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Home My WebLink About218 E 12th St Technical - Building TECHNICAL Permit # Address -}'h S-{- Project description J7o.E7person Rev' sa La4eryd calcU (A�HohS mood + -A im 4 A-(recc. s ? Date the permit was finaled Number of technical pages 0C;66,)-- 1"'?, z oo REVISED LATERAL CALCULATIONS WOOD FRAMED AREAS Jefferson School Port Angeles, Washington October 17, 2001 27140 Ffs�O AL EXPIRES 06/02/03 Prepared By- Edward Jonson and Associates, P S Consulting Structural Engineers 5990 Battle Point Drive Bainbridge Is., WA 98110 (206) 780-0524 Prepared For- Lindberg & Smith Architects, Inc 319 South Peabody Street, Suite B Port Angeles, WA 98362 (360) 452-6116 L� O O O I2 � I h F ------------ El 17, 7 LC9 (D116 � i I 1 I I nl o rLT h� EDWARD JONSON AND ASSOCIATES, P S 1 �s Consulting Structural Engineers JOB: V C�1 err o''J SHEET *s \ 5990 Northeast arth st Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 r ` (206)780-0524 Fax(206)780-5587 DATE. 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BY n�APti�r�tY3C�r� A 3 rl 0 fz-�`�- I S�v'►`� W,vJh W AQ-�1 "T%10$,S ES f A¢t3ILLCL dk mss w E r -r- , 35 03Z)'�*c lal o ,o 4 CA-%'r ( W LS f w\Urw4ev? w1QV3 2 -sia"d, Goa S pial, S\'A LAjV- % 4,4 st 0 Lr. �Au,� 2�2 21 �I�3lL S 7 k Z 01G- Qolkm� I SovTV4 ®L Sy \NS01_Vr1 UPJ EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY Ej '41 WOR 4b" 'O `s No em kA- I Sou T%4 u�Wr�w g.nn o k Gy 0 � _ � _ . I Jj I � � , I . � I� 1 e I G I LIZ,— — — — L J I I I I I � I EDWARD JONSON AND ASSOCIATES, P S \ Consulting Structural Engineers JOB: �JS��{5��1 SHEET 4 4 * 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. 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VS //^• � �I� R �QN N I ' �� f C1�f1�C�C _ 2b //,-Is Cbl = s "- -6 36 ( 6) CI S '1 S $ ks dk, C14 E LVI W CI-V9 W " 2to / 1v � 2 to k � i � Q 3) = L-1 4 '� EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: J CicrS J SHEET -o 5990 Northeast Battle Point Drive SUBJECT- Bainbridge UBJECTBainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. 4 jl (� /V 1 By J _ ,1 d� �1 'A100 S'S R 9 n Td `2,EAr-, AT Cm lJ W A 0L ;::c)R QgAb C0N)A) Qer\(iAj (2,5) ( /z) Z Z5� lhs 2 - 5�0 'BOLTS w '1q-` S1 n rP�gT TAL-L.- 13a31 3000 lbs '7 zzS � 1hs �TAII= 1'T � t7 C1�3� 2' 61 1�5 QIL. J I C B O Evaluation Service, Inc National Accredited by the American National Standards Institute y VNEW., 5360 WORKMAN MILL ROAD WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT ER-2078P Copyrighf©2001 ICBO Evaluation Service,Inc. Reissued January 1 2001 Filing Category* ROOF, WALL AND FLOOR PANELS—Steel (216) VERCO STEEL DECKS diameter-by-6-inch-high (76 mm by 152 mm) cylinder VERCO MANUFACTURING CO. compressive strength of at least 140 pounds per square 4340 NORTH 42ND AVENUE inch (965 kPa) PHOENIX,ARIZONA 85019 Vercor deck,when formed from either galvanized steel or 1.0 SUBJECT paint-finished steel that complies with ASTM A 611 Grade E, with a minimum yield strength of 80,000 psi(551 MPa) is per Verco Steel Decks. miffed as a diaphragm without concrete fill as described in 2.0 DESCRIPTION Table 28. The Verco steel decks described in this report comply with the 2.1.5 SHEARTRANZ®- This system consists of a special Specification for the Design of Cold-Formed Steel Structural end support connection weld with No.16 gage Z or channel- Members, 1986(with December 1989 Addendum) as refer shaped sections for use with N-24 HSB-30 or HSB-36 decks. enced in Division VII of the 1997 Uniform Building Coder" The sections shall be formed from steels described in Section (UBC) and the Specification for the Design of Cold-Formed 2.1.2 of this report.The SHEARTRANZ®is used only at shear Steel Structural Members, 1996 edition, as referenced in collecting elements perpendicularto the corrugations.All end Section 2205 of the 2000 International Building Code®(IBC) laps at end supports must be at least 2 inches(51 mm) and fastened to"supports with arc spot puddle welds,as required 2.1 Deck Types: by design. See details in Tables 21 and 27 and in Figure 6 2.1 1 General The decks are cold-formed from steel sheets 2,1,6 SHEARTRANZID II: The system consists of the into single-flute systems with galvanized, prime-painted, or SHEARTRANZ II restraining element,which shall be formed mill finishes.All galvanizing shall comply with ASTM A 924 from No. 16 gage steels described in Section 2.1.2 The A suffix number indicates a deck cover width—for example, SHEARTRANZ II units are used with HSB-36 decks at shear .> B-24 indicates a deck cover width of 24 inches (610 mm) collecting support elements perpendicular to the deck cor 2.1.2 Type N Roof Decks:The decks are available as galva- rugations. No skewing of deck to collector supports is per nized prime-painted,or mill-finished.Galvanized steel decks mitted.In addition to the standard details,the conditions de- shall be formed from ASTM A 653 steel SS Grade 33 mini- scribed below may require the SHEARTRANZ II mum, while the prime-painted and mill-finished steel decks The first condition occurs with decks cantilevered over deck shall be formed from ASTM A 611 Steel,Grade C minimum. supports. In this condition,the SHEARTRANZ II element is All steels have a minimum yield strength of 33,000 psi (228 centered over the longitudinal deckseams,allowing a 1 2-inch MPa) (305 mm) gap between the SHEARTRANZ II elements. 2.1.3 Type HSB, HSB-CD,and N-24CD Roof Decks, and The second condition occurs when the deck ends abut at B,BCD,BR,N,NCD,W-2,W2CD,W-3,and W3CD Formlok interior supports.In this condition,the top flanges of SHEAR- Decks:The decks are galvanized,prime-painted,or mill-fin- TRANZ II units are centered over the butt joints.Allowable ished,and formed from the same steels as Type N,having a diaphragm shears and flexibility factors are shown in Table minimum yield strength of 38,000 psi (262 MPa) 20. Installation details are shown in Figure 5 2.1 4 15/16-inch Vercor and 15/16-inch Vercor Ventlok 2.1 7 System S0: This system consists of galvanized Decks:The decks are galvanized steel and are formed from HSB-30 or HSB-36 steel decks, SHEARTRANZ and one of ASTM A 653 SS Grade 80,with a minimum 80,000 psi (551 the lightweight concrete systems in Item 1 or Item 2 below. MPa)yield strength.The decks may be used for diaphragm Where required,positive venting of the HSB-30 and HSB-36 purposes when a lightweight concrete fill,having a minimum deck is accomplished through use of either Ventlok-type deck 2-inch(51 mm)depth above the top flute,is applied.The light or vent tabs in the interior bottom flanges of the deck,spaced weight concrete must conform to the following specifications: 6 inches (152 mm) on center The lightweight concrete sys 1 Oven-dry weight, 25 to 30 pounds per cubic foot(400 to tems are: 480 kg/m3) 1 Zonolite insulating concrete with or without Insulperm 2. One-to-six mix by volume of cement to aggregate. board,constructed according to ICBG ES evaluation re- 3. Aggregate shall comply as a Group I aggregate per ASTM port ER-3260. C 332. 2. Lightweight insulating concrete complying with specifica- 4 The lightweight concrete must be tested in accordance tions in Section 2.1 4 of this report. with 'Tests of Compressive Strength of Lightweight Insu- Allowable diaphragm shear values are presented in Table lating Concrete, ASTM C 495,and must have a 3-inch- 22. Evaluation reports ofICBO Evaluation Service,Inc. are issued solely to provide information to ClassA members ofICBO,utilizing the code upon which the report is based.Evaluation reports are not to be construed as representing aesthetics or any otherattributes not specifically addressed norasan endorsement orrecommen- dation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant.The ICBO Evaluation Service,Inc. technical staff has reviewed the test results andlor other data,but does notpossesstestfacilitiestomake anindependent verifrcation.There isnowarranty byICBOEvaluationService,Inc. express orimplied,astoany `Finding'or other matter in the report oras to anyproduct covered by the report.This disclaimer includes,but is not limited to,merchantability. Pagel of 5 Page 44 of 50 Report ER-2078P TABLE 21-ALLOWABLE DIAPHRAGM SHEAR VALUES,q(plf),AND FLEXIBILITY FACTORS, F FOR PAINTED OR GALVANIZED TYPE HSB-30 OR HSB-36 DECK WITH VERCO SHEARTRANZ 1 2,3 SPANFt. 7' 0' 8' 0" 1 g' 0" 1 10' 0' Number oYPuddle Welds Pe-Panel-End-end-at-Su _rifts :DEC 7 6 7 6 t SEAM 7 ,,GAGE✓ ATTACHMENT FACTOR 6 7 67 6 7 6 q 340 450 270 400 270 380 260 370 260 350 BP Q 24 c/c 4.8+ 5.1+ 6.4+ 6.1+ 7.8+ 7.5+ 9.5+ 9.3+ 11.5+ 11.4+ F 34.6R 28AR 28.9R 23AR 24.7R 20R 21.6R 17.5R 19.2R 15.6R q 390 510 330 460 330 440 320 430 320 410 BP Q 12' c/c 4.6+ 4.9+ 5.7+ 5.7+ 6.9+ 6.9+ 8.2+ 8.4+ 9.8+ 10.1+ 2`l F 34.6R 28.1R 28.9R 23.4R 24.7R 20R 21.6R 17.5R 19.2R 15.6R 9 740 940 600 780 550 730 510 680 480 620 460 580 TSW Q 24 c/c F 12.7 9.3 15.1 11.1 16.2 12.3 17.2 13.5 18.1 14.6 18.8 15.5 q 1000 1160 920 1090 870 1050 840 1010 810 950 790 900 TSW « 12' c/c F• 10.1 8.1 10.7 8.8 11.2 9.5 11.5 10.0 11.9 10.5 12.1 10.9 q 530 710 420 620 410 590 400 560 390 520 BP 3 24 c/c 4.4+ 4.7+ 6.0+ 5.7+ 7.5+ 7.2+ 9.3+ 9.0+ 11.4+ 11.2+ F 20.OR 16.2R 16.7R 13.5R 14.3R 11.6R 12.5R 10JR 11.1R 9.OR 9 b80 770 490 69J 480 660 470 640 460 580 BP Q 12' c/c 4.'l+ 4.5+ 5.5+ + 6..3 6..6 8..5 8..1 10.0+ 10 1+ C F 20.OR 16.2R 16.7R 13.5R 14.3R 11.6R 12.5R 10.1R 11.1R 9.OR s� 9 930 1100 780 930 710 860 650 810 610 780 580 720 TSW Q 24 c/c F 9.8 7.3 11.9 8.7 12.9 9.8 13.6 10.7 14.3 11.7 15.0 12.5 9 1230 1340 1180 1250 1100 1200 1050 1180 1010 1170 970 1120 TSW Q 12' c/c 8.9 F8.0 6.4 8.6 7.1 9.0 7.6 9.3 8.1 9.6 8.5 9.8 q 890 1200 730 970 630 840 560 740 500 660 450 600 BP Q 24' c/c 4.2+ 4.2+ 5.6+ 5.3+ 7.2+ 6.8+ 9.1+ 8.7+ 11.3+ 10.9+ 13.9+ 13.6+ F 8.5R 6.6R 7.1R 5.7R 6.1R 4.9R 5.3R 4.311 4.7R 3.8R 4.211 3.411 s q 950 1270 820 1050 710 910 630 800 560 720 510 660 BP Q 12' c/c 3.9+ 4.1+ 5.2+ 5.0+ 6.6+ 6.4+ 8.3+ 8.1+ 10.2+ 10.2+ 12.5+ 12.6+ 1 18 F 8.5R 6.6R 7.1R 5.7R 6.1R 4.9R 5.3R 4.3R 4.7R 3.8R 4.211 3.411 4 1160 1420 990 1200 930 100 880 1040 860 1000 840 970 TSW Q 24 c/c8.9 F 6.6 5.0 7.9 6.0 8.7 6.8 9.4 7.6 10.0 8.3 10.5 q 1480 1690 1420 1560 1380 1500 1370 1470 1370 1460 1360 1470 TSW Q 12' c/c 6.5 F 5.6 4.5 6.0 5.0 6.4 5.5 6.7 5.8 6.9 6.2 7.1 q 1080 1140 900 1200 770 1030 680 910 610 810 550 730 BP Q 24 o/c 3.6+ 3.9+ 5.4+ 5.0+ 7.0+ 6.5+ 8.9+ 8.5+ 11.2+ 10.8+ 13.9+ 13.5+ F 4.3R 3.5R 3.6R 2.9R MR 2.5R 2.7R 2.2R 2.4R 1.9R 2.2R 1.8R 91140 1540 970 1270 840 1100 740 970 670 870 600 780 10.4+ 10.2+ 12.8+ 12.5+ BP Q 12' c/c 3.5+ 3.8+ 5.0+ 4.8+ 6.5+ 6.2+ 8.3+ 8.0+ 2 16 F 4.3R 3.511 3.6R 2.9R 3AR 2.5R 2.7R 2.2R 2.4R 1.9R 2.2R 1.8R q 1390 1740 1190 1470 1110 1350 1050 170 1020 1210 1000 1180 TSW Q 24 c/c 6.9 F 4.9 3.8 5.8 4.6 6.4 5.2 7.0 5.8 7.5 6.4 8.0 q 1740 2050 1660 1880 1610 1800 1580 1760 1580 1750 1590 1760 TSW Q 12' a/c F 4.2 3.5 4.6 3.9 4.9 4.2 5.1 4.5 5.4 4.8 5.5 5.1 'Footnotes 1 3 of Table 19 apply to this Table. See Figure 6 for ShearTranz details. For HSB-30 Deck, 5 and 6 puddle weld patterns apply. FIGURE 6 DETAILS OF DIAPHRAGM SYSTEM USING VERCO HSB-30 AND HSB-36, SHEARTRANZ, AND ZONOLITE OR PERLITE CONCRETE N 21/2 31/2 slots opening for 11/2%vent. (Optional) T t•A _ 4- A 1 3/4 fj 30' oR 36 2 y2 31/2 4 X/rr-,nn «C\/eTClkA Stn" 0,F(-TInN A - A ED\\ ARD JONSON AND ASSOCIATES, P S T l Consulting Structural Engineers JOB:V SHEET 5990 Northeast Battle Point Drive SUBJECT ' Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. dp/2//>/ BY•j oot-- dL -�3r~srrt tc� PL 'gwl- c2I�� 0-1 L� aLt w Ac•-t.� 71= HOT - ��- EDWARD JONSON AND ASSO( IATES, P S L Z (mnsultmg Structural Lnginccrs JOB ��`,' � /f'1 SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. 7/20/ BY- Ce C:� �-s �T 1'9'R I AX}e 2o.W&-s P, _ /o o� x � 3 x/r..� o-/s/ ET•� Z / /3 x / /9 )c( 3 x/(. ¢x/ 00-2S� fwz / Glx / 2 x Icv 0x/ 7- a23 4- psi- Lu/;L I-DWARD JONSON AND ASSOCIATES PS (,onsulting Structural Lnginccrs JOB: .✓ei &T7 4FL9/y! SHEET'^ 5990 Northeast Battle Point Drive SUBJECT !�� C Bainbridge Island,WA 98110-33407 �/�3// (206)780-0524 Fax(206)780-5587 DATE. BY Lam` Gc'/fYp &A/ To CA-J XW d6 '1- IL�w ? 2� 2 �p tt_.Z 5Coc� �/fid' AT P4 I, IP6._ 44-i + 7 4S = a v X 33 3l P� Q c�� -3 max hfl�r� ISI 3 I x 410-A ¢ 3 7 - T 7P9 A LL wNu, s'c ns t�T Z OR 63e-r TG'K 'fc : 3 go tos i 4C ?S t q0 3 �, E- ( Gy W- � 2S Ar wA)<. -Kb PZ'; �b� SScx 12 57205' — 3 Cc9mC31%-)eb S�Cz 7 5�3 ttt 901 -F- R72_ ( �C I. 3 3 X F 2S "4Z' CY 0-7 SOF w 7(o-7 < i 3 �x L 2 /� S<< z /0.4, /2 'f-c = qo`7 PS LDWARD JONSON AND ASSOCIATES, P S r Consulting Structural Engineers JOB ��Ff�/�.�N �� SHEET '^ 1--*-1 /�i`�—CRA L- 5990 5990 Northeast Battle Point Drive SUBJECT �- Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. 7 � BY 0 O •dIw Pt aye' �R�cic A e--,fel' / � / Z X8 a Il0 5'[c-tos Bv%.ser `77R'e I/ C^rL Z I/ O C90 720,06f 5C-3 `6W Gw qS Z x8 a ho � 2 Cox = /•S PSIS' 4"'RRic k 400 Rslw: 4/OPsj*�I 7�frc��ss I-DWARD JONSON AND ASSOCIATES PS / Consulting Structural E:nginccrs J 0 B"Ile Sc/h � SHEET l-•S 5990 Northeast Battle Point Drive SUBJECT m-RA4 Bainbridge Island,WA 98110-33407 ,y (206)780-0524 Fax(206)780-5587 DATE. BY Arn 4 L0109aS Cox /. ��USSes /rizAdi o S/F�� Cyd ��u►��, - 2,f 1" I t4teLL4"lE M4S �v d - 514Y zy 19 ,5 JD w4a 7�c/,4 4' Rg(ck- 40 pslr L F411—L W6-1&1-17 e 4*419Z e Le'-jA1%pV0 730 7bl::) 0/c HRRO/ VaVjt SAVING s/(p 71-/1 ---%, ? z. S low.