9.33 [ft]; Ke x Ld: 1.00 x 9.33= 9.33 [ft]; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2001 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 703 Fc' = 740 fc /Fc' = 0.95 Axial Bearing fc = 703 Fc* = 1000 fc /Fc* = 0.70 ADDITIONAL DATA: FACTORS: F CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1000 1.00 1.00 1.00 0.740 1.000 - - 1.00 1.00 2 Fc* 1000 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC# 2 = D +L, P = 21264 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. COMPANY PROJECT � PITTMAN Wood Works COLUMNS - SOf7WARE FOR WOOD broGN C -3 C -3 Sep. 2, 2009 11:22 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location (ft) Pat - Start End Start End tern Loadl Dead Axial 547 (Eccentricity = 0.00 in) Load2 Live Axial 1074 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): d d Lumber Post, D.Fir -L, No.2, 4x6" Self Weight of 4.57 pit automatically included in loads; Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 9.33= 9.33 [ft]; Ke x Ld• 1.00 x 9.33= 9.33 [ft]; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 86 Fc' = 434 fc /Fc' = 0.20 Axial Bearing fc = 86 Fc* = 1485 fc /Fc* = 0.06 ADDITIONAL DATA: FACTORS: F CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.292 1.100 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC# 2 = D +L, P = 1664 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: - 1. Please verify that the default deflection limits are appropriate for your application. 3a COMPANY PROJECT PITTMAN & BROOKS WoodWorks® COLUMNS SOFIWARf FOP WOOD IASILN C-4 Sep 2, 2009 11:27 Design Check Calculation Sheet Sizer 2004a LOADS ( ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pat - Start End Start End tern Loadl Dead Axial 107 (Eccentricity = 0.00 in) Load2 Live Axial 8005 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): Lumber Post, D.Fir -L, No.2, 4x6" Self Weight of 4.57 plf automatically included in loads; Pinned base; Loadface = width(b); Ke x Lb: 1 00 x 9.33= 9.33 [ft]; Ke x Ld: 1.00 x 9.33= 9.33 [ft]; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 424 Fc' = 434 fc /Fc' = 0.98 Axial Bearing fc = 424 Fc* = 1485 fc /Fc* = 0.29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.292 1.100 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC# 2 = D +L, P = 8155 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 3 • o .:. COMPANY PROJECT 1 1 %VoodVVorks COLUMNS BROOKS C -5 SOFIWANE hUY WOOD UFSILN C -5 Sep. 2, 2009 11:28 Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Loadl Dead Axial 245 (Eccentricity = 0.00 in) Load2 Live Axial 5895 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): d d 0' 9 -4 Lumber Post, D.Fir -L, No.2, 4x6" Self Weight of 4.57 plf automatically included in loads; Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 9.33= 9.33 [ft]; Ke x Ld: 1.00 x 9.33= 9.33 [ft]; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 321 Fc' = 434 fc /Fc' = 0.74 Axial Searing fc = 321 Fc* = 1485 fc /Fc* = 0.22 ADDITIONAL DATA: FACTORS: F CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.292 1.100 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC# 2 = D +L, P = 6183 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. N • • Project: SECOND FLOOR OFFICE ADDITION Page: 4D icoIi Client: PITTMAN AND BROOKS By. ENK ENGINEERING, INC. Job No.: 09 -0512 Date: 8 -21 -09 K1 PA 4:-.1Gge-? Fe77P 006 vt ,( t r Aix c 1 2 �. I C u �. t , ;\ �}-) 5 ,1,5 = `toZ ti 2 �' -�' J USE pi (-) f? V ci(2,Pue� ��e,�, ,. 