- C.- orC.-F c)cfc'-Wd c: EDWARD jONSON AND ASSOCIATES, P S Consulting Structural Engineers JOBSHEET �T 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 p (206)780-0524 Fax(206)780-5587 DATE. 0 2�/tel BY �ra7c�•9c. E�,s��c o-v� �3 8(5-�Nl7 6uAl L 5Me M so& n`120'V/L 6- Sp W rnpf sWon-4 P q-ov qr4-s Ap t30.L/ cerc Ca ! v 34 use 7'z o o2oio(// y7Y o• 12,08 U= o-S ¢ X1 �r Q. X13 w V= 2. sCQ V ,w 0. AvR,-,-- W (ccs 3d--6� rn�N v= o /l c� 7- w V'r o.// x 34x/ W U= 0. 0 3cf- vy LmAO /De Z ICP/2 3. 4 ,af L (r i-�z� L_ _ ��'v� Ldp Q. J@�o� =ZSPst D t L. 'f w 6u A '�l3 t cRe-aSt Sive at -70 E� wH e- z- - _V � ¢ EDWARD JONSON AND ASSOCIATES, P S ^�' �!n,, Consulting Structural Lnguiccrs JOB: a, fj oi SHEET 1 ,- 5990 Northeast Battle Point Drive SUBJECT ��1�� Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. flVf BY. GA7E�� S�/sm/C QE Cq 3 Z-Z-) A0 J P by -W3 /7re � _ sZ w/0 T"Z:>R w(T-V C3 2c c cc `-[—P z 2 SZ ( 4o+.2) tom-) : 2 �S 7? w,i Te w,P IC&MS TRAY >i a s Z Tp w WINZD [,dirvv 67Dve30qS w4cc af-&-MeNr- ws/C-A/ EDWARD JONSON AND ASSOCIATES, PS --�— � � C.onsulnng Structural Engineers JOB: T��}�� SHEET L 5990 Northeast Battle Point Drive SUBJECT, Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE: g f Z I ( BY- k9 -t�p(cm_ Wxu—s-A 71 µ/fir �/ptCAL. wAu..S 1�a R 55 u (Zz IcoS%� r 3 Vz 34 S�fV _ _' e_ 1°�t loPs1- Z3 pS�` M (27*/�T' srntL bt, Lu l o b Y N TABLE 23-1-K 1—ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES IN POUNDS PER FOOT FOR WOOD STRUCTUR L PANEL SHEAR ,a WALLS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE1.2 I PANELS APPLIED OVER t/ INCH(l3 mm) PANELS APPLIED DIRECTLY TO FRAMING OR N S/s4NCH(16 mm)GYPS�M SHEATHING MINIMUM MINIMUM NAIL Nall Spacing al Panel Edges(in.) Nall Spacing at Panel Edges(in.) NOMINAL PANEL PENETRATION x 25.4 for mm Nall Size x 25.4 for mm (Common •" THICKNESS IN FRAMING Nall Size (inches) (inches) (Common or 6 < 3 2z Galvan Box) x 0.0146 for N/mm ox) x 0.0146 for N/mm ized 6 4 3 23 Galvanized B .� � PANEL GRADE x 25.4 for mm Box) 5/16 11/4 6d 200 300 390 510 8d 200 300 390 510 Structural) 3/8 2304 3604 4604 6104 7/16 II/, Sd 2554 3954 5014 ;670 4IOd5 280 430 550 730 I5/,, 280 430 550 730 15/32 I5/8 100 340 510 66.5 870 — — — — — I 3/16 I1/4 6d ISO 270 350. 450 8d 180 270 350 450 i 3/8 I 200 ,00 +2 510 200 300 390 510 C-D.C-C 2204 3204 41(4 5304 Sheathing plywood 3/s panel siding and other 7/If 11/, 'cl 24(j:. 35q' 45(34. •5&54 IOd5 260 380 490 640 I grades covered in U.B.C.Standard 23-2 I5/32 260 380 'Ago 640 or 23-3 15 )5/g IOds 310 460 ('600.w• 770 — — — — — I v/t, 340 510 665 870 I Nail Size Nall Size (Galvanized (Galvanized Casing) Casing) Plywood panel siding /li 11/4 od 1-10 111 '74; 3G(1 8d, 1 140 210 275 360 I in grade covered i:l U.B.C. 3/x I I/2 Sd I6U 240 310 410 IOtls 160 240 310 410 Standard 23-2 IAII anti edges backed with 2-inch(51 nvn)nominal or wider fr:uuing.Panels installed either liorizOnially or vertically.Space nails a(6 inches(152 film)on center along fit ennv la a taming mem rs or s•mc t nun an 16-utc t nun "nelsmistalled on studs spaced 24 inclies(610 mm)on 6enter and 12 inches(305 mm)on t center for other conditions and panel thicknesses.These values arc I'or short-ante loads due to,wind 6r earthquake and musty reduced 25.percent for normal loading. Allowable shear values for nails in framing members of other species set firth in Table 23-III-FF of Division 111 shall be calculated for other grades by multiplying the shear capacities for nails in Structural I by the following I'ucton.0.82 for species with specific_ravity greater than or equal to 0.42 but less than 0.49 and 0.65 for species with aspecific gravity less than 0.42 z\\there p:mels are applied on both faces of a wag and nail spacing is Icss than G inches(152 nun)on center on either side,panel joints shall be offset to fall on different framing I members or framing shall be rote t( nun)nominal or Thicker:utd nails un each side shall be stag�st rcd, a..�, _ SFradling at adjoining panel a ges sta a -u h(76 film)nominal or wider and nails shall lx.la__ered where nails are spaced'_inches(51 mm)on center. I aThr valut for 3/;;-inch(9.5 mm)and 7/16-inch(I 1 nun)panel,applied direct to Irarcing may be increased to values shown for l s/t_inch(12 mnt)panels,provided studs i are spayed a maximum of 16 inches(406 nun)on center or panels are applied with long dimension across studs. 5Framing it udjoining panel edges shall be 3-inch(76 mm)nominal or wider nails shall b�sctgscred where IOd nails having penetration into framing of more than 15/8 me est film are spat Inc es 1 fit)or less on center. M. I Y^ t t TABLE 23-1-K 2—ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES IN POUNDS PER FOOT FOR c PARTICLEBOARD SHEAR WALLS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN,,PINE1,2 i; c PANELS APPLIED DIRECTLY TO FRAMING PANEL APPLIED OVER t/z-INCH(13 mm)GYPSUM SHEATHING ' MINIMUM Nall Spacing at Panel Edges(inches) Nail Spacing at Plywood Panel Edges.(Inchos) vs, NOMINAL MINIMUM NAIL Nall Size x 25.4 for n,m Nall Size x 25.4 for min ! PANEL PENETRATION (Common or (Common or ' THICKNESS IN FRAMING Galvanized 6 4 3 23 Galvanized 6 3 25 (inches) (inches) Box) Box) PANEL GRADE x 25.4 for mm 0.0146 for Nim", x 0.0146 for N,mm 5116 11/4 6d ISO 270 310 450 8J I80 270 350 450 ' 3/s 200 300 390 SIU '_00 300 390 510 3/a 204 3204 4104 I 53()4 2,'vi-W 7/1G l l/, Sd 2404 350-, :1io, 5554 100 260 390 490 640 r; ' 1/1 260 ISO 490 (t4U — — — — — �4»a. 1/2 (5/s IOds 310 460 G00 770 ' 5/8 340 SIU GGS 870 — — — — — r.; or 152 on center IAII panel edges backed with 2-inch(31-inc nominal or wider n el installed with Ile long tdimension paralletalled either ttolstuds spaced vertically.4 Space ches(610 mm)on center and 12 inches(305 <Y intermediate frantinL members for /g inch O.5 nun)p mat)o: center for other conditions and panel thicknesses.These,:dues arc for short tint.IuaJs due to wind or earthquake and must be reduced 25 percent for normal loading Allowable Sheaf values for fi:1tls 11111'allllllg Ilteltlbel'S OI 0111e1'sl):.'le,set Il)I'lll Ill T'r� '�(-)r1I DIViS1011,II1]hall be calculat�•J for all grades by multiplying the values for common and galvanized box nails by the following factors.Group 111.0.82 and Group IN' 0.65. '\Vhcrc panicletx,ard is applied on both faces ul ,tall and nail spacing is I�;s than 6 inch (152 mot)oll center on either side,parn I joints shall be offset to fall of,differeltt� f etc a licmhcn,or!'raining shall be 3-inch(76 nun)nominal ur d,ickcr and nails on ail;i,!,;hall be staggered. f,. ATS:ANCHOR TIEDOWN SYSTEMS Concentric Holdown for multi-story A commercial applications. No horizontal drilling From 8000 lbs to 40,000 lbs load capacity. CODE:ICBG E115090;City of LA.RR 25236 ' k 3- ATS U.S.Patent No.4,875,314 Canada Patent No.1,325,874 ATS System In a five story application Request form F-ATS for detailed Information ATS System in a �! four story application HDQ8 HOLDOWIV Attaches purlin to wall. Finish:Galvanized. SDS screws for faster installation and maintain Integrity of the wood(included) • W of adjustability perpendicular to the wall 1 Ya'center line for reduced eccentricity Use in vertical and horizontal applications Horizontal HDQ Installation j' ei Md. A No.of SOS Allowable;. Holdown Detleciion onchar -B 1/4x3 Wood Tension �at Highest Allowable H , Screws lbs 133': ,DeslgnLdid A 14 2fe 20 8325 0040 > > > . -'r"' HD08-SDS3 7 2 ',' .. c �� LL• 1.Allowable loads have been increased 33°h for wind or earthquake loading. - 't• <-�_ � < �. No further increase allowed. a''^s-t. ., �• 2.For double Installation,offset holdowns to eliminate screw interference. This achieves double the load capacity(16,650 lbs). ' o 3.The designer must specify anchor bolt type,length and embedment.See the SSTB Anchor Bolts. a 4.See page 32 for retrofit anchor bolt. 2�8 HDQ Vertical 5.Loads are based on static tests on wood studs,limited by the lowest of 0.125'deflection, ultimate divided by 3,or the wood screw value. �I( 1-11/4 Installation 6.Deflection at Highest Allowable Design Load:The deflection of a holdowri measured between the HDQ anchor bolt and the strap portion of the holdown when loaded to the highest allowable load listed US Patent No. o in the catalog table.This movement is strictly due to the holdown deformation under a static load 6,018,917a also also be installed 0 test conducted on a steel jig. off the sill plate 7.Installs best with a low speed Id right angle drill with a W hex head driver. TUDSIMPSONo T KE P DEVICE TUD7/8-1 U Cost effective solution for a known industry problem I' The clamp holds the Fitsof travel 7Adevice in tension until Fits up to diameter rod I Installation is complete. Sized to fit HDQ and PHD holdowns Patent Pending I. Do not remove clamp until the TUD Is fully _ installed. 22 COrVCENTRIC V q I I ��! & � °� C H Mew HOLDOWNS riOC product line eliminates eccenlnC4, Install -111th �•, �� 1 d nciuded)to reduce slip and maintain post capacity I MATERIAL.10 gauge strap. FINISH:Galvanized strap,alum ase j INSTALLATION: Use all specified fasteners.See General Not= ° Sized for 2-2x,4x and 2 2x6 members in two load capacitt, residential needs Concentric to eliminate bending on the stud SDS screws for high load capacity and maintain the integer ne stud Slot in the seat allows for Wof adjustment H °� Witness slot in the base to inspect the nut ° Maximum anchor bolt height above concrete is 21/2 Anchor Number Allowable Madel W H B of SOS Tension k NO. Boll 1/4x21/2 (133) J ® r HDC5/22-SDS2.5 3 1/8 93/8 3 1 5/8 12 _0 �. HDC5/4-SDS2.5 .3 9/16: 9 1/8 3 1 5/8 r— 24 0 8 �t ;HDC10/22-SDS2.5 3 1/8 1143/8, 3 1 7/8 1 12 9 35 HDC .HDC10/4 SDS2.5 3 9/16 14 1/8 3 1 7/8 1 24 9.35 yw 1 The designer must specify anchor bolt type,length and 4 Def, uon at Highest Allowable Design Load:The deflection of a holdown embedment.See the SSTB Anchor Bolts, mer red between the anchor bolt and the strap portion of the holdown Typical HDC Installation 2.See page 32 for retrofit anchor bolt. whe, Jaded to the highest allowable load listed in the catalog table.This with 2-2x4 studs 3.Loads are based on static tests on wood studs,limited mo nent is strictly due to the holdown deformation under a static load (Similar with 2-2x6 studs) by the lowest of 0.125'deflection,ultimate divided by 3, test conducted on a steel jig. or the wood screw value. 5.Installs best with a low speed 1h"right angle drill with a 3e'hex head driver P H D HOLDOWNS PREDEFLECTED The Predeflected Holdown(PHD)is a revolutionary develo, it ®I I in holdown connections.Predeflected during manufacturing.J 7D c0;. 111 Y- ®, virtually eliminate deflection from material stretch. SPECIAL FEATURES: Wood screws reduce slip due to overdrilled bolt holes. ®II II Smaller centerline reduces eccentricity in the stud. H No stud bolts to countersink. The slot in the seat provides anchor bolt adjustment. Fits easily on a 4x stud. a MATERIAL.See table. j FINISH:Galvanized INSTALLATION: Use all specified fasteners.See General Note, \ li Place the PHD over the anchor bolt. Install Simpson's code-recognized SDS1/4X3 wood scre which are provided with the holdown. For an improved connection,use a steel nylon locking nL. or a thread adhesive on the anchor bolt. Typical PHD See SSTB Anchor Bolts,page 25,for anchorage options.The design engineer Installation PHD5 may specify any alternate anchorage calculated to resist the tension load for as a Holdown (others similar) — a specific job.Anchorage length should take the bearing plate height of 16/6" US Patent 5.979.130 z into account,to ensure adequate length of threads to engage the nut. To tie double 2x members together,the designer must determine the Z fasteners required to bind members to act as one unit without splitting the woad. CODES.ICBO 5328;City of L.A.RR 25300. Dimensions Fasteners Allowable ' Holdown 5 No.of Loads Deflection /*• SDS'/4X3 Model Ga Simpson Avg 2-2x and at Highest HANGER Screw U No W H B CL Anchor Sing X3 Ult I Greater Allowable NOT US Patent Dia Vertical Design SHOWN Wood 6 109,850 Screws Wood Members Load — --- { __ See screw v 1 PHD2-SOS3 14 1 3 9X6 2r/ 1% % i3285 10 10,283 .031 — _ � �_ _ l,JTop View info on PHD5-SDS3 14 3 11,{6 2r/ 1/ % 14 13,692 4500 .047 Typical page 8 U PHD6 SDS3 12 3y 13')(6 2j 1% % 18 18,000 5585 043 Concrete Wall PHD Offset PHD8-SDS3 10 3ye 17)(6 2r/ 13/6 '/e 24 23,203 7120 .060 Installation 1 Allowable loads have been increased 33%for 5.Deflecao,i at Highest Allowable Design Load:The deflection of a earthquake or wind loading with no further holdown oeasured between the anchor bolt and the strap portion increase allowed;reduce where other loads govern. of the li. inwn when loaded to the highest allowable load listed in 2.The designer must specify anchor bolt type,length the cataic table.This movement is strictly due to the holdown and embedment.See the SSTB Anchor Bolts. deformr ii under a static load test conducted on a steel jig 8.SDS,/,x3 screws are required for PHD s.Call 3.See page 32 for retrofit anchor bolt. 6.Installs L?st with a low speed 112*right angle drill with a hex Simpson for PHD loads using SDS'.xt'h' 4.Loads are based on static tests on wood studs, head driver. screws for 2x wood. limited by the lowest of 0.125'deflection,ultimate 7 PHD installed raised off the sill plate may have greatei 9.For Hem-Fir loads.request Technical divided by 3,or the wood screw value. deflection values. Bulletin T-HEMFIR. 23 r_71 r:71:711 LSTHD/STHD STRAP WN The STHD is an embedded strap tie noldown wah higr -apaul and a staggered nail pattern to help minimize splitting. _ FEATURES The strap nailing pattern allows for nailing to v -uges of double 2x s. A slot below the embedment line allows for increased -it to back concrete bond and reduced spalling. FEATURES D Strap nail slots are countersunk to provide a lower nail -ad profile. Secuie�,ioidown to wood form-,;oaw Rim joist models accommodate up to a 17"clear span Ithout any loss Allov.,s for proper side-cover of strap nailing.Diamond holes for optional attachment ,rim joist. Keeps strap vertical I Coined edges enhance safe handling. Prevents tilting or twisting of strap MATERIAL.LSTHD8,LSTHD8RJ-14 ga,all others-12 ga.FINISH:Galvanized during the concrete pour. f INSTALLATION: Use all specified fasteners.See General Note` Uses one 16d duplex nail. See Post Tension information on page 31 BENEFITS = / ❑stall before concrete pour with a Straprdatz IJ. Nail strap from the bottom up.Strap may ue oe. /c, Greatly reduces spalling and costly retrofits. i Prevents strap movement parallel and Bending the strap 90°to aid wall placement may cause spalling behind perpendicular to plate. the strap.If the spall is 1 or less,measured from the eI Ibedment line Decreases possibility of misinstallation New to the bottom of the spall,full loads apply For spalls or ieen 1 and 4' of strap to wood member. (see illustration),the allowable load is 0.90 of the table iads. Simple t0 use Keyhole Where fewer fasteners are used in the structural wood I -tuber, -Common jobsite nail Feature reduce loads according to the code. -No addiMonal expense. Patent Pending Unless otherwise noted,do NOT install where: (a)a horizontal cold joint exists within the embedment aepth between the slab S- and foundation wall or footing beneath,unless provisions are made to transfer the load,or the slab is designed to resist the load imposed by the anchor-or (b)slabs are poured over concrete block foundation walls. To get the full table load,the minimum center-to-center spacing is twice the STHD embedment depth when resisting tension loads at the alne time. U.S Patent There is an increase in the amount of deflection if the strap is installed on the 5,813,182 L outside of the shear panel versus under the shear pane Irectly to the Nails are framing.Ask for Form T-PLYWOOD for complete detail� countersunk FOUNDATION CORNERS:Nail quantities may be reduce for less than le corner for a low profile strap surface distance design loads—use the code allowable loads to, fasteners in shear. _+ CODE:ICBG 5349. L ah Use diamond holes EMBEDMENT s to pre-attach the strap. _ 'y, SPALLING LOAD LINE O 4. le REDUCTION! Ii sir p is bent horizontal -? 90°o-ring installation, I /. = a and then bent vertical t,• e ; ° e for nollulg to the stud, PONAILED ON 5 r Typical ONE 14 concrete spalling 4x POST_ REBAR IN coul0 result.Load SIMILAR STHD Edge ;. ° j Installation SHEAR CONE .` .. , reductions may apply ° 1TMIN a see Installation note. :AIBEDMENT (for two REBAR LENGTH LENGTH pour See ° ♦ �.V�7�1 i2 MINREBARfootnote 4 ARSP LENGTH tapQ MIN.REBAR LENGTH 1 - IONE#a END -'; � 301MIN, IN,SHEAR E ° DISTANCE REBAR / -„ lam. LENGTH ^h'MIN. 112'MIN.\\II - - 1'/ FROM \ENGTH rt-,CORNER Typical STHD o Corner Installation 1 4 on 3-2x studs Typical STHD14RJ s (for 2 pour see Rim Joist Application o footnote 4) _ 1 'RJ'after the model indicates – __ STHDs for Alli joist applications. Allowable Loads(133&160) e.g.STHD8RJ. Strap Length Avg -- --- 2.STHD14RJ requires 30-16d c Model No. Min (L) Ult @ ; End Distance sinkers,with the(le)load at Standard/Rim Joist Stem le Nails 2000 --i 133%of 4960 lbs. Wall Std Rim psiy 1 le i 1 y' I• y' 1 I` 3.10d commons or 12d common Y" Y } Model Joist 1, , , nails may be used with no load Madel _ 1 2000 psi Concrete 2500'psi Concrete 3000 psi Concrete reduction. _ _ ___ 4.For two pour with 4'slab or LSTH08/LSTHD8RJ 6 121 35y 8 24-16d sinker 5918 ' 1695 1695 1695 1 1825 1825 1825 1950 1950 1950 I less.The psi is 3 load he 'STHD8/STHD8RJ 6 ;21V, 35y 8 24-16d sinker 7167 1760 2050 2345 ! 1950 22101, 2385 2135 2370 2425 . edge 2000psi Is 3235.The STHD10/STHD10RJ 6 23 36 10 28-16d sinker 10555 2035 2575 3185 2610 12880 3185 3185 3185 3185 ST O35.D 10 at the same condition _ y � I I Is 2035. STH014/STHD14RJ 6 31% 39% 14 38-16d sinker 150801 3235 4220 4805 3800 ' 4295 4805 ,4365, 4365 '4805 I 5.Allowable loads have been LSTHD8/LSTHD8RJ 8 1 21% 35y 8 124-16d sinker 5918 1 1695 169_5 1695 ! 1825 1825 2335 1950to_ 1950 2975 increased 331 and 60%for earthquake or wind loading with STHD8/STHDBRJ 8 1 21%1 35y 8 24-16d sinker 7577 2370 2370 3195 i2370 2370 3195 2370;2370 3195 no further increase allowed: STHD 10/STHDIORJ 8 23y, 36% 10 28-16d sinker 11780 2745 2745 3725 2990 2990 3725 3230 1 3230 3725 I reduce for other load durations 5THD14/STHD14RJ 8 1 3130 391 114 38 16d sinker 17453 3885 4430 5785 4160 4430 5785 4430 4430 5785 according to the code. 28 6.For Hem Fir values,request T-Hemfir. EDWARD JONSON AND ASSOCIATES P S (^L; ( misulting Structural fnginccrs JOB.:7yt SHEET $ I * 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY- 2P2 S 3 tt ►r►i N Z7*AP "rc:� M I N AIr4702(fir P /-fes S 4-S d 3�' m I r1 ,gMCN�Tr -� S s 713 2.a F-3�,:ZS 3�1 M1N /G><!R/3a�I --�'SsTB2a a EDV✓ARD JONSON AND ASSOCIATES, PS C unsulting Structural higinccrs Mpg SHEET L 14 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. X1/27 0 BY ATR- SffeAR-- 1�9� Akc"PO f3a C IN PL/4-r6 sI K161Li 5A(:AtZ S 114 67 LC` (-LATC �`c�z I VZ Si�1C�LC to U04r3Lf=_(7(,5#/Bcxr 13 3 oc 'x 1 3-3=745 ��nc = 7��5'� X 1 33 - 1020* e 2 o c 2-90 375 0 21 o c X 3 3 = 5/2' 4' C :'OJx x / 3 3 = 26,CD# n6' oc oc = 130 X/ 313-z 1804 5/n )1 fz ' J S '7= -P LATE- 705 1 `DoU6l.E DLt�Tt 1170'��cL �o 705 X/ 3 //70' X133 - /S.5to "- 5 FS" ¢ ' _ /75 " = 23Zj � ' - 29o" 390 ' _/2o _ /�' I C? 6 /9 S'' T 2�p ATR Engineering Inc. Vashon,WA 0727/2001 02:38 PM (206)463-5735 IS SHEAR WALL SCHEDULE FOR WALLS WITH CDX ON ONE SIDE ONLY WALL SHEAR WALL SOLE PLATE MARK NAILING ATTATCHMENT 12"CDX One Side 5/8"dia.J-boft V1 8d 6"OC/Boundry at 6 ft oc max.spg. 260 plf 8d 12' OC/Field Double 2x sole plate All Edges Blocked 3"min.net thickness V2 12"CDX One Side 5/8"dia.J-bolt 380 ptf 8d 4"OC/Boundry at 4 ft oc max.spg. 8d 12"OC/Field Double 2x sole plate All Edges Blocked 3"min.net thickness V3 1/2"CDX One Side 518"dia.J-bolt 490 pif 8d 4"OC/Boundry at 3 ft oc max.spg. 8d 12' OC/Field Double 2x sole plate All Edges Blocked 3"min.net thickness TYPICAL 1/2"CDX One Side 5/8"dia.J-bolt EXTERIOR 8d 6' OC/Boundry at 6 ft oc max.spg. WALLS(UNO) 8d 12"OC/Field Double 2x sole plate 260 plf All Edges Blocked 3' min.net thickness SHEAR WALL SCHEDULE FOR WALLS WITH CDX ON BOTH SIDES WALL SHEAR WALL SOLE PLATE MARK NAILING i ATTATCHMENT 2-V1 12' CDX BOTH SIDES 5/8"dia.J-boft 520 ptf 3"solid minimum all at 3 ft oc max.spg. framing plus blocking Double 2x sole plate 8d @ 6"OC/Boundry 3' min.net thickness 8d @ 12"OC/Field All Edges Blocked 2-V2 12' CDX BOTH SIDES 5/8' dia.J-bolt 760 pif 3"solid minimum all c 21 D C framing plus blocking Double 2x sole plate 8d @ 4' OC/Boundry 3"min.net thickness 8d @ 12' OC/Field All Edges Blocked file:kv-sch ATR Engineering Inc. Vashon, WA 07/31/2001 0219 PM (206)463-5735 FILE. HD-SCHED HOLDDOWN SCHEDULE JEFFERSON ELEMENTARY SCHOOL HOLDDOW RATED MINIMUM ANCHOR AB N CAPACITY BOUNDRY BOLT EMBEDMEN MARK ELEMENT REQUIRED T LSTHD 8 1825 LBS 3 Inch minimum NA/strap type NA/strap type PHD 2 3285 LBS 3 Inch minimum SSTB 16 12 inches PHD 5 4500 LBS 3 Inch minimum SSTB 20 16 inches HDQ 8 8325 LBS 3 Inch minimum SSTB 28 24 inches ATR Engineering Inc. Vashon WA 06I15I2001 04:12 PM (208)463-5735 A A B C D E F G H I J K L M N O P O 1 SPREADSHEET FOR LATERAL DISTRIBUTION OF FORCES 2 3 JOB: JEFFERSON ELEMENTARY SCHOOL/PORT ANGELES WA 4 5B'dia 5 OPTION: 3 J-bolt nepdive 6 BY, ATR dbl sole vahrea 7 FILE:J-V-EW7 6 plate kW4r�tee s E-W SHEAR FIRST STORY W)nd Force for 11 fl plate no tension 9 WALLS Gow3ms 1170 p/boit height RESISTING MOMENT Ibit 11 TORY FORCE TO AVERAGE .33 increase OVERTURNING Mr from Unit Roof Mr from Header Mr from HOLDOOWN 12 Walt Trib Length RIBUTARN Percent to each TOP OF PLATE SHEAR 1556 deslg Wall MOMENT LB-Fr DL wall only Dead Load Roof Reactions Headers TENSION 13 MARKS- Le h R left to ht WIDTH II wall based on-L 345 PLF PLF s cin r fl. MARKS Lerigih fl 11 it 10 12 Paf lb-ft lbs lb-ft LBS 14 1-LINE 23.60 1-LINE . 15 one-9 9:00 11.80 0.50 2036 226 6 -CRI"i 9... 22391 4455 0 0 0 0 1993 �� 1 16 me-9 . .9.00 11.80 0.50 2036 226 6 one-9. 9 22391 4455 0 0 0 0 1993__ 17 2-LINE. 44.30 16 twa28 . 28:80 33.95 0.53 6171 214 6 two-28 "28.8 . 67885 45619 7655 110233 0 0 -3054. 19 two 7.25: . '7.30 33.95 0.13 1564 214 6 tvio-7.25 7.3. 17207 2931 1940 7082 0 0 985 20 two-17 18.56 33.95 0.34 3977 214 6 tWO.17. 18.56 43748 18946 4933 45781 0 0 1130_ i 21 3-CINE 12.40 &LINE ... _ 22 three-21.8 21.80 28.35 0.42 4093 188 6 three-21: 21.8 45018 26138 5794 63159 0 0 -2031 23 three-30.3 .3030. 28.35 0.58 5688 , 188 1 6 three 30. 30.3 62571 50495 1 8054 122014 0 0 3628_ 1 24 .4-LINE 19.60 .4-LINE ---- 1 25 f6ur-23.67 23.67 1 16.00 1.00 5520233 6 foiji.23.6 23.67. 60720 30815 3146 37230 0 0 309 1 26 5-LINE _ 19.60 `-LINE:- --tl 27 fiver3.67' .167 9.80 0.17 583 1596 five3.67 '1 6408 741 0 0 0 0 1544 26 firm"98 ...8:98 9.80 0.33 1108 159 6 ftve-6:98'6.98. 12187 2680 0 0 0 0 1362 LS7� 29 five3,67: '3V 9.80 0.17 583 159 6 :(PAO.fi7 3.67 6408 741 0 0 0 0 1544 30 five-6.98' ..6.98 9.80 0.33 1108 159 6 five-6.98:.6.98. 12187 2680 0 0 0 0 1362 31 32 33 TOTAL 169.73 119.5 1 .iilpI EDWARD JONSON AND ASSOCIATES, P S n n onsulting Structural Engineers JOB: •��-�t�(Sdt.� RC1 lt)Q t SHEET r 5990 Northeast Battle Point Drive SUBJECT RAr L Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY- 1:L1 Y-SSrV,IL �Dnl IL -s Ca- 0 36 so Sa%�. ?9'0;�LL� U= U Ca t,j 5 m 5a�aa� %CAQ\ro(. WAt�_ ?I U,ti ST2�5 S �Our OL_ 10" m�j ?P�t2'T� R�nL) mr� 13t�A2�>J �0 ( 3c�� (1,S) Uj = v, 2� CANYTit_"VUE X C.0L �� 3 ( �� CI 4;) U 0 53 Lj t--� --r .r . _ CO O O Li �r I� 0 p o Co ❑ EDWARD JONSON AND ASSOCIATES, P S onsulting Structural Engineers JOB: SHEET 5990 Northeast.Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY- lc C, V e'' 1=,Q C � to ' W- r� v T4kk� A" LO Clea,> 91 (4,0)� ( use. Is'j C.OL 040jr EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET V 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY (80) �Jd (b. b V - , 03�; Cs,1) 01.41 �' gH WT i pj co 2 'S K to z Zti �H� 91 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET "3 s 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY- .y '14' 0 IL O;EOC OVr 011- A-t Cc� LK �- �p-_ 2,5 C,ati , 3to 0 I 3 0 0,E 6-b N or h e rn �Nn fin^ L3) " 6O vJ 3 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET l3 --4--1 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY qs�- AL)6 � P-' U'44 "' '36) Ck-) - T�t(ZT0TPr( . W E b(4r tJLi y 16 ct ® Mom'- -T 9`1 8' w ► o� Foa�,W� � 'Mom= ►5(z,��C�y1C��1L �L��. Z��'1� 2r,`ft' Qj NIP L z 1 l `c '7 1 to 41 (L YA 169 V y2rt 2y ( c,to) 2 !��L� ""Lr 0 %F �c EDWARD JONSON AND ASSOCIATES, P S /" Consulting Structural Engineers JOB: SHEET LV 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY 4 IF WA 5 � r ouT o� �L SAFE SAFE v6.28 File: New grid h August 7,2001 1547 Scale: Fit mPage SAFEv6 28 File NEW GRID H Kip-ft Units PAGE 1 August 7 2001 15 45 X - S T R I P R E I N F O R C I N G (for whole strip in Sq-in) X-STRIP STRIP STATION TOP-REBAR TOP-REBAR BOT-REBAR BOT-REBAR ID WIDTH X-ORDINATE LEFT OF X RIGHT OF X LEFT OF X RIGHT OF X cSXl 8 000 -4 000 0 000 CSX1 8 000 -2 500 0 000 0 000 0 121 0 121 CSX1 8 000 -1 000 0 117 0 000 0 437 0 110 csX1 8 000 0 000 0 000 0 000 0 251 0 252 CSX1 8 000 1 000 0 000 0 090 0 153 0 533 cSXl 8 000 1 500 0 000 0 000 0 448 0 448 CSX1 8 000 3 000 0 237 0 237 CSX1 8 000 4 500 0 000 0 000 0 448 0 448 CSX1 8 000 5 000 0 090 0 000 0 533 0 153 CSX1 8 000 6 000 0 000 0 000 0 252 0 251 CSX1 8 000 7 000 0 000 0 117 0 110 0 437 cSX1 8 000 8 500 0 000 0 000 0 121 0 121 CSX1 8 000 10 000 0 000 SAFEv6 28 File NEW GRID H Kip-ft Units PAGE 2 August 7 2001 15 45 Y - S T R I P R E I N F O R C I N G (for whole strip in Sq-in) Y-STRIP STRIP STATION TOP-REBAR TOP-REBAR BOT-REBAR BOT-REBAR ID WIDTH Y-ORDINATE LEFT OF Y RIGHT OF Y LEFT OF Y RIGHT OF Y CSY1 5 500 -4 000 0 000 0 000 CSY1 5 500 -2 500 0 000 0 000 0 051 0 041 CSY1 5 500 -1 000 0 083 0 000 0 223 0 065 CSY1 5 500 0 000 0 000 0 000 0 076 0 076 CSY1 5 500 1 000 0 000 0 083 0 065 0 223 CSY1 5 500 2 500 0 000 0 000 0 041 0 051 CSY1 5 500 4 000 0 000 0 000 MSY1 3 000 -4 000 0 000 0 022 MSY1 3 000 -2 500 0 000 0 000 0 030 0 029 MSY1 3 000 -1 000 0 048 0 034 MSY1 3 000 0 000 0 037 0 037 MSY1 3 000 1 000 0 034 0 048 MSY1 3 000 2 500 0 000 0 000 0 029 0 030 MSY1 3000 4 000 0 000 0 022 CSY2 5 500 -4 .000 0 000 0 000 CSY2 5 500 -2 500 0 000 0 000 0 051 0 041 CSY2 5 500 -1 000 0 083 0 000 0 223 0 065 CSY2 5 500 0 000 0 000 0 000 0 076 0 076 CSY2 5 500 1 000 0 000 0 083 0 065 0 223 CSY2 5 500 2 500 0 000 0 000 0 041 0 051 CSY2 5 500 4 000 0 000 0 000 SAFEv6 28 File