7 r) 5 - 4. 7 >IIq,1 )5k► 64-,s 61R Yt,r 7 6c-, �Zs 4 (' o y t- 4 6 , (,67- PP Lr t Ca, 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 NNicoli Project: SECOND FLOOR OFFICE ADDITION Page: e4- I Client: PITTMAN AND BROOKS By ENK ENGINEERING, INC. Job No.: 09 -05I2 Date: 8 -21 -09 W ,ray - �� 0 2 — 554 ( b,F ?\\P/1 -4' I L, N s-C 7 = z - 11 ( 2 -) 15,1 r_c_ 15 1 M C7 V \41 f 4! 17, r- tAC- 150 /(Cr' 14 t 2) = t 11 r 01)-L (,Y(rr-7 91 c d LA 1 v��, 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 • NNiC011 Project: SECOND FLOOR OFFICE ADDITION Pa 11-7- Client: PITTMAN AND BROOKS By. ENK • ENGINEERING; INC. Job No.: 09 -0512 Date: 8 -21 -09 (i '�- Cv i 4G —� 5 Y i b no +-" Ll 1 7 rc e.7, • • • • • • • 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 43 1A A L L 0A-r) A- )..1 1 \1J 139 „ _,l'Ee4G ./7 AI 66 G .� �sJ _ 14)6 (411 f ,Z/ .z ?.# C4 • g/ 7 .7;] 4- elrih< 4\A -- (55 � O * . 1,- i1Gc,.G ; i7vs GI- Aim a k . P _ a l i t ( -WA1.) t4 GA'jh 6 p fa Y R �C 5 : ''�GtO L �P out T� , cdee - , R'1ZZ4 ivieefrrycL 1 t7PPNA A`G q'I�ibl 1 g `f P v D ( 5 L v M 6 4 p i1 P P 6) ) 1JW1 ca l l - -- -11,1x . 15 . E 411 . ?.6f:409_... (i , . : i :" .,_ ..! 1 , .- h a-- h1 C_72.x 1.1__ r h � :... _ r i t'll ',Di, . - ;5,42 - 1"pr o.2xr 7z: o,sx , 454/?..- , -- j _kf__/,‘ 1r 1 L T -1-> '5 Q,c, `?D'� • IQ Y+ c�.�- �,p,, ir 1 ) T isui Ltti -1 1-17 -ham • _____ . 91-371.2 = Hay V •■! )"1; • sac, 429 • V t 1 L 1 ' = ----� — y ay 2 4 ;9 1.0 1, a./ g ty Qd cr 71Y\1 1 )a cs, -13/M\ 1_ I _ -tr)(‘°2i is' 61 c7 ‘.:22 11p 1 I:1 4011 4: )(9 . X 22 - - . M 1 N l -CYA • N ' co l i Project: SECOND FLOOR OFFICE ADDITION Page: 41-4 Client: PITTMAN AND BROOKS By. ENK ENGINEERING, INC. Job No.: 09 -0512 Date: S -21 -09 5 )07 tAVCA'A( J \f t ?`211 ® I: -- 6 sLI 4I\1 04' v-/ vo s� t,k ikil 6 ,11 2 k 1 ?- kkL) \O` [At P14 ‘•A v ( 4 ( 54 ( 1 r% , ji p,, Li. 3 C9 6, c, c. " 1 ? LLIS c/ 17)k% 5. , {5,' C 2(' e\-re7 R> 4 � tC 7/ 4 ,'111 r ' 6711 -~ Z7:5 1 -1\-)c-e,16(`? 6 h . \NPR . VWe 24' "a V / 5 YL-,r ':81 oy- r 4 f Z 1-09P, 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 • i Project: SECOND FLOOR OFFICE ADDITION Page: +7 NicoIu Client: PITTMAN AND BROOKS By: ENK ENGINEERING, INC. Job No.: 09 -0512 Date: 5 -21 -09 L e.;\ ° : � 1 1 :1T' / P 451 s L r? E v ►- I % ruel, (46 i/4 L`»' I � t(Z r1 � t�J� � 5 5 V F „ 2. 44,1'7 14 I 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 • y NNicoll • Project: SECOND FLOOR OFFICE ADDITION Page: ', Client: PITTI'1AN AND BROOKS By. ENK ENGINEERING, INC. Job No.: 09 -0512 Date: S -21 -09 A wMLL : 1,\Aj - 1 . .x__., ,.• r , ilci4- 44' 0 -r- rf,x, Q mod* 5 I i`n.1 •2 , . , , , . . v- - i (727 i 61 q 'f et, 34 '331 `. I • .5E..., 7. • 6w-,.3 . .. . I, : 13 og f.A re.7 , vim I Go vl K. ? e, 04- Vie 1 3Yt,4 4( . 4 1 4 1 5 V (/ 42 4 rr 5 1 44 I I * . . e A,. ( / .. 4' . * s5 --re g ,._.'C)e 1.11 ---. I V7dfe2 '7 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 NNicoli Project: SECOND FLOOR OFFICE ADDITION Page: 1-a • Client: PITTMAN AND BROOKS By. ENK ENGINEERING, INC. Job No.: 09 -0512 Date: 8 -21 -09 1/412. cC7 I �, _ 55 `71 (%' e35 c1212671-4P 1 2W- (" , sr? 7,-1 x VL-cc' II X4e4 v' 4� a L, `7 1 1= T,5 DP:5 4 ' V* 1 5 r7 Z1 x Z = pLr ,5x ?vrici ec-27.-) ? 