NEW GRID H Kip-ft Units PAGE 3 August 7 2001 15 45 X - S T R I P D E S I G N M 0 M E N T S X-STRIP STRIP STATION TOP-MOMEMT TOP-MOMEMT BOT-MOMEMT BOT-MOMEMT ID WIDTH X-ORDINATE LEFT OF X RIGHT OF X LEFT OF X RIGHT OF X CSX1 8 000 -4 000 -2 859E-04 DCON1 CSX1 8 000 -2 500 -3 548 -3 548 14 153 14 153 DCON3 DCON3 DCON6 DCON6 CSX1 8 000 -1 000 -14 192 -14 007 51 040 51 199 DCON3 DCON3 DCON6 DCON6 CSX1 8 000 0 000 -26 976 -26 701 83 659 83 853 DCON3 DCON3 DCON6 DCON6 CSX1 8 000 1 000 -11 005 -10 922 62 113 62 153 DCON3 DCON3 DCON6 DCON6 CSX1 8 000 1 500 -3 936 -3 936 52 254 52 254 DCON3 DCON3 DCON6 DCON6 CSXl 8 000 3 000 27 727 27 727 DCON5 DCON6 CSX1 8 000 4 500 -3 936 -3 936 52 254 52 254 DCON4 DCON4 DCON5 DCON5 CSX1 8 000 5 000 -10 922 -11 005 62 153 62 113 DCON4 DCON4 DCON5 DCON5 CSX1 8 000 6 000 -26 701 -26 976 83 853 83 659 DCON4 DCON4 DCON5 DCONS CSX1 8 000 7 000 -14 007 -14 192 51 199 51 040 DCON4 DCON4 DCON5 DCON5 CSX1 8 000 8 500 -3 548 -3 548 14 153 14 153 DCON4 DCON4 DCON5 DCON5 CSX1 8 000 10 000 -2 859E-04 DCON1 SAFE v6 28 File NEW GRID H Kip-ft Units PAGE 4 August 7 2001 15 45 Y - S T R I P D E S I G N M 0 M E N T S Y-STRIP STRIP STATION TOP-MOMEMT TOP-MOMEMT BOT-MOMEMT BOT-MOMEMT ID WIDTH Y-ORDINATE LEFT OF Y RIGHT OF Y LEFT OF Y RIGHT OF Y CSYl 5 500 -4 000 -3 273 2 284 DCON6 DCON3 CSY1 5 500 -2 500 -2 682 -2 351 5 822 4 735 DCON3 DCON6 DCON4 DCON6 CSY1 5 500 -1 000 -10 513 -10 315 25 524 24 991 DCONS DCON5 DCON4 DCON6 CSY1 5 500 0 000 -24 628 -24 628 49 567 49 567 DCONS DCON5 DCON6 DCON6 CSY1 5 500 1 000 -10 315 -10 513 24 991 25 524 DCONS DCON5 DCON6 DCON4 CSY1 5 500 2 500 -2 351 -2 682 4 735 5 822 DCON6 DCON3 DCON6 DCON4 CSY1 5 500 4 000 -3 273 2 284 DCON6 DCON3 MSY1 3 000 -4 000 -2 298 2 505 DCONS DCONS MSYl 3 000 -2 500 -2 341 -0 948 3 402 3 335 DCONS DCON4 DCON4 DCONS MSY1 3 000 -1 000 5 548 3 915 DCON1 DCON5 MSY1 3 000 0 000 4 299 4 299 DCON5 DCON6 MSY1 3 000 1 000 3 915 5 548 DCON5 DCON1 MSY1 3 000 2 500 -0 948 -2 341 3 335 3 402 DCON3 DCON5 DCONS DCON3 MSY1 3 000 4 000 -2 298 2 505 DCONS DCONS CSY2 5 500 -4 000 -3 273 2 284 DCONS DCON4 CSY2 5 500 -2 500 -2 682 -2 351 5 822 4 735 DCON4 DCONS DCON3 DCONS CSY2 5 500 -1 000 -10 513 -10 315 25 524 24 991 DCON6 DCON6 DCON3 DCON5 CSY2 5 500 0 000 -24 629 -24 628 49 567 49 567 DCON6 DCON6 DCON5 DCONS CSY2 5 500 1 000 -10 315 -10 513 24 991 25 524 DCON6 DCON6 DCON5 DCON3 CSY2 5 500 2 500 -2 351 -2 682 4 735 5 822 DCONS DCON4 DCONS DCON3 CSY2 5 500 4 000 -3 273 2' 284 DCONS DCON4 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB- SHEET• 65 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY• *'�e'e �zElwjF- ?k LQ W E.l b VV fin' ��_ ^�L�(1SrJ1= J t IS►h I� CC rr`� 9 � � 1 L L \ L G 1 C� I b 2CL�� L� ok EDWARD JONSON AND ASSOCIATES, P S (� Consulting Structural Engineers JOB: �cV !- ' tj SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY gym W4u- (sfLkyo 1jj w t U 61U V00 3) - 2(p z pSf �_ �• �� (H3.6 Ila �- 2 r � � ZR 9 y Cp o T(LoL-S k !+V 4k. .. 071 n 3) r. 0 OL to ?,0 w) 'k wi (01) 0 SELf WT 6 tll?') E (S-1 'y q 5 Ll VSL-. rn\'-4 Qt(( EDWARD JONSON AND ASSOCIATES, P S J� �� Consulting Structural Engineers JOB; SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 ' Q (206)780-0524 Fax(206)780-5587 DATE. BY ii� ca ,� V d to `1'� '�' 3 3 �,'1� = �'1 `1 R ►-33 a 13) (3 6 0, 01b3 ?\S COIL N '�/� EDWARD JONSON AND ASSOCIATES, P S0 Consulting Structural Engineers JOB: SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY ALL 6L� 10 / I rn��.� [e�y c�� czL� .k 0 B(S) ,'L 6 [ 1 61 (W -+ Zc� 51 �'�z� ♦ 1,� Cgs t Zb,5) j2�] ` -15.-� V- 6C1Wf 1.1-ta ( 01L) (sleL13) 95 ''' 2) " (161 -31)] = 2L( cl C1 6q) hL—g1cZ1 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 0 1 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY Tq.X \2" Uj A%.I-- N t 5- , 3t C1,3) �� Lo C.q) (,611) O'S9 g N C) USt S\AtiAtt A= A-) c1/61 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY• !�y►'� W NtL 0 rJ (L\ a i i �001� fl� w�L� oL '- 210 C ,0t5C36) IL ly� C IL) , Olt (L1)636) ,0'IZ. (3b)(�t�� M IC Nye / S= L4Ki 60 2ti (1 3)C 9)(3y) (1L) Vd I k (36)641) (4n 6/11-1 ( a) 0 ALI )CS < , 06 3 ks , EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB SHEET�� 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY WA-LL C)YJ �j2•+7 C)15 \L . 1 (,10) 41 'r� �►� �1��c� � t��U� � Sou� (,a o�� FOOT 'Aj nL-4 t5 (-L) { S�� 3z� -+ E� � (to.S)� 1Qc� - PG YV 1-t 7 X 39 �, Edward Jonson and Associates, P.S. Title Job# 613 ` Consulting Structural Engineers Dsgnr• Date 8 42AM, 25 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us NW.0603628,Ve 5.1.3,22 Ju 1999,Win32 Masonry Pier Analysis & Design age 1 (C)198399 ENERCALC _ c:\ec\'efferson.ecmLateral Description Wall on Grid D General Information Calculations are designed to 1997 UBC Requirements I`I Total Lateral Force 13.20 k Moduli£Em=fm� 750.00 Seismic Zone 3 Moduli; Ev=fm 0.40 Load Duration Factor 1 33 Shear Pier Data Pier#1 Pier#2 Pier Height 21.00ft 21 00 ft Pier Length 4 00 ft 4 00 ft Wall Thickness 10 in 10 in 'j' Depth Mult. 0.90 090 Pier Fixity Pin-Fix Pin-Fix fm 1,500 psi 1,500 psi Fs 24 000 psi 24 000 psi Sp Insp Yes Yes Grout Spacing 8 in 8 in Analysis Data Pier#1w Pier#2 Height/Length 5.2500 5.2500 (H/L)A3 ##.#### ##.#### Rel. Defl 1101 4500 1101 4500 Sum Rigidity 1 82 Rigidity= 001/Defl 0.908 0.908 %Force to Pier 0.50 0.50 Shear to Pier 6.600 k 6.600 k Relative Defl 10^5 110.15 in 110.15 in M/(V*Depth) 5.250 5.250 Summary Shear Reinforcing. Pier#1 Pier#2 fv=V/(12*est*jd) 23.82 psi 23.82 psi Fv-w/o Reinf 46.55 psi 46.55 psi Fv w/Reinf 77.27 psi 77.27 psi Horiz.Shear Av Req'd Not Req'd in^2/ft Not Req'd in^2/ft Bending Reinforcing. Moment @ End 138.60 k-ft 138.60 k-ft 'd' to tension As 3.60 ft 3.60 ft Bending As Req'd 1.21 int 1.21 in2 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY C12ok UH09-0 JFdRu5-�s A '�►A'�i-1R�br►� s�SRtsS�.S C\40(Lo F02c� Rno'F Vo ' 10OLS C5,,31 - \.ti kc� ef 01 c X71�' del --7(o T - -1616 61 t 13 ,4 IL6f x,31 0 A fPt-AAGIM V': L) 6 L � � �a pLF 7 62Q p (,fz EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY• T V (I-g? L) 1 ,1 �. i ►' Lp I +Lp 2776 -k 2y 0 ,3) ( Q) 0 0 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 4 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY Ci4 Ecv- 0V LR 'fU Rrj IKJ6 �+ F QO Z Viz- 29, FOOTkwZ6 I- K 70 Y,�� IZ)1�1 �Z� ^ 21 6 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 4 s 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY 15 5" 1 I� Yet q = 51 (j, 7 ) -t 2 q .8 (1,0, ) t 5„7 (10 3 j -* 25 1- ( -7 L4 P �--- T V (4H �.P. 2 C co (o.4) 1�-i EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY- S 6`-(" '- t,�eRA-(- 00T 0 , OZ-5( 07) z + k ( pl uj&" oi- 0 7 1-C 3 -+- 1,i) - uj , zcp (-L i .' l t n tea, � O'1L�2y� ZI) USE mkt V.ttUP - s .�, �jtd-T 96 4 t Edward Jonson and Associates, P.S. Title Job# Consulting Structural Engineers Dsgnr• Date: 7 46PM, 19 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope I (206)780-0524 Fax(206)780-5587 Re 510300 Us KW.0603628,Ve 5.1.3,22-Ju 1999.Win32Page 1 (c)198399 ENERCALC Masonry Pier Analysis & Design c c:\ec\efferson ecw•Lateral i Description Wall on Grid 4 General Information Calculations are designed to 1997 UBC Requirements . Total Lateral Force i-62.00 k _Moduli..E ._f _75.0.0,x.. -....z....,._ i 50.00 Seismic Zone 3 Moduli: Ev=fm 040 Load Duration Factor 1.33 Shear Pier Data Pier#1 Pier#2 Pier#3 Pier Height 8.00ft 8.00 ft 8.00 ft Pier Length 39 00 ft 17 00 ft 4.00 ft Wall Thickness 10 in 10 in 10 in 'j' Depth Mult. 0.90 0.90 0.90 Pier Fixity Pin-Fix Pin-Fix Fix-Fix fm 1,500 psi 1,500 psi 1,500 psi Fs 24 000 psi 24 000 psi 24 000 psi Sp Insp Yes Yes No Grout Spacing 24 in 24 in 24 in Analysis Data _ Pier#1 Pier#24 Pier#3 Height/Length 0.2051 04706 2.0000 (H/L)A3 00086 0.1042 8.0000 Rel. Defl 41 0287 941547 400.7111 Sum Rigidity 3749 Rigidity= 001/Defl 24 373 10.621 2.496 %Force to Pier 0.65 0.28 0.07 Shear to Pier 40.308 k 17.565 k 4 127 k Relative Defl 10^5 0.00 in 000 in 40.07 in M/(V*Depth) 0.205 0.471 1 000 Summary Shear Reinforcing. Pier#1 Pier#2 Pier#3 fv=V/(12*est*jd) 22.79 psi 22.78 psi 22.75 psi Fv w/o Reinf 65 16 psi 6060 psi 23.28 psi Fv w/Reinf 97 74 psi 90.90 psi 38.63 psi Horiz.Shear Av Req'd Not Req'd inA2/ft Not Req'd inA2/ft Not Req'd inA2/ft Bending Reinforcing. Moment @ End 322.47 k-ft 140.52 k-ft 16.51 k-ft 'd' to tension As 35.10 ft 15.30 ft 3.60 ft Bending As Req'd 0.29 in2 0.29 int 0 14 in2 EDWARD JONSON AND ASSOCIATES, P S // Consulting Structural Engineers JOB: �e�tcfsax) SHEETy 1 5990 Northeast Battle Point Drive SUBJECT GYM 00T OF 1'UV I:i Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY ro m Pj so 4 5 0 V 0'� Lila L 0 IP,0s N sr►,)IAJ 7-6 Qt�V SE1S►��o C�� gyp , a1P � � t3 hr QIP qP I, o Rn= 3 AT Roof 1 0(,30 � 1 -1- 1) WP 3 A,T W �Q= 1 0 3 b� C v� �l1(► " 1"2 ks P 3 EDWARD JONSON AND ASSOCIATES, P S / Consulting Structural Engineers JOB: SHEET G�Z 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY Jotsf s pho v - (0 ' DL. , o z; c Q L - WILx- W T 1 '1— W 4L�4' Vt. vW\N rs L-A, V� m+- � w - G 2 ( Edward Jonson and Associates, P.S. Title Job# Consulting Structural Engineers Dsgnr• Date: 9-02AM, 23 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us NW0603628 Ve 5.1.3 22 Ju 1999 Win32 Slender Mason wall Page 1 (c)]98_99 ENERCAIC c:\ec\efferson.ecw:Masonr Walls -,...3....-�.,.,. .�.,.�,.�,.,...._.w - Description Masonry wall on grid 4 General Information Calculations are designed to 1997 UBC Requirements Wall Heights 23.33ft fm 1 500.0 psi Thickness 10.0 in fy 60 000.0 psi Rebar Size 5 Wall Wt Multiplier 1 00 Rebar Spacing 24 in Medium Weight Block Rebar Location Center Fr=2.5 (fn)^.5 2.50 Grouted Cells w/Bars Only Seismic Factor 0.360 Loads Vertical Loads. Wind Loadr(full height) 28.00 p s f Uniform Eccentric Load. Lateral Loads. Dead Load 1 162.00#/ft point Load 0 00 lbs Live Load 1 162.00#/ft ht hes Eccentricity 0.00 in @9 0 00 ft Roof Seismic Concentric Load. Distributed Load 0 00#/ft Dead Load 839.00#/ft Dist.to Top 0.00 ft Live Load 0.00#/ft Dist.to Bottom 0.00 ft Roof Seismic Summary Wall Design OK �._ 23 33ft high 10 OOin thick w/#5 bars at 24 OOin on center at MedWt Block fm = 1 500 Opsi, Fy=60 000 Opsi, Special Inspection Req'd, Grout @ Rebar Only Factored Load Bending Wind Load Governs Service Load Deflection Wind Load Governs Maximum Iterated Moment Mu 39,242.29 in-# Maximum Iterated Deflection 1.210 in Moment Capacity 42,544.36 in-# Deflection Limit 1.960 in Seismic Wind Mn Phi Moment Capacity 42,5444 in-# 42,544 4 in-# Mu:(0.9D+1 OE),(1.2D+1 3W+f1"L+.5Lr) 24 831 0 in-# 39,242.3 in-# Mu:(1.2D+f1'L+1 OE)(1.2D+1.6Lr+.8W) 24,831 0 in-# 23 155.1 in-# Overstress Precentage 0.00 0.00 Allow Deflection:0 007 Height 1.960 in 1 960 in Max Iterated Service Load Deflection 1 001 in 1.210 in Actual Deflection Ratio 2796 231.5 Actual Reinforcing Percentage 0.0027 0.0027 Allowable Max. Reinf Percent=0.5 Rho Bal 0.0053 0.0053 Actual Axial Stress (Pw+Po)/Ag 24 60psi 24 60 psi Allowable Axial Stress=0.04 fm 60.00psi 60.00 psi P-Delta Analysis Factored FLoad`Analysis Seismic _ Wind Basic Moment without P-Delta 21 161 95 in-# 29 718.16 in-# Basic Deflection without P-Delta 0.74 in 1.52 in Moment in excess of Cracking Moment 6 559 10 in-# 15,115.30 in-# Max. Iterated Wall Deflection 1 08 in 2.39 in Max. Iterated Wall Moment 24 830.97 in-# 39,242.29 in-# Service Load Analysis Seismic Wind Basic Moment without P-Delta 21 161 95 in-# 22,860 12 in-# Basic Deflection without P-Delta 0.74 in 0.90 in Moment in excess of Cracking Moment 6,559 10 in-# 8,257.27 in-# Max. Iterated Wall Deflection 1 00 in 1.21 in Max. Iterated Wall Moment 24 006.42 in-# 26,296.23 in-# i EDWARD JONSON AND ASSOCIATES, P S jj Consulting Structural Engineers JOB: SHEETt 7 3 4 4 s 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY- C) i Roo f- , 0-7 7-C L 3) C l Ll. (.ti S)- d 3-7 3 \4\ (ULI I"1fiL): �PP 40 ' �k 0 ---------------- �,Z,Lq a 3'13 Ni ,y) 4,j' EA Joi5f- m-:� 313OW/lo-o '�e�` t iqn AT t� 3ot' s ' EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB- SHEET 4 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY o y = V7 ci Q h THS c 11�s s t\ iqo _ 0 to O s v >=ni t-fh to- l6 0 e)6 o-n0e)6 -roll rf�r • C()tj EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET . # 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY r7 6 00� off- VLY�O . �01,, door 3, tLv o� 2ti PEAK by e Aft \�rj e*i-r sib v C1 Ca Tp l,j CIA C�0� 3 1"o c,3 b� y 6-� UJ Z 3 L EDWARD JONSON AND ASSOCIATES, P S /_'/ Consulting Structural Engineers JOB: SHEET� 4 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY P'v i (0/ Oj ' I2LAI 3 �4\fz�4 Rote Ft loll 4L �v IL W 4-u. o-iOtaT= I3 k ( �). Edward Jonson and Associates, P.S. Title Job# 67-77 Consulting Structural Engineers Dsgnr• Date- 7 57AM, 23 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 R 510300 L'�s KW-0603628,Ver 51.3,22 Ju 1999.Win32 Slender Masonry Wall Page 1 a 'R c)198399 ENERCALC C -\ec\ietferson.ecw:Masonry Walls Description Grid G wall, out of plane loads -4 A� ri►6A t► - General Information Calculations are designed to 1997 UBC Requirements Wall Height 23.00ft fm 1 500 0 psi Thickness 10.0 in fy 60 000.0 psi Rebar Size 5 Wall Wt Multiplier 1 00 Rebar Spacing 24 in Medium Weight Block Rebar Location Center Fr=2.5 (fn)1.5 2.50 Grouted Cells w/Bars Only Seismic Factor ;Q 460 Loads Vertical Loads. Wind Load (full height) 25 00 psf Uniform Eccentric Load. Lateral Loads. Dead Load 75.00#/ft int Load 0 00 lbs Point Live Load 0.00#/ft Eccentricity 6 00 in @height 0.00 ft Roof Seismic Concentric Load. Distributed Load 0.00#/ft Dead Load 1 300.00#/ft Dist.to Top 0 00 ft Live Load 0.00 #/ft Dist.to Bottom 0.00 ft Roof Seismic - Summary ;- Wall Design OK 23 OOft high, 10 OOin thick w/#5 bars at 24 OOin on center at MedWt Block fm = 1 500 Opsi, Fy= 60 000 Opsi, Special Inspection Req'd, Grout @ Rebar Only Factored Load Bending Seismic Load Governs Service Load Deflection Seismic Load Governs Maximum Iterated Moment Mu 30,858.60 in-# Maximum Iterated Deflection 1.542 in Moment Capacity 40,459 51 in-# Deflection Limit 1 932 in Seismic Wind Mn Phi Moment Capacity 40,459.5 in-# 40 459.5 in-# Mu: (0 9D+1 OE),(1.2D+1.3W+f1*L+.5Lr) 30858.6 in-# 30,209.6 in-# Mu:(1.2D+f1*L+1 OE),(1.2D+1 6Lr+.8W) 30,858.6 in-# 17 1254 in-# Overstress Precentage 000 0.00 Allow Deflection:0.007 Height 1.932 in 1 932 in Max Iterated Service Load Deflection 1 542 in 0.804 in Actual Deflection Ratio 1790 3435 Actual Reinforcing Percentage 00027 00027 Allowable Max.Reinf. Percent=0.5 Rho Bal 00053 0.0053 Actual Axial Stress (Pw+Po)1 Ag 19.07 psi 19 07 psi Allowable Axial Stress=0 04 fm 60.00psi 60.00 psi P-Delta Analysis Factored Load Analysis Seismic Wind Basic Moment without P-Delta 26,550.72 in-# 26,058 74 in-# Basic Deflection without P-Delta 1.24 in 1 19 in Moment in excess of Cracking Moment 11 94786 in-# 11 455.88 in-# Max.Iterated Wall Deflection 163 in 1.57 in Max. Iterated Wall Moment 30,858.60 in-# 30,209.61 in-# Service Load Analysis Seismic Wind Basic Moment without P-Delta 26,505.72 in-# 20,062.49 in-# Basic Deflection without P-Delta 1.23 in 0.64 in Moment in excess of Cracking Moment 11,902.86 in-# 5,459 63 in-# Max. Iterated Wall Deflection 1.54 in 0.80 in Max. Iterated Wall Moment 29,902.96 in-# 21 832.71 in-# Edward Jonson and Associates, P.S. Title Job# 2 Consulting Structural Engineers Dsgnr• Date: 7 57AM, 23 JUL 01 5990 Battle Point Drive 'Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 User KW.0603628,Ver 5.1.3.22-Ju 1999,Win32 Slender Masonry Wall Page 2 (c)198399 ENERCALC _ c\ec\iefferson ecwWasonry Walls J Description Grid G wall, out of plane loads Analysis Values Phi 0.80 Mn=Phi As-eff Fy (d-a/2) Equivalent Solid Thickness 6.30 in Wind 40,459 51 in-# Gross Area 11550 in Seismic 40,459.51 in-# A-steel 0.16 int Em=750 fm 1125000.00 psi As Percent 0.0027 n=29E6/Em 25.78 As-Effective=(Pu+As Fy)/Fy Fr=2.5 (fn)^.5 96.82 ps As-eff Wind 0 194 in2 Sgross 150.82 in As-eff Seismic 0 194 in2 Mcracking=Sgross Fr 14 602.86 in 'a' Compression Block I-Gross 725.81 in4 'a' Wind 076 in I-Cracked Wind 7707 in4 'a' Seismic 0.76 in I-Cracked Seismic 7707 in4 Phi:Wind 0.800 Phi:Seismic 0.800 Edward Jonson and Associates, P.S. Title Job# Z� Consulting Structural Engineers Dsgnr• Date: 7 59AM 23 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us KW 0603628,Ver 5 1.3,22 Ju 1999,Wm32 Slender Masonry Wall Page 1 e (c)198399 ENERCALC ' c\ec\efferson.ecw:Masonr Walls Description Grid G wall, out of plane loads Vof N apc y L11bL4f- General Information Calculations are designed to 1997 UBC Requirements Wall Height 26.00 ft fm 1,500.0 psi Thickness 10 0 in fy 60,000.0 psi Rebar Size 5 Wall Wt Multiplier 1.00 Rebar Spacing 24 in Medium Weight Block Rebar Location Edge Fr=2.5 (fn)^.5 2.50 Grouted Cells w/Bars Only Seismic Factor 0 460 Loads Vertical Loads. WindRLoad(full height) 25 00 psf Uniform Eccentric Load. Lateral Loads. Dead Load 75.00#/ft 6in .00 n Point Load 0 00 lbs Eccentricity 6 Live Load .00 @ height 0.00 ft Roof Seismic Concentric Load. Distributed Load 0 00#/ft Dead Load 1 300 00#/ft Dist.to Top 0.00 ft Live Load 0.00#/ft Dist.to Bottom 0 00 ft Roof Seismic Summary Wall Design OK. 26 OOft high, 10 OOin thick w/#5 bars at 24 OOin on center at edge MedWt Block fm = 1 500 Opsi Fy=60 000 Opsi, Special Inspection Req'd, Grout @ Rebar Only Factored Load Bending Seismic Load Governs Service Load Deflection Seismic Load Governs Maximum Iterated Moment Mu 37,084.90 in-# Maximum Iterated Deflection 1 137 in Moment Capacity 58,504 19 in-# Deflection Limit 2.184 in Seismic Wind Mn Phi Moment Capacity 58,504.2 in-# 58 504.2 in-# Mu:(0.9D+1 OE),(1.2D+1 3W+f1*L+.5Lr) 37 084 9 in-# 36,369 4 in-# Mu:(1.2D+f1*L+1 OE)(1.2D+1 6Lr+8W) 37 084 9 in-# 21 943 7 in-# Overstress Precentage 0.00 000 Allow Deflection:0.007 Height 2.184 in 2.184 in Max Iterated Service Load Deflection 1 137 in 0.736 in Actual Deflection Ratio 2745 4240 Actual Reinforcing Percentage 0.0018 00018 Allowable Max. Reinf Percent=0.5 Rho Bal 0.0053 00053 Actual Axial Stress (Pw+Po)/Ag 20 01 psi 20 01 psi Allowable Axial Stress=0.04 fm 60 OO psi 60 00 psi P-Delta Analysis Factored Load Analysis Seismic Wind Basic Moment without P-Delta 33,853.68 in-# 33,224 99 in-# Basic Deflection without P-Delta 1 02 in 1 00 in Moment in excess of Cracking Moment 19,250.82 in-# 18,622.13 in-# Max. Iterated Wall Deflection 1 17 in 1 13 in Max. Iterated Wall Moment 37 084.90 in-# 36 369 37 in-# Service Load Analysis Seismic Wind Basic Moment without P-Delta 33,808.68 in-# 25 574 99 in-# Basic Deflection without P-Delta 1 02 in 066 in Moment in excess of Cracking Moment 19,205.82 in-# 10,972.13 in-# Max. Iterated Wall Deflection 1 14 in 074 in Max. Iterated Wall Moment 36 435 71 in-# 27,275 67 in-# I Edward Jonson and Associates, P.S. Title Job# Consulting Structural Engineers Dsgnr- Date: 7 59AM, 23 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us KW 0603628,Ve 5 1.3.22 Ju 1999,Wm32Masonry Wall Page 2 11 (c)198399 ENERCALC Slender c: ec iefferson.ecw:Masonry Walls Description Grid G wall, out of plane loads Analysis Values Phi 0.80 Mn=Phi As-eff Fy (d -a/2) Equivalent Solid Thickness 6.30 in Wind 58 504 19 in-# Gross Area 115.50 in Seismic 58,504 19 in-# A-steel 016 in2 Em=750 fm 1125000.00 psi As Percent 0.0018 n=29E6/Em 25.78 As-Effective=(Pu+As Fy)/Fy Fr=2:5 (fn)A.5 96.82 ps As-eff Wind 0 195 in2 Sgross 15082 in As-eff Seismic 0.195 in2 Mcracking=Sgross Fr 14,602.86 in 'a' Compression Block [-Gross 725.81 in4 'a' Wind 077 in I-Cracked Wind 205.97 in4 'a' Seismic 0.77 in I-Cracked Seismic 205.97 in4 Phi:Wind 0.800 Phi:Seismic 0.800 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB. SHEET 4 4 6 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY• G(Rko - `RooF ( UJ ku IZ00d >=uno ()Q' E 0 01- L, AT Ldwtt, CooC- 3 I �J M-k� UJ LL►7 1 0 K 14 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY \ 11 V�� s�eAq-- 3 j,4-? & 4 g VA�� ~► OPpoa �200F (w)C�i� A r g14-1, EDWARD JONSON AND ASSOCIATES, P S //-- Consulting Structural Engineers JOB: SHEET s 4 s 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY I � I ` I M t I �� r Qnor Rflotz ��- , n�� ( 51C'lt� w I� I 10 (13 \ 3 k\ R�\V. JL C � 0 q �fo ( 11L� EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 4 4 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY- c\ zl 3�o Ks (115 0 0) c) (� � S 3b ql a=ttic r SIAEA.rL t1L1Q- 0, o ,cam 6�L)o Y) TL) LA (11111 PyL� S Nt.l�fL (tw) SIL' q t q) c ,ob2) 3�� EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET (--3 35 0 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY• R , 03 $ (9 6) C 4) Ci 0`��= 6 • 16 i kK,r �0L14TI t3 �0(R l tc `' Sn�F}cl►v�, 9'6 C�G1Ctc�� I I i 4 j 12 A'r 9" /�N EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET L . ` 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY• C H le Qk CLT10 q toC,LIS 3) 001.0 .� -LS �6 ( 111) (� 0ti- 2;3 .101i)L 3 ( d- k�� r✓ ( toy — z53 � 10-1 ZS g Sq 1 q 4; (�1� ti�v �6 Gc or- V EJj F m Ag be0 �_1 {N4 � r � EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY 0 0 1 X ZZ( qz) (9 b� Llc�y�1 � S- 1 b ISC1I-) 1'1 , ti 'KS C 2Lt wo 0120 00 4) `�1Lt�ST�►2 S 0 E Cj 4: O9rz—fj (Ai WG-1 61A 1 Z 7 / '00"j-(vi-t) 14 SC titik - 0-6' Asz �,A-y uj 1IM (,H 1,0 'K �� = t� �� ►.�,� fi ��1 � , �� tit Edward Jonson and Associates, P.S. Title Job# Consulting Structural Engineers Dsgnr• Date: 9,17PM, 23 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 t Rev 510300 Us KW-0603628,Ve 5.1.3.22 Ju 1999 Win32Pa (c)198399ENERCALC Masonry Column Design 9e 1 - c:\ec\iefferson.ecw•Masonry Walls � Description Pilaster each side of opening, wall on grid 4 General Information Calculations are designed to 1997 UBC Requirements C016mn Height 23 000 ft fm 1 500 00 psi Seismic Factor 0.3600 Width 16 000 in Fs 24 000.00 psi Seismic Zone 3 Depth 24 000 in Em=fm 750.0 Wall Density 125.000 pcf Column Area 38400 in2 Load Duration Factor 1 330 Rebar Size 8 Special Inspection Bar Count Each Face 4 .rebar area 3.160 in2 Rebar Depth 21 000 in Applied Loads Vertical Load Lateral Load 1 000.00#/ft Dead Load 47 00 k .distance to bottom 9 000 ft Live Load 18.00 k .distance to top 23.000 ft eccentricity 5.000 in Load Type Seismic Load Type Roof Wind Load 0.00 psf Design Values Allowable Steel Tension 24 000.00 psi np 0.24243 j 0.83504 Fa:;[.25*fm*Aseff*(.5 w/o sp.insp)*(.5 if thk<12") k 049489 2/kj 4.83969 +.65 as Fsc] [1-(h'/140r)112] 578.96 psi n 25 778 Fb:Masonry•0.33*fm*(.5 w/o sp. insp)<=2000 495.00 psi E 1 125 000 psi Max Allow Moment w/o Axial Load 60,140.16 ft-# in Max.Allow Axial Load w/o Moment 222.32 k Load Combinations & Stress Details Summary Bending Stresses Maximum of Moment Axial Steel Masonry Axial Stress fb/Fb+fa/Fa or Top of Wall ft-# lbs psi psi psi fs/Fs Dead-Live Load 27083.3 65,000.0 5,865.0 222.92 169.27 0.7427 Btwn Base&Top of Wall Dead+Live+Wind 19,583.3 50,833.3 4,240.9 161 19 132.38 0.5543 Dead+Live+Seismic 66,2906 50833.3 14,355.6 545.62 132.38 1 1023 Summary Column Design OK 23ft high column Width= 16 000in, Depth=24 000in Using 4 #8 bars at d' = 21 00in Governing Load Combination is Dead + Live+ Seismic Between Top& Bottom Masonry Bending Stress 545 62 psi Steel Bending Stress 14 355 58 psi Masonry Axial Stress 132.38 psi Combined Stress Ratio 1 1023 < 1.3300 (allowable) Summary of Loads & Moments Vertical Loads. q~Lateral Loads. Total DL @ Top 47 00 k 18.00 k Wind+Lateral 0 00#Ift Mid-Height DL+LL 50.83 k 18.00 k Seismic+Lateral 1 120.00#/ft Combined Moments. Top DL+LL 27 083.33 ft-# Mid:DL+LL+Wind 19,583.33 ft-# Mid:DL+LL+Seismic 66,290 60 ft-# ��T��(�� /�� 1 , /�� EDWARD � _- __ ASSOCIATES, �� Couou�maStructural 2o�poec,o JOB: SHEET -�c�� / 5S8ONortheast Battle Point Drive SUBJECT Bainbridge Island,WAQ811O'38407 (206)780-0524 Fax(20O)78O'5587 DATE. BY. EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET L4 4 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY d= q6 2`d ( q) t q 6) �. _ , �� N bcqP 4�11� 11-4 ( 14) tNI 7- L 01 6) EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY r 14FLJC Ou? C)ft 'Pt,�Wt - wsLj�_ CA slot C:)F S17146K °I — �5 >J 4LL SIM- L.c,� � 64 ; k� �► L\N�G� Cie NLEO LA16Tpr— l>4 Edward Jonson and Associates, P.S. Title Job# Consulting Structural Engineers Dsgnr• Date- 9-OOPM, 23 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Rev 5]0300 User KW-0 03628,ENERCa 5.1.3.22-Ju 1999,Win32 Slender Masonry Wall Page 1 t - _ c:\ec\'efferson.ecw:Mason r Walls Description Wall ea siderof stage out of plane loads¢ General Information Calculations are designed to 1997 UBC Requirements Wall Height 24 00ft fm� 1 500 0 psi Thickness 12.0 in fy 60,000.0 psi Rebar Size 5 Wall Wt Multiplier 1 00 Rebar Spacing 24 in Medium Weight Block Rebar Location Center Fr=4.0 (fn)^5 2.50 Solid Grouted Seismic Factor 0.360 Loads Verti Dead Load F1y,500.00#/ft ri wm. Lateral Loads. height) 0.00,....,, ,. :.. . ... .......p Load f Ind s Uniform Eccentric Load. Live Load 0.00#/ft Point Load 0.00 lbs Eccentricity 0.00 in @ height 0.00 ft Roof Seismic Concentric Load. Distributed Load 0.00#/ft Dead Load 0.00#/ft Dist.to Top 0.00 ft Live Load 0.00 #/ft Dist.to Bottom 0.00 ft Roof Seismic Summary Wall Design OK 24 OOft high, 12 OOin thick w/#5 bars at 24 OOin on center at MedWt Block fm = 1 500 Opsi, Fy=60 000 Opsi, Special Inspection Req'd Solid Grouted Factored Load Bending Seismic Load Governs Service Load Deflection Seismic Load Governs Maximum Iterated Moment Mu 42,613.23 in-# Maximum Iterated Deflection 1 078 in Moment Capacity 52,971.80 ink Deflection Limit 2.016 in Seismic Wind Mn Phi Moment Capacity 52,971.8 in-# 52,971.8 in-# Mu:(0.9D+1.OE),(1.2D+1 3W+f1*L+.5Lr) 42,613.2 in-# 0 0 in-# Mu:(1.2D+f1*L+1 OE),(1.2D+1.6Lr+8W) 42,613.2 in-# 0 0 ink Overstress Precentage 0.00 000 Allow Deflection.0.007 Height 2.016 in 2.016 in Max Iterated Service Load Deflection 1 078 in 0 000 in Actual Deflection Ratio 267.2 0.0 Actual Reinforcing Percentage 0.0022 00022 Allowable Max. Reinf. Percent=0.5 Rho Bal 0.0053 0.0053 Actual Axial Stress (Pw+Po)/Ag 21 42psi 21 42 psi Allowable Axial Stress=0.04 fm 60 OOpsi 60 00 psi P-Delta Analysis Factored Load Analysis Seismic Wind Basic Moment without P-Delta 38,568.96 in-# 0.00 in-# Basic Deflection without P-Delta 0.88 in 0.00 in Moment in excess of Cracking Moment 12,399.09 in-# 0 00 in-# Max. Iterated Wall Deflection 1 13 in 0 00 in Max. Iterated Wall Moment 42,613.23 in-# 0.00 in-# Service Load Analysis Seismic Wind Basic Moment without P-Delta 38,568.96 in-# 0 00 in-# Basic Deflection without P-Delta 0.88 in 0.00 in Moment in excess of Cracking Moment 12,399 09 in-# 0.00 in-# Max. Iterated Wall Deflection 1.08 in 0 00 in Max. Iterated Wall Moment 41 789.50 in-# 0 00 in-# Edward Jonson and Associates, P.S. Title Job# Consulting Structural Engineers Dsgnr• Date. 9.00PM 23 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us KW.0603628,Ver 5.1.3,22-Ju 1999,Win32 Slender Masonry Wall Page 2 t (c)198399 ENERCALC ' efferson.ecw:Masonr Walls Description Wall ea side of stage out of plane loads Analysis Values z Phi 0.80 Mn=Phi As-eff Fy (d-a/2) Equivalent Solid Thickness 1162 in Wind 52,971 80 in-# Gross Area 139.50 in Seismic 52,971 80 in-# A-steel 016 in2 Em=750 fm 1125000.00 psi As Percent 00022 n=29E6/Em 2578 As-Effective=(Pu+As Fy)/Fy Fr=2.5 (f n)^.5 96.82 ps As-eff Wind 0.207 in2 Sgross 270.28 in As-eff Seismic 0.207 in2 Mcracking=Sgross Fr 26 169 87 in 'a' Compression Block I-Gross 1,57101 in4 'a' Wind 0.81 in I-Cracked Wind 126.29 in4 V Seismic 0.81 in I-Cracked Seismic 126.29 in4 Phi:Wind 0.800 Phi:Seismic 0.800 EDWARD JONSON AND ASSOCIATES, P S !