9', 1 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 • NNicoli Project: SECOND FLOOR OFFICE ADDITION Page: 5 Client: PITTMAN AND BROOKS By. ENK ENGINEERING, INC. Job No.: 09 -0512 Date: 8 -21 -09 X) , 4 4 rl te i"( () 1 4— (77 Ve 6V—b1 w/o-A y1,4) esr, "c 9 1 eA w 4- v rie9v r. 02,00 Q ‘ dui 4 41 v 1521 — `: 1 vi u (Z /k — pi:r\p■‘? \Az/ 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 Project: SECOND FLOOR OFFICE ADDITION Page: 5/ v11Ico11 Client: PITTMAN AND BROOKS By. ENK ENGINEERING, INC. Job No.: 09 -0512 Date: S -21 -09 E MI 17) c 7(r 9 2iS 114 . A9 P ►/z X 17 P-`1\1/ kg • ADP. (9 ??.?9 600 eA vyArt / • \--6.. (41 .:0 ‘f-= 220`2 ■ �- • ,L4 • 41. '• 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 NNicoli Project: SECOND FLOOR OFFICE ADDITION Page: 5 Client: PITTMAN AND BROOKS By ENK ENGINEERING, INC. Job No.: 09 -0512 Date: 8 -21 -09 z Aiti v4 • 22 �„ (0.12 p t odI4 4 *-z,i0DO ,c; .20 twvur D �Yy X1(4 4( t l , t . ctC, c 2i 7;?1u (,..1 `,(4, W4 m u--Ai,re - :ti..-e..s . 5 -;1-t--1c2rv./ T t I o R/7-4 t", I 67W 67 C2 c14.* 71-1,e", t's 222 Of '2. 4 z-e 4 a(� t. 9 — e Z-1 cs (fi \ 7 A . /c re2 +- (4' 4 .t ?" { 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 Project: SECOND FLOOR OFFICE ADDITION Page: � • Client: PITTMAN AND BROOKS By ENK ENGINEERING, INC. Job No.: 09 -0512 Date: 8 -21 -09 l"1 Al pran � ` S15 f" QL1tc Tysz.)7U - 202,1 0 1 4-vt7 \5 d , Ats \WA4 Yc 4E e71170 /.c) -- 447 4°. L P.; `f? 22 3 � l oof � 4 1 ' Y /f,4 'z ,s441 1 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 • Project: SECOND FLOOR OFFICE ADDITION - Page: 5 0 ON�col� Client: PITTMAN AND BROOKS By: ENK ENGINEERING, INC. Job No.: 09 -0512 Date: 8 -21 -09 \ • x'11 e‘ ?- 46 X"( L,72c 71,r tr--z • 1/ - 4 ,v1p5 pc,vrt4.!. • • (/‘ e ?t • • 9025 SW Center Street - - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 • Project: . S ooN 1 b iGt✓ ��. Page: .'9 S . 3 Ze. Nico Client: i M,4t-! pp� B • ENGINEERING, INC. Job No.: . CA - p 5 12: Date: . SHEARWALL SCHEDULE SEISMIC 1MND FASIENERS/SPAgNG SLL CONNECTIONS MARK CAP. (PLF) CAP. (PLF) SHEATHING NAILS EN. F.N. WOOD FLOOR A.B.'a = 75 75 1/2' GYP. BD. 5d 7" 7" 16d 0 12" 1/2 "x12" 0 6' UNBLOCKED COOLER 125 125 1/2" GYP. BD. 5d 4" 4" 16d 0 9" 1/2"x12" 0 5' -0" UNBLOCKED COOLER 5/8" GYP. BD 6d e 145 145 4" 4" 16d 0 7" 1/2 "x12" 0 4' -0" e UNBLOCKED COOLER 260 365 15/32' CDX 8d 6' 12" 16d 0 5' 1/2 "x12" 0 24" PLYWOOD e 380 530 15 //32" CDX 8d 4" 12' (2) 16d 0 6" 1/2x12" ® 16' e 490 685 15/32" CDX 8d 3 ". 12" (2) 16d 0 5" 5/8'x12" 0 16" PLYWOOD e 310 435 15/32" CDX 10d 6" 12' 16d 0 4" 5/8'x12" 0 24' PLYWOOD - e 460 645 15 //WOOD CDX 10d 4' 12" (2) 16d 0 5" 5/8 "x12" 0 16" G P 600 840 15 //WOOD CDX 10d 3' 12" (2) 16d 0 4' 3/4 "x12" 0 16" O k 3 40 475 19 DX 10d 6' 12" 16d ® 3" 5/8 "x12" 0 24" e 510 715 19/32" CDX 10d 4" 12" (2) 16d ® 5" 3/4 "x12" 0 24" PLYWOOD e l' 665 •30 19/32 10d DX 10d 3" 12" (2) 16d 0 4" 3/4"x12" 0 16" *3" WIDE STUD REQUIRED FOR THESE SHEAR WALL POSTS SEE SILL PLATE NOTES BELOW FOR 1E SIZE REQUIREMEI NITS SEE SHEAR WALL NOTE 12 BELOW FOR STUD SIZE REQUIREMEPNTS AT PANEL EDGES. 