/_ Consulting Structural Engineers JOB: SHEET V\4 4- 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY t It 0 LO %�\ Lnk� Rr ,07q ( -; C5) t 2 0 0 w tin-, v zy��3� '0zc5} = to �- ��bks 'Ro 0V e)ftRe v 403 Sia U.) r S C-\S M 1 1 L Edward Jonson and Associates, P.S. Title Job# Consulting Structural Engineers Dsgnr• Date: 9.02AM, 24 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us KW 0603628 Ve 513 22 Ju 1999,Win32 Masonry Column Design Page 1 (c)1983 99 ENERCALC c-\ec\jefferson.ecwWasonEy Walls Description Pilaster ea side of stage General Information Calculations are designed to 1997 UBC Requirements Column Height _ 21Fj000 ft fm 1,500 00 psi Seismic Factor 0.3600 Width 32.000 in Fs 24 000.00 psi Seismic Zone 3 Depth 20.000 in Em=fm 7500 Wall Density 125.000 pcf Column Area 64000 in2 Load Duration Factor 1 330 Rebar Size 6 Special Inspection Bar Count Each Face 4 .rebar area 1 760 in2 Rebar Depth 16.000 in Applied Loads- Vertical oadsVertical Load M s Lateral Load 940 00#/ft Dead Load 40.00 k distance to bottom 9 000 ft Live Load 7 70 k .distance to top 21 000 ft eccentricity 3.000 in Load Type Seismic Load Type Roof Wind Load 0.00 psf Design Values Allowable Steel Tension 24 000.00 psi np 9 0 08861 j 0.888614 Fa:[.25*fm*Aseff*(.5 w/o sp. insp)*(.5 if thk< 12") k 034159 2/kj 660728 + 65 as Fsc] [1-(h'/140r)^2j 414.28 psi n 25 778 Fb:Masonry•0.33*fm*(.5 w/o sp. insp)•<=2000 495.00 psi E 1 125 000 psi Max Allow Moment w/o Axial Load 49,907 19 ft-# in Max.Allow Axial Load w/o Moment 265 14 k Load Combinations &Stress Details Summary Bending Stresses Maximum of Moment Axial Steel Masonry Axial Stress fb/Fb+fa/Fa -or- Top of Wall ft-# lbs psi psi psi fs/Fs Dead+Live Load 11,925.0 47700.0 5 734 6 115.42 74.53 0.4131 Btwn Base&Top of Wall Dead+Live+Wind 10,000.0 45,833.3 4,808.9 96.79 71 61 0.3684 Dead+Live+Seismic 50,980.8 45,833.3 24,5163 493.42 71 61 1.0215 Summary Column Design OK 21ft high column Width= 32 000in Depth= 20 000in Using 4 #6 bars at d' = 16 00in Governing Load Combination is Dead + Live + Seismic Between Top& Bottom Masonry Bending Stress 493 42 psi Steel Bending Stress 24 516 30 psi Masonry Axial Stress 7161 psi Combined Stress Ratio 1.0215 < 1.3300 (allowable) Summary of Loads& Moments Vertical Loads. Lateral Loads. Total DL @ Top 40.00 k 7 70 k Wind+Lateral 0 00#/ft Mid-Height DL+LL 45.83 k 7 70 k Seismic+Lateral 1 140 00#/ft Combined Moments. Top DL+LL 11 925 00 ft-# Mid:DL+LL+Wind 10,000.00 ft-# Mid:DL+LL+Seismic 50 980 82 ft-# EDWARD JONSON AND ASSOCIATES, P S / ' Consulting Structural Engineers JOB: SHEET �o 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY- 0 VGt rnij '?h6L LA_ , 1 LS til r� W- W hA Edward Jonson and Associates, P.S. Title Job# 6 L(7 Consulting Structural Engineers Dsgnr• Date: 6.20PM 24 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Rev 510300 Use KW 0603628.Ve 5.1.3,22 Ju 1999,Win32 Masonry Pier Analysis & Design j W 198399 eNERcnLc Page 1 c:\ec\iefferson.ecw:CalcuIations Description LL Wall on Grid 6 General Information Calculations are designed to 1997 UBC Requirements Total Lateral Force 62.00 k Moduli: Em=fm* 75000 Seismic Zone 3 Moduli: Ev=fm 040 Load Duration Factor 1.33 Shear Pier Data Pier#1 Pier#2 `Pier#3 Pier#4 Pier Height 8.00 ft 8.00 ft 8.00 ft 8.00 ft Pier Length 12.00 ft 27 00 ft 8.00 ft 18.00 ft Wall Thickness 10 in 10 in 10 in 8 in 'j' Depth Mult. 0.90 0.90 0.90 0.90 Pier Fixity Pin-Fix Pin-Fix Pin-Fix Pin-Fix fm 1,500 psi 1,500 psi 1,500 psi 1500 psi Fs 24 000 psi 24 000 psi 24 000 psi 24,000 psi Sp Insp Yes Yes Yes Yes Grout Spacing 24 in 24 in 24 in 24 in Analysis Data � - ISI Pier#1 Pier#2 Pier#3 Pier#4 Height/Length 0.6667 0.2963 1.0000 0.4444 (H/L)-3 0.2963 0.0260 1 0000 0.0878 Rel. Defl 133.4387 59.2685 200.3556 111 1501 Sum Rigidity 38.35 Rigidity= 001/Defl 7 494 16 872 4 991 8.997 %Force to Pier 0.20 0.44 0.13 0.23 Shear to Pier 12.114 k 27.274 k 8.068 k 14.543 k Relative Defl 10^5 13.34 in 000 in 2004 in 11 12 in M/(V*Depth) 0.667 0.296 1 000 0.444 Ewa EMMSMEN-H- Summary Shear Reinforcing. Pier#1 Pier#2 Pier#3 Pier#4 fv=V/(12*est*jd) 22.26 psi 22.27 psi 22.23 psi 21.58 psi Fv w/o Reinf 57.23 psi 63.59 psi 46.55 psi 61.05 psi Fv-w/Reinf 85.85 psi 95.39 psi 77.27 psi 91.57 psi Horiz.Shear Av Req'd Not Req'd in^2/ft Not Req'd in^2/ft Not Req'd in^2/ft Not Req'd in^2/ft Bending Reinforcing. Moment @ End 96.91 k-ft 218.19 k-ft 64 55 k-ft 116.35 k-ft 'd' to tension As 10.80 ft 24.30 ft 7.20 ft 16.20 It Bending As Req'd 0.28 int 0.28 in2 0.28 int 0.22 in2 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 61-4 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY Z , y (S) h bJ - 7 V� � 'R6 (,9)TM3)= 3 As - 16 C12) c) H4 tom ' Z 4 ( 9) C 616() 2 - 445 A s'- 6t- 't,' 3c I SPR-Ci L-04.0 OVM 4 (q 6) q LOA Edward Jonson and Associates, P.S. Title Job# Consulting Structural Engineers Dsgnr- Date: 7.01 PM, 24 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us 3628,Ve 5.1.3,22 Ju 1999,Win32 (c)19839983.99 ENERCALC Slender Masonry Wall Page 1 c:\ec\iefferson.ecw:Masonr Walls Description Wall on Grid 6 at 10 foot opening General Information Calculations are designed to 1997 UBC Requirements R Wall Height 23.00ft - fm _ 1,500 O psi Thickness 10.0 in fy 60,000 0 psi Rebar Size 5 Wall Wt Multiplier 1 00 Rebar Spacing 8 in Medium Weight Block Rebar Location Edge Fr=2.5 (fn)A.5 2.50 Grouted Cells w/Bars Only Seismic Factor 0 360 Loads Vertical Loads. Wind Load (full height) 0 00 psf Uniform Eccentric Load. Lateral Loads. Dead Load 2,800 00#/ft Point Load 0.00 lbs Live Load 1,200 00#/ft ht Eccentricity 0.00 in @ height 0 00 ft Roof Seismic Concentric Load. Distributed Load 100 00#/ft Dead Load 1 000.00#/ft Dist.to Top 23 00 ft Live Load 0 00#/ft Dist.to Bottom 8.00 ft Roof Seismic Summary Wall Design OK 23 OOft high 10 OOin thick w/#5 bars at 8 OOin on center at edge MedWt Block fm = 1 500 Opsi, Fy=60 000 Opsi Special Inspection Req'd, Grout @ Rebar Only Factored Load Bending Seismic Load Governs Service Load Deflection Seismic Load Governs Maximum Iterated Moment Mu 97,935 45 in-# Maximum Iterated Deflection 1.593 in Moment Capacity 150,618.10 in-# Deflection Limit 1 932 in Seismic Wind Mn Phi Moment Capacity 150,618.1 in-# 150,618.1 in-# Mu:(0.9D+1 OE),(1.2D+1.3W+f1*L+.5Lr) 97,935.5 in-# 0.0 in-# Mu:(1.2D+f1*L+1 OE),(1.2D+1.6Lr+8W) 97 935.5 in-# 0.0 in-# Overstress Precentage 0.00 0.00 Allow Deflection.0.007 Height 1 932 in 1 932 in Max Iterated Service Load Deflection 1.593 in 0.000 in Actual Deflection Ratio 173.3 00 Actual Reinforcing Percentage 00053 0.0053 Allowable Max. Reinf Percent=0.5 Rho Bal 00053 0.0053 Actual Axial Stress (Pw+Po)/Ag 42.66psi 42.66 psi Allowable Axial Stress=0.04 fm 60.00psi 60 00 psi P-Delta Analysis Factored Load Analysis Seismic Wind yA Basic Moment without P-Delta 89,001 72 in-# 0.00 in-# Basic Deflection without P-Delta 146 in 0.00 in Moment in excess of Cracking Moment 71 061 85 in-# 000 in-# Max. Iterated Wall Deflection 1 62 in 0 00 in Max. Iterated Wall Moment 97 935.45 in-* 0.00 in-# Service Load Analysis Seismic Wind Basic Moment without P-Delta 89,001 72 in-# 0 00 in-# Basic Deflection without P-Delta 146 in 0 00 in Moment in excess of Cracking Moment 71 061 85 in-# 0 00 in-# Max. Iterated Wall Deflection 1.59 in 0.00 in Max. Iterated Wall Moment 96,229.13 in-# 0.00 in-# Lp C D Edward Jonson and Associates, P.S. Title Job# Consulting Structural Engineers Dsgnr• Date: 7.01PM, 24 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 User 8KW 3.99 E 628,Ve 5.1.3,22 Jun 1999,Win32 Slender Masonry Wall Page 2 h, Use, 19839903628, LC c:\ec\i efferson.ecwWasonry Walls i Description Wall on Grid 6 at 10 foot opening Analysis Values Phi 0.80 Mn=Phi As-eff Fy (d-a/2) Equivalent Solid Thickness 9.62 in Wind 150 618.10 in-# Gross Area 115.50 in Seismic 150 618.10 in-# A-steel 0.47 in2 Em=750 fm 1125000 00 psi As Percent 00053 n=29E6/Em 25.78 As-Effective=(Pu+As Fy)/Fy Fr=2.5 (fn)A.5 9682 ps As-eff Wind 0.551 in2 Sgross 185.28 in As-eff Seismic 0.551 in2 Mcracking=Sgross Fr 17,939.86 in 'a' Compression Block I-Gross 89167 in4 'a' Wind 2.16 in [-Cracked Wind 380.59 in4 'a' Seismic 2.16 in [-Cracked Seismic 380.59 in4 Phi:Wind 0.800 Phi:Seismic 0.800 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET , 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY- lJJ ALL o4 Ca RI . — Ov d tom` �L-Af L0Af S 3� r COLI Sm\L_ V 1)110 0 v5-0 9 to \6 g \L L L Edward Jonson and Associates, P.S. Title Job# Consulting Structural Engineers Dsgnr• Date- 8 32PM, 24 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us KW 0603628 Ver 5.1.3 22 Ju 1999,Win32 Page 1 F (c)198399 ENERCALC Slender Masonry Wall c.\ec\iefferson ecw Masonry Walls j Description Out of plane loads wall on Grid E, with beam load General Information Calculations are designed to 1997 UBC Requirements Wall Height 27 OOft fm 1,500.0 psi Thickness 10 0 in fy 60 000.0 psi Rebar Size 5 Wall Wt Multiplier 1 00 Rebar Spacing 24 in Medium Weight Block Rebar Location Edge Fr=2.5 (fn)A.5 2.50 Grouted Cells w/Bars Only Seismic Factor 0 360 Loads Vertical Loads.rr Wind Load (full height) 0 OO psf Uniform Eccentric Load. Lateral Loads. Dead Load 3600 00#/ft lbs Point Load 0 00 l Live Load 2,200 00#/ft @height 0.00 l Eccentricity 4 00 in ft Roof Seismic Concentric Load. Distributed Load 0 00#/ft Dead Load 0.00#/ft Dist.to Top 0.00 ft Live Load 0.00#/ft Dist.to Bottom 0.00 ft Roof Seismic Summary Wall Design OK 27 OOft high 10 OOin thick w/#5 bars at 24 OOin on center at edge, MedWt Block fm = 1 500 Opsi, Fy=60 000 Opsi, Special Inspection Req'd, Grout @ Rebar Only Factored Load Bending Seismic Load Governs Service Load Deflection Seismic Load Governs Maximum Iterated Moment Mu 44,925 70 in-# Maximum Iterated Deflection 1 307 in Moment Capacity 64,883.93 in-# Deflection Limit 2.268 in Seismic Wind Mn Phi Moment Capacity 64,8839 in-# 64,883.9 in-# Mu:(0.9D+1 OE),(1.2D+1.3W+f1'L+51-r) 44,9257 in-# 11,888.6 in-# Mu:(1.2D+f1'L+1 OE)(1.2D+1.6Lr+.8W) 44,925.7 in-# 19,121.8 in-# Overstress Precentage 0.00 0.00 Allow Deflection:0.007 Height 2.268 in 2.268 in Max Iterated Service Load Deflection 1.307 in 0 103 in Actual Deflection Ratio 247.9 3,154.5 Actual Reinforcing Percentage 00018 0.0018 Allowable Max.Reinf. Percent=0.5 Rho Bal 00053 0.0053 Actual Axial Stress (Pw+Po)/Ag 39.58 psi 39.58 psi Allowable Axial Stress=0.04 fm 60 OOpsi 60 00 psi P-Delta Analysis Factored Load Analysis Seismic Wind Basic Moment without P-Delta 36,983.52 in-# 15,680 00 ink Basic Deflection without P-Delta 1 12 in 0.24 in Moment in excess of Cracking Moment 22,380.66 in-# 1 077 14 in-# Max. Iterated Wall Deflection 145 in 0.38 in Max. Iterated Wall Moment 44 925.70 in-# 19 121 81 in-# Service Load Analysis Seismic Wind Basic Moment without P-Delta 35 543.52 in-# 7,200 00 in-# Basic Deflection without P-Delta 1 06 in 0 10 in Moment in excess of Cracking Moment 20 940.66 in-# 0 00 in-# Max. Iterated Wall Deflection 1.31 in 0 10 in Max. Iterated Wall Moment 41,518.85 in-# 7 669.59 in-# Edward Jonson and Associates, P.S. Title Job# u Consulting Structural Engineers Dsgnr• Date- 8 32PM 24 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us KW 0603628,Ve 513,22 Ju 1999 Win32 Slender Masonry Wall Page 2 i (c)198399 ENERCALC c:\ec\iefferson.ecyMasonr Wails De `. ,Y. -1 ._.�.R..,.._.�,.