9025 SW Center Street - PO Box 23784 Tigard Oregon 97281 • Phone: (503) 620-2088 Fax (503) 684-3638 :, Miceli Project: .65 :(f)1.40 .1,001:?, Bp ice. ADD, Page: . st0 Client: PI 1TMA -N 4- # , 5 BY. •tNk.. ENGINEERING, INC. Job No.: . C;41-0s1 Date: . . HOEDOWN SCHEDULE CAP. SIMPSON POST POSTS HOEDOWN ANCHORS MARK (LBS) HOEDOWN FASTENERS EA. SIDE BOLT 0 ANCHOR MIN. MIN. EMBEDMENT FOR BOLTS EMBED. EPDXIED ANCHORS NO HOLDOWN 0 0 REQUIRED e 4350 MSTI48 48 - 10d (2) 2 x 6 e 5080 MS7160 60 - 10d (2) 2 x 6 e 6420 MST72 56 - 16d (2) 2 x 6 e 1225 PAHD42 12 - 16d (2) 2 x 6 e 1750 HPAHD22 16 - 16d (2) 2 x 6 e 2455 HPAHD22 -2P 16 - 16d (2) 2 x 6 e 3610 PHD2 -SDS3 WOOD SSDCSR x 3- (2) 2 x 6 5/8'0 SSTB16 13" 12" EMBEDMENT e 4685 PHD5 -SDS3 14 OOD SCREN x 3" (2) 2 x 6 5/8 "0 SSTB24 21" N/A k e 5860 PHD6 -SDS3 18 OOD SCREY • " x 3' (2) 2 x 6 7/8'0 SSTB28 25' 15' EMBEDMENT 10 e 6730 PHD8 -SDS3 24 - SDS 1/4" x 3' (2) 2 x 6 7/8 "0 SSTB28 25' N/A WOOD SCREWS • 11 2775 HD2A (2) 5/8 "o M.B. (2) 2 x 6 5/8 "0 SSTB16 13" 10" EMBEDMENT 12 3705 HD5A (2) 3/4 "4. M.B. (2) 2 x 6 7/8 "0 SSTB16 13" 12" EMBEDMENT 5100 HD6A (2) 7/8 "o M.B. 4 x 6 7/8 "0 SSTB28 25" 15" EMBEDMENT e 7460 HD8A (3) 7/8 "o M.B. 4 x 6 7/8 "0 SSTB28 25' N/A 15 9540 HD10A (4) 7/8 'o M.B. 4 x 6 7/8 SSTB28 25' N/A \ 11080 HD14A (4) 1 "o M.B. 4 x 6 1 "0 W/ W SHERD 24" N/A 1 e 13380 HD14A (4) 1 "o M.B. 6 x 6 1 "0 W/ ALL- WASHER THREAD 24" N/A W/ 18 15305 HD15 (5) 1 "o M.B. 6 x 6 1 1/4 "0 w/ ALL - THREAD WASHER 24" N/A . 0 8 0 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2088 Fax (503) 684-3636 .de./ 153 N coH Engneering PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 EC. 1 FT JUN 2 5 2010 CITY OF TIGARD BUILDING DIVISION ENERGY CODE COM.PUA'CE FOR AS FOR: P TTMAN AND BROOKS CERTIFIED PUBLIC ACCOUNTANTS 15255 SW 72ND AVE. TIGARD, OR 97224 SECOND FLOOR ADDITION AND ELEVATOR ti JOB NO.: 090512 CLIENT : RANDY BROOKS PREPARED BY : JDA DATE : 4 -26 -10 PAGE 1 OF 7 f'trrMA 4 4- $fzcok4, Form 2a Project Name: Sge014 f1,o612. ADDITioN if. ) eLFYATD. Page: SUMMARY Project 1. Project Name 1 > 131t. 6 2. Project Address 1 5255 6.1a . 12: /S.y.. 3. City/Town 5 . County 42-0 y 4. Building, Gross Area (ft2) 8,913.1 6. No. of Floors 2. 7. Construction Site Elevation Above 2,000 ft? ❑ YES CA NO Attached Chapter Type ID Description Attach Forms and Building Envelope Form 3a Building Envelope - General Worksheets 3b Prescriptive Path - All Climate Zones kil CodeComp Report for Simplified Trade -off ❑ In lieu of 3b • Floppy disc with .occ CodeComp file ❑ Check boxes to Worksheet 3a Wall U- factor ❑ indicate attached 3b Roof U- factor ❑ forms and 3c Floor U- factor ❑ worksheets 3d Window /Skylight Schedule ❑ Systems Form 4a Systems - General ❑ IDIVOStri 4b Complex Systems ❑ GE'S4414 b Worksheet 4a Unitary Air Conditioners - Air Cooled ❑ 4b Unitary Air Cond. - Water & Evap Cooled ❑ 4c Unitary Heat Pump - Air Cooled ❑ 4d Unitary Heat Pump - Water Cooled ❑ 4e Packaged Terminal A.C. - Air Cooled ❑ • 4f Packaged Terminal Heat Pump - Air Cooled ❑ 4g Water Chilling Pkgs - Water & Air Cooled ❑ 4h Heat Rejection Equipment ❑ 4i Boiler - Gas -Fired and Oil -Fired ❑ 4j Furnace & Unit Heaters - Gas and Oil -Fired ❑ 4k Simultaneous Heating and Cooling ❑ 41 Air Transport Energy ❑ 4m Natural Ventilation ❑ Lighting Form 5a Lighting - General ❑ 13t n0el2./ 5b Interior Lighting Power - Tenant Method ❑ 61. Al`W b 5c Int. Ltng. Power- Space -by -Space Method ❑ Worksheet 5a Lighting Schedule ❑ 5b Interior Lighting Power ❑ Applicant 7. Name _ JIM aN•{Z 10. Telephone 3402002Cele 8. Company VAIL(7U C% ANC, 11. Date 9~24•2010 9. Signature t' Attached No. of Pages Description of Documentation Document- . ation Lompnance wtm u i eurective Uitu iruo Form 3a Project Name: PI rrMAM P,7P -00145 Page: 3 BUILDING ENVELOPE - GENERAL Check all boxes 1. Exceptions (Section 1312) that apply. ❑ No Envelope Components. The building plans do not call for new or altered building envelope components, e.g., walls, floors or roof /ceilings. ❑ A Non - conditioned Building. The proposed structure has no spaces heated or cooled by an HVAC system. Exceptions ❑ Exception. All new or altered building envelope components do not comply with the Discussion of qualifying requirements, Section 1312, but qualify for Exception ❑ -1 ❑ -2 ❑ -3 ❑ -4 ❑ -5 exceptions in Portions of the building that qualify: instructions section N A Plans /Specs Show compliance by The plans /specs show compliance in the following locations: including a drawing sheet, detail num',er, specification section 2. Air Leakage (Section 1312.1.1) and/or subparagraph a Complies Plans require penetrations in building envelope are sealed and windows and doors are caulked, aasketed or weatherstripped. The plans /specs show compliance in the following locations: $1 -- 6.1 3. Suspended Ceiling (Section 1312.1.2.1) act Complies. Building plans do not show suspended ceilings used to separate conditioned space from unconditioned space. No exceptions permitted. 4. Recessed Light Fixtures (Section 1312.1.2.2) Complies. The building plans do not show recessed light fixtures installed in ceilings separating conditioned spaces from unconditioned spaces. ❑ Exception. The building plans require that fixtures installed in direct contact with insulation be insulation coverage (IC) rated. The plans /specs show compliance in the following locations: 5Heti1 ail 5. Moisture Control (Section 1312.1.4) Complies. A one -perm vapor retarder is installed on the warm side (in winter) of all exterior floors, walls and ceilings, and a ground cover installed in the crawl space of both new and existing buildings where insulation is installed. The plans /specs show compliance in the following locations: 5HEv-r ❑ Exception. All new or altered building envelope components do not comply with the vapor retarder requirements of the code, but qualify for an exception. Note applicable exception. Section 1312.1.4, Exception: ❑ -1 ❑ -2 Portions of the building that comply: Climate 6. Climate Zones Zones ® Zone 1 - A building site is in Climate Zone 1 if its elevation is less than 3000 feet above sea level and it is in one of the following counties: Benton, Columbia, Clackamas, Clatsop, ,• o�';;;. Coos, Curry, Douglas, Jackson, Josephine, Lane, Lincoln, Linn, Marion, Multnomah, Polk, Tillamook, Yamhill, or Washington ❑ Zone 2 - Building sites not in Zone 1, or where construction site elevation is 3000 feet or higher in Zone 1, are in Zone 2. 3 -1 Compliance with OSSC. effective 04101107 Form 3b Project Name: '?l ITH AN , - JPOOV Page: 4 PRESCRIPTIVE PATH Part 1 of 4 CLIMATE Zone 0-1 or 0-2 (select one) Exterior Wall Window Area Area Glazing Maximum Glazing (total rough frame ft2) (gross ft2) °/, Fraction Complies Glazing Conditioned Percent space �D O - l 7 D $ x100 = Zc 2 '116 Calc- Semi - ulation Conditioned - X 100 = Space See instruction section for a Conditioned discussion of glazing percent Mechanical - X 100 = calculation. Penthouse Windows Window Max Minimum Shading Window Minimum From