- scription Out of plane loads, wall on Grid E, with beam load Analysis Values Phi M0.80 Mn=zAPhi As-eff Fy (d-a/2) - Equivalent Solid Thickness 630 in Wind 64,883 93 in-# Gross Area 115.50 in Seismic 64 883.93 in-# A-steel 0.16 int Em=750 fm 1125000.00 psi As Percent 0.0018 n=29E61 Em 2578 As-Effective=(Pu+As Fy)/Fy Fr=2.5 (fn)A.5 96.82 ps As-eff Wind 0.235 in2 Sgross 150.82 in As-eff Seismic 0.235 in2 Mcracking=Sgross Fr 14 602.86 in 'a' Compression Block I-Gross 72581 in4 'a' Wind 0.92 in I-Cracked Wind 235.40 in4 'a' Seismic 092 in I-Cracked Seismic 235.40 in4 Phi:Wind 0.800 Phi:Seismic 0 800 Edward Jonson and Associates, P.S. Title Job# Consulting Structural Engineers Dsgnr• Date- 8.32PM, 24 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us 1183 99 5.1.3,22 Ju 1999,Win32 Slender Masonry Wall Page 1 (c)1983 99 ENERCALC __ cAeC\efferson.eCW:CB1CU1BtIons Description wall on Grid E _ General Information Calculations are designed to 1997 UBC Requirements Wall Hei ht24 OOft fm 1,500.0 psi Thickness 10 0 in fy 60,000 0 psi Rebar Size 5 Wall Wt Multiplier 1 00 Rebar Spacing 24 in Medium Weight Block Rebar Location Center Fr=2.5 (fn)".5 2.50 Grouted Cells w/Bars Only Seismic Factor 0.360 Loads -_ _-_ _ i Vertical Loads. Wind Load (full height) 0 00 psf Uniform Eccentric Load. Lateral Loads. Dead Load 150 00#/ft Point Load Live Load 150 00#/ft 0 00 lbs Eccentricity 0 00 in @ height 0 00 ft Roof Seismic Concentric Load. Distributed Load 0.00#/ft Dead Load 1 000.00#/ft Dist.to Top 0 00 ft Live Load 0.00#/ft Dist.to Bottom 0 00 ft Roof Seismic ALL• - Summary Wall Design OK 24 OOft high 10 OOin thick w/#5 bars at 24 OOin on center at MedWt Block fm = 1 500 Opsi, Fy=60 000 Opsi Special Inspection Req'd, Grout @ Rebar Only Factored Load Bending Seismic Load Governs Service Load Deflection Seismic Load Governs Maximum Iterated Moment Mu 25 395.97 in-# Maximum Iterated Deflection 1 179 in Moment Capacity 39,837.28 in-# Deflection Limit 2.016 in Seismic Wind Mn Phi Moment Capacity 39,837.3 in-# 39,837 3 in-# Mu:(0.9D+1 OE),(1.2D+1.3W+f1'L+.5Lr) 25,396.0 in-# 0.0 in-# Mu:(1.2D+f1'L+1 OE),(1.2D+1.6Lr+.8W) 25,396.0 in-# 0.0 in-# Overstress Precentage 0.00 0.00 Allow Deflection:0.007 Height 2.016 in 2.016 in Max Iterated Service Load Deflection 1 179 in 0 000 in Actual Deflection Ratio 2444 0.0 Actual Reinforcing Percentage 0.0027 00027 Allowable Max. Reinf.Percent=0.5 Rho Bal 00053 00053 Actual Axial Stress (Pw+Po)/Ag 17 44psi 17 44 psi Allowable Axial Stress=0.04 fm 60.00psi 60.00 psi P-Delta Analysis Factored Load Analysis Seismic Wind Basic Moment without P-Delta 22,394.88 in-# 0 00 in-# Basic Deflection without P-Delta 094 in 0.00 in Moment in excess of Cracking Moment 7792.02 in-# 000 in-# Max. Iterated Wall Deflection 1.24 in 0.00 in Max. Iterated Wall Moment 25,395.97 in-# 0.00 in-# Service Load Analysis Seismic Wind Basic Moment without P-Delta 22,394.88 in-# 0:00 in-# Basic Deflection without P-Delta 0.94 in 000 in Moment in excess of Cracking Moment 7792.02 in-# 0 00 in-# Max. Iterated Wall Deflection 1 18 in 0 00 in Max. Iterated Wall Moment 24 768.49 in-# 0.00 in-# Edward Jonson and Associates, P.S. Title Job# Consulting Structural Engineers Dsgnr• Date: 8:32PM, 24 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us KW 83.99E 628,Ve 5.1.3,22Ju 1999,Wm32 Slender Masonry Wall Page 2 Us 198399 03628, LC cAec\iefferson.ecw Calculations Description wall on yGrid E Analysis Values - Phi 0.80 Mn Phi As-eff Fy (d-a/2) Equivalent Solid Thickness 6.30 in Wind 39,837.28 in-# Gross Area 115.50 in Seismic 39,837.28 in-# A-steel 0.16 in2 Em=750 fm 1125000 00 psi As Percent 00027 n=29E6/Em 25.78 As-Effective=(Pu+As Fy)/Fy Fr=2.5 (f n)A.5 96.82 ps As-eff Wind 0.190 in2 Sgross 150.82 in As-eff Seismic 0 190 in2 Mcracking=Sgross Fr 14,602.86 in a' Compression Block I-Gross 725.81 in4 'a' Wind 0.75 in I-Cracked Wind 76.24 in4 a' Seismic 0.75 in I-Cracked Seismic 76.24 in4 Phi:Wind 0.800 Phi:Seismic 0.800 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 4 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY WALE oma► (�R.n Q vvrl �(� fL,"r—j-j Z Lel.. Q�I�R,tiv�1l� Woo ftp l �(q �j '� �J 1 trL� 2 3' Uj Edward Jonson and Associates, P.S. Title Job# 631 Consulting Structural Engineers Dsgnr• Date- 10-OOPM, 24 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Rev510300 User KW-0603628,Ve 5.1.3,22 Ju 1999,Win32 Slender Masonry Wall Page 1 ' (c)1983 99 ENERCALC - c:\ec\'efferson.ecw:Masonr Walls _ Description Wall on grid D General Information Calculations are designed to 1997 UBC Requirements s Wall Height 21 00 ft fm 1,5 sl Thickness 10.0 in fy 60 000 0 psi Rebar Size 5 Wall Wt Multiplier 1 00 Rebar Spacing 24 in Medium Weight Block Rebar Location Center Fr=4.0 (fn)A.5 2.50 Solid Grouted Seismic Factor 0.360 Loads Vertical Loads. Wind Load m(full height) 0.00 psf Uniform Eccentric Load. Lateral Loads. Dead Load 2,700.00#/ft Point Load 0.00 lbs Live Load 2,700.00#/ft @height 0 00 ft Eccentricity 4 00 in Roof Seismic Concentric Load. Distributed Load 0.00#/ft Dead Load 1,000.00 #/ftDist.to Top 0.00 ft Live Load 0 00#/ft Dist.to Bottom 0 00 ft Roof Seismic Summary x Wall Design OK 21 OOft high 10 OOin thick w/#5 bars at 24 OOin on center at MedWt Block fm = 1 500 Opsi Fy=60 000 Opsi, Special Inspection Req'd Solid Grouted Factored Load Bending Seismic Load Governs Service Load Deflection Seismic Load Governs Maximum Iterated Moment Mu 38,286.65 in-# Maximum Iterated Deflection 1.245 in Moment Capacity 48,578.03 in-# Deflection Limit 1 764 in Seismic Wind Mn Phi Moment Capacity 48,578.0 in-# 48,578.0 in-# Mu:(0 9D+1.OE),(1.2D+1 3W+f1*L+.5Lr) 38,286.6 in-# 9,625.9 in-# Mu:(1.2D+f1*L+1.OE),(1.2D+1 6Lr+.8W) 38,286.6 in-# 16,186.9 in-# Overstress Precentage 0.00 0.00 Allow Deflection:0.007 Height 1 764 in 1 764 in Max Iterated Service Load Deflection 1.245 in 0.037 in Actual Deflection Ratio 202.4 6,856.1 Actual Reinforcing Percentage 0.0027 0.0027 Allowable Max. Reinf Percent=0.5 Rho Bal 00053 00053 Actual Axial Stress (Pw+Po)/Ag 40.94psi 40.94 psi Allowable Axial Stress=0.04 fm 60.00psi 60.00 psi P-Delta Analysis Factored Load Analysis Seismic Wind Basic Moment without P-Delta 29,817 72 in-# 15 120.00 in-# Basic Deflection without P-Delta 0.92 in 0.10 in Moment in excess of Cracking Moment 11 87786 in-# 0.00 in-# Max. Iterated Wall Deflection 1 49 in 011 in Max. Iterated Wall Moment 38,286.65 in-# 16 186.87 in-# Service Load Analysis Seismic Wind Basic Moment without P-Delta 28,737 72 in-# 5,400.00 in-# Basic Deflection without P-Delta 0.85 in 0.04 in Moment in excess of Cracking Moment 10,797.86 in-# 0 00 in-# Max. Iterated Wall Deflection 1,25 in 0.04 in Max. Iterated Wall Moment 34 626 13 in-# 5 573 82 in-# Edward Jonson and Associates, P.S. Title Job# 5 Consulting Structural Engineers Dsgnr• Date- 10:OOPM, 24 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us HW-0603628,Ve 5.1.3,22Ju 1999,.W,n32 Slender Masonry Wall Page 2 (c)198399 ENERCALC _ _ c:\_ec\iefferson.ecwAasonry Walls Description Wall on grid PD Analysis Values Phi 0.80 Mn=Phi As-eff Fy (d-a/2) Equivalent Solid Thickness 9.62 in Wind 48,578.03 in-# Gross Area 115.50 in Seismic 48,578 03 in-# A-steel 016 int Em=750 fm 1125000.00 psi As Percent 00027 n=29E6/Em 25.78 As-Effective=(Pu+As Fy)/Fy Fr=2.5 (fn)A.5 9682 ps As-eff Wind 0.238 in2 Sgross 185.28 in As-eff Seismic 0.238 in2 Mcracking=Sgross Fr 17,939.86 in 'a' Compression Block 1-Gross 891.67 in4 'a' Wind 0.93 in I-Cracked Wind 8707 in4 'a' Seismic 093 in I-Cracked Seismic 8707 in4 Phi:Wind 0 800 Phi:Seismic 0 800 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY r) 5 F— F 3 S'f A 61:` SL,VIe'f� �� VL60J� St—k-%Y + l L 'FF UI LA. . f%- ' 01qLo) (coo) = Wpm 'Ok- 1L. l (a) ( 1�> -� 42� tql�lC`(�� , 012. \Zy) 0 StLT4 Lvr 64 1 (0] OL(0 1` + t 0 l tall 0-0) (5� _ �Lj �r AS= C 60'-i - 1y 0 Z) � � Z 1 �► ti � ' � ? 2y C1,3� C. cf) C 1 zol EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET (D 0 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,.WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY � t day 2 I tics 0 k�d'r w p w_ X20) SoL�r� Gaovr wALf— CI-�>=CSL- ©cJ� tJ�- �L�� ,A'r u1 A� t►�,►� IDA-, s OZ'S 1�)) Z's (-6) L, Edward Jonson and Associates, P.S. Title .lob# 64 6 ! Consulting Structural Engineers Dsgnr• Date: 8:04AM, 25 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us KW 0603628,Ve 5.1.3.22-Ju 1999,Win32Slender Masonry Wall Page 1 (c)1983-99 ENERCALC c:\ec\iefferson.ecw:MasonryWai�S Description Wall on grid 5 8 out of plane loads General Information Calculations are designed to 1997. UBC Requirements Wall Height 21 OOft fm 1,500.0 psi Thickness 10.0 in fy 60,000.0 psi Rebar Size 5 Wall Wt Multiplier 1.00 Rebar Spacing 24 in Medium Weight Block Rebar Location Center Fr=4 0 (fn)A.5 2.50 Solid Grouted Seismic Factor 0.300 Loads Vertical Loads. Wind Load (full height) 0.00 psf Y Uniforin Eccentric Load. Lateral Loads. Dead'Load 2,000.00#/ft Point Load 0.00 lbs Live Load 2,000.00#/ft @height 0.00 ft Eccentricity 0.00 in Roof Seismic Concentric Load. Distributed Load 0.00#/ft Dead Load 1 000.00#/ft Dist.to Top 0.00 ft Live Load 0.00#/ft Dist.to Bottom 0.00 ft Roof Seismic Summary Wall Design OK 21 OOft high, 10 OOin thick w/#5 bars at 24 OOin on center at MedWt Block fm = 1 500 Opsi, Fy=60 000 Opsi Special Inspection Req'd Solid Grouted Factored Load Bending Seismic Load Governs Service Load Deflection Seismic Load Governs Maximum Iterated Moment Mu 21 074 76 in-# Maximum Iterated Deflection 0.310 in Moment Capacity 46,365.08 in-# Deflection Limit 1 764 in Seismic Wind Mn Phi Moment Capacity 46,365.1 in-# 46,365 1 in-# Mu:(0.9D+1.OE),(1.2D+1.3W+f1'L+.5Lr) 21 074.8 in-# 0.0 in-# Mu:(1.2D+f1"L+1 OE),(1.2D+1.6Lr+.8W) 21,074.8 in-# 0.0 in-# Overstress Precentage 0.00 000 Allow Deflection:0.007 Height 1 764 in 1 764 in Max Iterated Service Load Deflection 0.310 in 0.000 in Actual Deflection Ratio 812.3 0.0 Actual Reinforcing Percentage 0.0027 0.0027 Allowable-Max. Reinf Percent=0.5 Rho Bal 0.0053 0.0053 Actual Axial Stress (Pw+Po)/Ag 34.88psi 34 88 psi Allowable Axial Stress=0.04 fm 60.00psi 60.00 psi 'P-Delta Analysis Factored Load Analysis Seismic Wind Basic Moment without P-Delta 19,448.10 in-# 0.00 in-# Basic Deflection without P-Delta 0.22 in 0.00 in Moment in excess of Cracking Moment 1,508.24 in-# 0.00 in-# Max. Iterated Wall Deflection 0.34 in 0.00 in Max. Iterated Wall Moment 21 074 76 in-# 0.00 in-# Service Load Analysis Seismic Wind Basic Moment without P-Delta 19,448 10 in-# 0.00 in-# Basic Deflection without P-Delta 0.22 in 0.00 in Moment in excess of Cracking Moment 1,508.24 in-# 0.00 in-# Max. Iterated Wall Deflection 0.31 in 0.00 in Max. Iterated Wall Moment 20,698.03 in-# 0.00 in-# Edward Jonson and Associates, P.S. Title Job# to Consulting Structural Engineers Dsgnr• Date: 8:04AM, 25 JUL 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re K -06 Slender Masonry Wall Pae 2 4 Us KW0603628,Ve 5.1.3,22-Ju 1999,Win32 Page 1983 99 ENERCALC cAeC\efferson.ecm Masonry Walls Description Wall on grid 5 8 out of plane loads Analysis Values Phi 080 Mn=Phi As-eff Fyi1 (d-a/2) Equivalent Solid Thickness 9.62 in Wind 46 365 08 in-# Gross Area 11550 in Seismic 46,365 08 in-# A-steel 016 in2 Em=750 fm 1125000 00 psi As Percent 0:0027 n=29E6/Em 2578 As-Effective=(Pu+As Fy)/Fy Fr=2.5 (f n)^.5 9682 ps As-eff Wind 0.226 in2 Sgross 185.28 in As-eff Seismic 0.226 in2 Mcracking=Sgross Fr 17,939.86 in 'a' Compression Block I-Gross 891 67 in4 'a' Wind 0.88 in 1-Cracked Wind 84.50 in4 'a' Seismic 0.88 in I-Cracked Seismic 84.50 in4 Phi:Wind 0.800 Phi:Seismic 0.800 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY- Y-) , 3 TtJ p�►Aa SritgR w4- - oL 5w SEE w Mo�z zq t-zi� : � aq �4 � (2+lC-0 (+15) LSktolk+�lt� Ll 3L9 -�'- �S1 i� oq 3t� '� 2,1 CIO 1 I �"" � � �� l �� S g� � nJ M �� (o �1 `I V i3►� O EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB SHEET 4 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY- 0 v; Y•0v; n) ,-► �1�� vJo� �Ot'S�Z1� SZ L L L L VZ) 3`1, x' (Sze - r A-e, vi z+ 6 / Lim EDWARD JONSON AND ASSOCIATES, P S ( ,3 Consulting Structural Engineers JOB: SHEET L' 4 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY• �yv� Z � .L o V ujn�� vJtLti �'S5 s= rLl Bm l � W I (D 7-�0 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY t,J Iv 0 C �c10) k 4s 14 5 IL Qs 14 w, P n to 0 1 2.t cwt �o S' 2► 5 VjDl Wk , o3a (1L) i �� D� &�� , [�� EDWARD � _- .- --- �_ ASSOCIATES, Consulting Structural Engineers JOB: SHEET �e�� 5890Nort �ho� 8ao|oPointDrivo SUBJECT Bainbridge Island,WA98110'33407 (206)780-0524 Fax(2O0)780'5587 DATE. BY- RAMSBEAM V2 0 - Gravity Beam Design Licensed to Edward Jonson & Associates ;to Job Jefferson Elementary Steel Code AISC 9th Ed SPAN INFORMATION Steel Bm # 1 Beam Size (Optimum) = W14X22 Fy = 50 0 ksi Total Beam Length (ft) = 17 00 Top Flange Not Braced By Decking Additional Flange Brace Points (kips) Dist Top Bottom 6 00 Yes No 12 00 Yes No LOADS Self Weight = 0 022 k/ft Line Loads (k/ft) Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 00 17 00 0 750 0 750 0 000 0 000 0 750 0 750 SHEAR Max V (kips) = 12 94 fv (ksi) = 4 30 Fv = 18 90 MOMENTS Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 55 0 8 5 6 0 1 00 22 75 30 00 22 75 27 93 Controlling 55 0 8 5 6 0 1 00 --- --- 22 75 27 93 REACTIONS (kips) Left Right DL reaction 6 56 6 56 Max + LL reaction 6 37 6 37 Max + total reaction 12 94 12 94 DEFLECTIONS Dead load (in) at 8 50 ft = -0 251 L/D = 811 Live load (in) at 8 50 ft = -0 244 L/D = 835 Total load (in) at 8 50 ft = -0 496 L/D = 412 RAMSBEAM V2 0 - Gravity Beam Design Licensed to Edward Jonson & Associates Job Jefferson Elementary Steel Code AISC 9th Ed 7 SPAN INFORMATION Steel Bm # 2 Depth Limitation specified (in) = 17 00 Beam Size (Optimum) = W16X77 Fy = 50 0 ksi Total Beam Length (ft) = 26 00 Top Flange Not Braced By Decking Additional Flange Brace Points (kips) Dist Top Bottom 4 33 Yes No 8 66 Yes No 13 00 Yes No 17 33 Yes No 21 70 Yes No LOADS Self Weight = 0 077 k/ft Point Loads (kips) Flange Bracing Dist DL Pre DL LL Top Bottom 4 00 4 30 0 00 0 00 No No Line Loads (k/ft) Distl Dist2 DL1 DL2 Pre DLl Pre DL2 LLl LL2 0 00 26 00 0 520 0 520 0 000 0 000 0 520 0 520 SHEAR Max V (kips) = 18 16 fv (ksi) = 2 42 Fv = 20 00 MOMENTS Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 103 2 12 4 4 3 1 00 9 24 33 00 9 24 33 00 Controlling 103 2 12 4 4 3 1 00 9 24 33 00 --- --- REACTIONS (kips) Left