Work- (from Worksheet 3d) U - Factor' Assembly (from Worksheet 3d) Coefficient Assembly sheet 3d, place N /Pr N/A ® 0 the highest Overall Window U - factor and U -Value Complies SC Complies highest Center Required p G,LAZCp W/6.5 fl _ of - Glass SC Or Minimum N1 Low -e Required Minimum check minimum Assembly (Fixed GOATIMla , ALU MN. Assembly assembly and Windows) (= IzAM s identify window. Required Mini- mum Assembly - =(Operable Windows and - Curtainwall) The plans /specs show window compliance in the following locations: Notes ''From Worksheet 3d. place the highest Overall Window U -factor or check (Minimum Assembly). See Window Requirements" in table on the following page for speufic MA requirements. Excel version will automatically insert minimum assembly requirements or greatest U -value from 2. From Worksheet 3d. place the highest "center -of- glass' shading coefficient (SC) for glass or check MA (Minimum Assembly). See 'Window Require- ments' in following table for specific MA requirements. Excel version will automatically insert minimum assembly requirements or greatest SC from Worksheet 3d. Shading Coefficient (SC) can be calculated from Solar Heat Gain Coefficient using the equation. SC = SHGC • 0.87. Manufacturers data may also be used to document SC. Walls R -Value - Wall / Insulation Type Insulation Only U-Factor See instructions W oop or P &M Eb kJ/ ¢..'j,,� for a discussion gwt'1r vENeE� of wall require- or ments . or or or Or Below - R -Value Grade Walls Insulation Only U-Factor See instructions Below - Grade Walls (Mm. R -7.5) (Max, 0.11) / o, fora discussion of ( H . I " L requirements. /!% or �� R- { a; Notes ' Submit Worksheet 3a for each calculated assembly U- factor 11. 3 -2 Compliance with OSSC, effective 04/01/07 Form 3b Project Name: Page: PRESCRIPTIVE PATH Part 2 of 4 Code Requirements - Zone 1 Discussion of these requirements in the instruction section. M ZONE 1 , Wall Requirements Window Re uirements Max. Glazing R -Value Max. U- Shading Fraction' Wall / Insulation Type Insulation Only U- Factor Factor Coefficient CMU 'Masonry', w /integral loose fill insulation N/A or 0.300 U p to 15% Masonry or concrete', w /cont. exterior insulation 1.4 or 0 300 0.540' 0 57 CMU Masonry wfintegral rigid fill insulation N/A or 0 210 Masonry or concrete wtintenor insulation 11 or 0.130 Up to 30% Masonry or concrete w /cont exterior insulation 2.8 or 0 210 1 1 Ib Frame' (wood or metal framing) 13 or 0 130 0 540 0.57 Other (provide short descnption) 13 or 0.130 CMU Masonry w /integral rigid fill insulation N/A or 0 210 Masonry or concrete w/interior insulation 11 or 0.130 Up to 40% Masonry or concrete w /cont exterior insulation 2 8 or 0 210 0.370 1 0 Frame' (wood or metal framing) 13 or 0 130 0 35 Other (provide short descnption) 13 or 0.130 Code Requirements - Zone 2 Discussion of these requirements in the instruction section ZONE 2 Wall Requirements Window Requirements Wall / Insulation Type Max. Max. Glazing R -Value U- Factor Max. U- Shading Fraction' Insulation Only Factor Coefficient CMU 'Masonry w/integral loose MI insulation N/A or 0.300 Up to 15% 0.500" 0.57" Masonry or concrete w /cunt. exterior insulation 1.8 or 0.270 CMU Masonry w/integral rigid fill insulation N/A or 0.160 Masonry or concrete w/interior insulation 13 or . 0.090 Up to 25% Masonry or concrete w /cont. exterior insulation 4.3 or 0.160 0.500" 0.57" Frame' (wood or metal framing) 19 or 0.090 Other (provide short description) 19 or 0.090 CMU Masonry w/integral rigid fill insulation N/A - or 0.160 Masonry or concrete w/interior insulation 13 or 0.090 Up to 33% Masonry or concrete wlcont. exterior insulation 4.3 or 0.160 1= 0.4312 Frame' (wood or metal framing) 19 or 0.090 0.370 0.43 Other (provide short description) 19 or 0.090 Notes ' The Simplified Trade -off Approach must be used A glazing fraction exceeds allowable percentages. s Minimum weight of masonry and concrete walls = 45 Ib/ft2 of wall face area 6 All cores to be filled At least 50% of cores must be filled with vermiculite or equivalent fill insulation 7 Prescriptive MA (Minimum Assembly) - For Fixed Windows: double -glazed window with a 0 5 inch air space, low -e coating and aluminum frame MA shading coefficient description is a tinted outboard pane of glass For Operable Windows or Curtainwall. double -glazed window with a 0 5 inch air space, low -e coating and thermally broken frame. MA shading coefficient description is a tinted outboard pane of glass 6 All cores except bond beams must contain rigid insulation inserts approved for use in reinforced masonry walls 9 Batt insulation installed in metal or wood frame walls shall be insulated to the full depth of the cavity, up 10 6 inches in depth. 10 Prescriptive MA (Minimum Assembly) - For Fixed Windows: double -glazed window with a 0 5 inch argon filled space, low -e coating (e <= 0 05) and thermal break frame For Operable Windows or Curtalnwall: only use Max U -Factor MA shading coefficient description is a 0 25- inch thick glass with low -e coating (e <= 0 05) with a tinted outboard pane b ;o ii Prescriptive MA (Minimum Assembly) - For Fixed Windows: double -glazed window with a 0.5 inch air space, low-e coating and aluminum •''''''' Y frame For Operable Windows or Curtalnwall: double - glazed window with a 0.5 inch air space, low- e coating (e<= 0.1) and thermally 't :•.li : broken frame. MA maximum shading coefficient description is a tinted outboard pane of glass. '' _Vt 3 i 12 Prescriptive MA (Minimum Assembly) - For Fixed Windows, a double-glazed window with a 0.5 inch argon filled space, low coating (e<= �, �} ;/ 0 05) and thermal break frame For Operable Windows or Curtalnwall, only use Max U -Factor. MA shadin coefficient description is a 0.25 - \ o ? -- Y g pti inch thick glass with low-e coating (e <= 0.05). 3 - 3 Compliance with OSSC. effective 04/01/07 Form 3b Project Name: 'PITTH4 e arZ D Page: 6 PRESCRIPTIVE PATH Part 3 of 4 Roofs/ R -Valuo Ceilings Roof / Ceiling" ln(him R - -19) ( See instructions (Max 0 tor .050) ) 0 for a d cuss on of fl •Y " S Jat c /.4 "o.4 (z - 30 or roofs/ceilings Notes " Write -in a short description for assembly with the lowest insulation R -value or the highest assembly U -factor 12 Submit Worksheet 3b for each calculated roof /ceiling assembly U -factor Skylight Area Roof Area Skylight Maximum Skylight (total rough frame ft2) (gross ft2) °/y " Fraction Complies Skylights Conditioned ^ p Includes glazed Space 1 _ 12 0 1 X 100 = 4.1 `'�1e-a smoke vents Semi - See instructions Conditioned - X 100 = for a dicussion of skylights Space Conditioned Mechanical - X 100 = Penthouse Skylight Area Roof /Ceiling Area Skylight (total rough frame 82) (gross ft2) Percent" Skylights Skylights Max Minimum Shadin g Mi From Worksheet (from Worksheet 3d) U- Factor" Assembly a m Coefficient Assembly 3d, place highest Overall Vertical N/itif t4/,4 I1/4 C] Window U- factor and highest U -Value Complies SC Complies Center -of -Glass SC. Required Minimum Required Minimum Assembly_ Assembly The plans /specs show window compliance in the following locations: Code Compliance Thermal Performance Shading Coefficient Option Overall Vertical U Center of Glass SC Require- Performance U -1.230 for overall assembly in overhead plane SC -0.47 center -of -glass ments Min. Assembly (MA) Double glazed, 0 5 -inch airspace N/A Notes ' 3 Skylight percentage area is based on total skylight and smoke vent rough frame area divided by total conditioned roof area Percentage must not exceed 6 percent of total roof /ceiling area in conditioned building space. The Simplified Trade -off Approach must be used if glazing fraction exceeds allowable percentages - " From Worksheet 3d. place the highest Overall Vertical U -factor or write -in MA (Minimum Assembly) See "Skylight Requirements" in table above for specific MA requirements ' From Worksheet 3e, place the highest - center -of- glass shading coefficient (SC) for glass See "Skylight Requirements" in table above for specific MA requirements Shading Coefficient (SC) can be calculated from the Solar Heat Gain Coefficient using the equation. SC = SHGC t .61-:........ 0 87. Manufacturers data may also be used to document SC. 1`/ Lral, o i 34 . Compliance with OSSC. effective 04/01/07 Form 3b Project Name: pin-K414 4 e712.00e4, Page: 7 PRESCRIPTIVE PATH Part 4 of 4 Floors See instructions R -Value for a dicussion Floors over Unconditioned Spaces" Insulation Only U- Factor of floors. NIA or R -Value Heated Concrete Slab Edge Insulation Only Heated Slab -on -Grade (Section 1312.1.2.4) 0 Complies. Building plans show insulation extending downward from the top of the slab a minimum distance of 24 inches or downward and under the slab for a combined minimum distance of 24 inches or to the bottom of the thickened edge of the of slabs used as a foundation. The plans /specs show compliance in the following locations: Notes 16 Wrde -in a short description for assembly with the lowest insulation R -value or the highest assembly U- factor. 17 Submit Worksheet 3c for each calculated floor assembly U- factor. 1° 1 %t de -in a short description for Healed Slab, which has heat, integrated into slab such as hydronic heat If more than one floor type, enter the lowest insulation R -value or the highest component U- factor of any floor. Code - Compliance Options Require- Min. R -Value Max. U- Component Insulation Only Factor . meets Floor over Unconditioned Spaces - 11 - or • 0.070 Climate .... Climate Component - Zone 1 - • Zone 2 Heated Concrete Slab Edge,_ : Min. R -Value . - I 7.5 - I - or 10.0 Doors U- Factor See instructions „ R -Value Center Se adicussion of - Doors Insulation Only Panel doors opaque, with leaf width oreater than 4' (Min R -5) (Max. 0 20) 14 //a: or Notes id Nrae -in a snon aesaipt on for Uoors a more than one door type, enter the lowest insulation K -value or Inc ngnest center -or- panel U -factor of any door. The following doors are exempt from door and window U -factor and shading coefficient requirement .�-rtif -tee: 3 -5 Compliance with OSSC. effective 04/01/07