Right DL reaction 11 40 8 42 Max + LL reaction 6 76 6 76 Max + total reaction 18 16 15 18 DEFLECTIONS Dead load (in) at 12 74 ft = -0 229 L/D = 1365 Live load (in) at 12 87 ft = -0 166 L/D = 1879 Total load (in) at 12 87 ft = -0 395 L/D = 791 RAMSBEAM V2 0 - Gravity Beam Design Licensed to Edward Jonson & Associates Job Jefferson Elementary Steel Code AISC 9th Ed v SPAN INFORMATION Steel Bm # 3 Beam Size (Optimum) = W24X68 Fy = 50 0 ksi Total Beam Length (ft) = 37 50 Top Flange Braced By Decking LOADS Self Weight = 0 068 k/ft Line Loads (k/ft) Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 00 37 50 0 480 0 480 0 000 0 000 0 960 0 960 SHEAR Max V (kips) = 28 28 fv (ksi) = 3 02 Fv = 19 76 MOMENTS Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 265 1 18 8 0 0 1 00 20 66 33 00 20 66 33 00 Controlling 265 1 18 8 0 0 1 00 20 66 33 00 --- --- REACTIONS (kips) Left Right DL reaction 10 28 10 28 Max + LL reaction 18 00 18 00 Max + total reaction 28 28 28 28 DEFLECTIONS Dead load (in) at 18 75 ft = -0 460 L/D = 979 Live load (in) at 18 75 ft = -0 805 L/D = 559 Total load (in) at 18 75 ft = -1 265 L/D = 356 RAMSBEAM V2 0 - Gravity Beam Design Licensed to Edward Jonson & Associates Q Job Jefferson Elementary Steel Code AISC 9th Ed G SPAN INFORMATION Steel Bm # 4 Depth Limitation specified (in) = 19 00 Beam Size (Optimum) = W18X55 Fy = 50 0 ksi Total Beam Length (ft) = 37 00 Top Flange Not Braced By Decking Additional Flange Brace Points (kips) Dist Top Bottom 6 00 Yes No 12 00 Yes No 18 00 Yes No 24 00 Yes No 30 00 Yes No LOADS Self Weight = 0 055 k/ft Line Loads (k/ft) Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 00 37 00 0 180 0 180 0 000 0 000 0 000 0 000 SHEAR Max V (kips) = 4 35 fv (ksi) = 0 62 Fv = 20 00 MOMENTS Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 40 2 18 5 6 0 1 00 4 91 33 00 4 91 33 00 Controlling 40 2 18 5 6 0 1 00 4 91 33 00 --- --- REACTIONS (kips) Left Right DL reaction 4 35 4 35 Max + total reaction 4 35 4 35 DEFLECTIONS Dead load (in) at 18 50 ft = -0 384 L/D = 1156 Live load ('in) at 18 50 ft = 0 000 Total load (in) at 18 50 ft = -0 384 L/D = 1156 RAMSBEAM V2 0 - Gravity Beam Design Licensed to Edward Jonson & Associates �, U Job Jefferson Elementary Steel Code RISC 9th Ed SPAN INFORMATION Steel Bm # 5 Beam Size (User Selected) = W24X55 Fy = 50 0 ksi Total Beam Length (ft) = 28 00 Top Flange Braced By Decking LOADS Self Weight = 0 055 k/ft Point Loads (kips) Flange Bracing Dist DL Pre DL LL Top Bottom 2 50 10 30 0 00 18 00 No No Line Loads (k/ft) Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 00 28 00 0 260 0 260 0 000 0 000 0 330 0 330 SHEAR Max V (kips.) = 34 80 fv (ksi) = 3 91 Fv = 18 81 MOMENTS Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 103 5 10 1 0 0 1 00 10 90 33 00 10 90 33 00 Controlling 103 5 10 1 0 0 1 00 10 90 33 00 --- --- REACTIONS (kips) Left Right DL reaction 13 79 5 33 Max + LL reaction 21 01 6 23 Max + total reaction 34 80 11 56 DEFLECTIONS Dead load (in) at 13 30 ft = -0 167 L/D = 2014 Live load (in) at 13 16 ft = -0 214 L/D = 1571 Total load (in) at 13 16 ft = -0 381 L/D = 883 RAMSBEAM V2 0 - Gravity Beam Design Licensed to Edward Jonson & Associates So Job Jefferson Elementary Steel Code AISC 9th Ed SPAN INFORMATION Steel Bm # 6 Beam Size (Optimum) = W12X14 Fy = 50 0 ksi Total Beam Length (ft) = 14 00 Top Flange Braced By Decking LOADS Self Weight = 0 014 k/ft Line Loads (k/ft) Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 00 14 00 0 530 0 530 0 000 0 000 0 530 0 530 SHEAR Max V (kips) = 7 52 fv (ksi) = 3 28 Fv = 18 75 MOMENTS Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 26 3 7 0 0 0 1 00 21 19 33 00 21 19 33 00 Controlling 26 3 7 0 0 0 1 00 21 19 33 00 --- --- REACTIONS (kips) Left Right DL reaction 3 81 3 81 Max + LL reaction 3 71 3 71 Max + total reaction 7 52 7 52 DEFLECTIONS Dead load (in) at 7 00 ft = -0 183 L/D = 918 Live load (in) at 7 00 ft = -0 178 L/D = 942 Total load (in) at 7 00 ft = -0 361 L/D = 465 RAMSBEAM V2 0 - Gravity Beam Design Licensed to Edward Jonson & Associates G17, Job Jefferson Elementary Steel Code AISC 9th Ed SPAN INFORMATION Steel Bm # 7 Beam Size (User Selected) = W16X26 Fy = 50 0 ksi Total Beam Length (ft) = 16 00 Top Flange Braced By Decking LOADS Self Weight = 0 026 k/ft Point Loads (kips) Flange Bracing Dist DL Pre DL LL Top Bottom 4 00 4 30 0 00 0 00 No No Line Loads (k/ft) Dist1 Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 00 16 00 0 520 0 520 0 000 0 000 0 520 0 520 SHEAR Max V (kips) = 11 75 fv (ksi) = 3 13 Fv = 17 90 MOMENTS Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 43 3 7 0 0 0 1 00 13 52 33 00 13 52 33 00 Controlling 43 3 7 0 0 0 1 00 13 52 33 00 --- --- REACTIONS (kips) Left Right DL reaction 7 59 5 44 Max + LL reaction 4 16 4 16 Max + total reaction 11 75 9 60 DEFLECTIONS Dead load (in) at 7 68 ft = -0 142 L/D = 1348 Live load (in) at 7 76 ft = -0 088 L/D = 2188 Total load (in) at 7 76 ft = -0 230 L/D = 834 161-$ RISA-2D (R) Version 3 03 Edward Jonson P E Page 1 7/12/01 Units Option US Standard AISC Code Checks 9th Edition ASD Shear Deformation No P-Delta Effects No Redesign No Edge Forces No A S I F 1 333 ---------------------------------------------------------------------------- Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp ----------- (ft) -- ------ (ft) ----- (in, K/in) ---- (in, K/in) --- (r, K-ft/r) ----- (F) - 1 0 00 0 00 R R R 0 00 2 19 00 0 00 0 00 3 38 00 -7 00 R R 0 00 ---------------------------------------------------------------------------- Material Elastic Poisson' s Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) --------------- (Ksi) ----------------------- (F) -------- (K/ft3) ------ (Ksi) --- - Steel 29000 00 0 30000 0 65000 0 490 50 000 ---------------------------------------------------------------------------- Section Database Matl Area Moment of As y/y Label Shape Set Inertia Coef -------------------------------------- (in^2) --------- (in^4) ----------------- beam W27X84 Steel 24 80 2850 000 1 20 --------------------------------------------------------- --------- ---------- I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ------------------------------------------------------ (in) ---- (in) ------ (ft) 1 1 - 2 beam 1 19 00 2 2 - 3 beam 1 20 25 ---------------------------------------------------------------------------- I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Lc In Out Cm Cb --- ----------------- (ft) -- --- (ft) ----- (ft) ---------------------------------- 1 1 - 2 2 2 - 3 RISA-2D (R) Version 3 03 Edward Jonson, P E Page 2 7/12/01 ---------------------------------------------------------------------------- BLC Basic Load Case Load Totals No Description Nodal Point Dist ---------------------------------------------------------------------------- 1 Dead Load 1 3 2 Live Load 1 1 Nodal Loads, BLC 1 Dead Load ---------------------------------------------------------------------------- Node Number Global X Global Y Moment ---- -------------------- (K) ------------------ (K) ---------------- -- (K-ft) ---- 2 0 000 4 500 0 000 Member Distributed Loads, BLC 1 Dead Load ---------------------------------------------------------------------------- Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location ------------------------- (K/ft, F) ----- (K/ft, F) --------- (ft) --------- (ft) ---- 1 1 - 2 Y 0 450 0 450 0 000 19 000 1 1 - 2 Y 0 084 0 084 0 000 19 000 2 2 - 3 Y 0 084 0 084 0 000 20 248 Nodal Loads, BLC 2 Live Load --------------------------------------------------------------- ------------- Node Number Global X Global Y Moment ------------------------ (K) ------------------ (K) ----------------- - (K-ft) ---- 2 0 000 4 500 0 000 Member Distributed Loads, BLC 2 Live Load ----------------------------------------------------------------------- ----- Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location ------------------------- (K/ft, F) ----- (K/ft, F) ---- ----- (ft) --------- (ft) ---- 1 1 - 2 Y 0 450 0 450 0 000 19 000 ---------------------------------------------------------------------------- Load Combination Self Wt BLC BLC BLC BLC BLC W E No Description Dir Fac Fac Fac Fac Fac Fac DYNA S V ---------------------------------------------------------------------------- 1 DL+LL 1 -1 2 -1 s4l� RISA-2D (R) Version 3 03 Edward Jonson, P E Page 3 7/12/01 Load Combination is 1 DL+LL Nodal Displacements ---------------------------------------------------------------------------- Node Global X Global Y Rotation --------------------- (in) ----------------- (in) ---------------- (rad) --------- 1 -0 00000 -0 00000 0 00000 2 -0 00000 -0 53540 0 00015 3 0 19606 -0 00000 0 00000 Load Combination is 1 DL+LL Reactions ---------------------------------------------------------------------------- Node Global X Global Y Moment ---------------------- (K) ------------------ (K) --------------- (K-ft) --------- 1 0 00000 18 94722 0 00000 3 0 00000 10 44965 0 00000 Totals 0 00000 29 39687 0 00000 Load Combination is 1 DL+LL Member End Forces ---------------------------------------------------------------------------- Nodes =__-_____= I-End =_________ J-End No I J Axial Shear Moment Axial Shear Moment --------------- (K) -------- (K) ------ (K-ft) ------- (K) -------- (K) ------ (K-ft) -- 1 1- 2 0 00 18 95 0 00 -0 00 -0 25 182 39 2 2- 3 3 02 -8 21 -182 39 -3 61 9 81 0 00 Load Combination is 1 DL+LL AISC Code Checks ---------------------------------------------------------------------------- Nodes Member Quarter Points No I J Maximum 0 1/4 1/2 3/4 L Shear ------------------------------------------------------------- --------------- 1 1- 2 0 5224 0 0000 0 2260 0 3884 0 4872 0 5224 0 0771 2 2- 3 0 5883 0 5883 0 4542 0 3137 0 1668 0 0135 0 0399 L�bS2- RAMSBEAM V2 0 - Gravity Beam Design Licensed to Edward Jonson & Associates Job Steel Code RISC 9th Ed SPAN INFORMATION Beam Size (User Selected) = W27X84 Fy = 50 0 ksi Total Beam Length (ft) = 38 00 Top Flange Braced By Decking LOADS Self Weight = 0 084 k/ft 3 Point Loads (kips) Flange Bracing Dist DL Pre DL LL Top Bottom 19 00 4 50 0 00 4 50 No No Line Loads (k/ft) Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 00 19 00 0 450 0 450 0 000 0 000 0 450 0 450 SHEAR Max V (kips) = 18 93 fv (ksi) = 1 62 Fv = 19 43 MOMENTS Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 182 0 19 0 0 0 1 00 10 25 33 00 10 25 33 00 Controlling 182 0 19 0 0 0 1 00 10 25 33 00 --- --- REACTIONS (kips) Left Right DL reaction 10 27 5 99 Max + LL reaction 8 66 4 39 Max + total reaction 18 93 10 38 DEFLECTIONS Dead load (in) at 18 43 ft = -0 284 L/D = 1608 Live load (in) at 18 24 ft = -0 236 L/D = 1934 Total load (in) at 18 24 ft = -0 519 L/D = 878 RAMSBEAM V2 0 - Gravity Beam DesignI� Licensed to Edward Jonson & Associates 1� Job Jefferson Elementary Steel Code AISC 9th Ed SPAN INFORMATION Steel Bm # 9 Beam Size (User Selected) = W12X26 Fy = 50 0 ksi Total Beam Length (ft) = 12 00 Top Flange Not Braced By Decking LOADS Self Weight = 0 026 k/ft Point Loads (kips) Flange Bracing Dist DL Pre DL LL Top Bottom 6 00 6 00 0 00 4 40 No No SHEAR Max V (kips) = 5 36 fv (ksi) = 1 91 Fv = 20 00 MOMENTS Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 31 7 6 0 12 0 1 00 11 38 30 00 11 38 21 90 Controlling 31 7 6 0 12 0 1 00 --- --- 11 38 21 90 REACTIONS (kips) Left Right DL reaction 3 16 3 16 Max + LL reaction 2 20 2 20 Max + total reaction 5 36 5 36 DEFLECTIONS Dead load (in) at 6 00 ft = -0 065 L/D = 2210 Live load (in) at 6 00 ft = -0 046 L/D = 3112 Total load (in) at 6 00 ft = -0 111 L/D = 1293 RAMSBEAM V2 0 - Gravity Beam Design ! Licensed to Edward Jonson & Associates Job Jefferson Elementary Steel Code AISC 9th Ed SPAN INFORMATION Steel Bm # 10 Beam Size (Optimum) = W12X14 Fy = 50 0 ksi Total Beam Length (ft) = 21 50 Top Flange Braced By Decking LOADS Self Weight = 0 014 k/ft Line Loads (k/ft) Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 00 21 50 0 180 0 180 0 000 0 000 0 360 0 360 SHEAR Max V (kips) = 5 96 fv (ksi) = 2 60 Fv = 18 75 MOMENTS Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 32 0 10 8 0 0 1 00 25 79 33 00 25 79 33 00 Controlling 32 0 10 8 0 0 1 00 25 79 33 00 --- --- REACTIONS (kips) Left Right DL reaction 2 09 2 09 Max + LL reaction 3 87 3 87 Max + total reaction 5 96 5 96 DEFLECTIONS Dead load (in) at 10 75 ft = -0 363 L/D = 710 Live load (in) at 10 75 ft = -0 674 L/D = 383 Total load (in) at 10 75 ft = -1 037 L/D = 249 RAMSBEAM V2 0 - Gravity Beam Design Licensed to Edward Jonson & Associates nVj Job Jefferson Steel Code AISC. 9th Ed SPAN INFORMATION Bm at play shed w/ uplift Beam Size (User Selected) = W16X26 Fy = 50 0 ksi Total Beam Length (ft) = 16 00 Top Flange Not Braced By Decking Additional Flange Brace Points (kips) Dist Top Bottom 5 00 Yes No 11 00 Yes No LOADS Self Weight = 0 026 k/ft Point Loads (kips) Flange Bracing Dist DL Pre DL LL Top Bottom 5 00 0 75 0 00 0 00 Yes No 11 00 0 75 0 00 0 00 Yes No 5 00 -3 40 0 00 0 00 Yes No 11 00 -3 40 0 00 0 00 Yes No SHEAR Max V (kips) = 2 44 fv (ksi) = 0 65 Fv = 17 90 MOMENTS Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max - -12 5 5 0 16 0 1 00 3 92 30 00 3 92 8 53 Controlling -12 5 5 0 16 0 1 00 --- --- 3 92 8 53 REACTIONS (kips) Left Right DL reaction -2 44 -2 44 Max - total reaction -2 44 -2 44 DEFLECTIONS Dead load (in) at 8 00 ft = 0 069 L/D = 2799 Live load (in) at 8 00 ft = 0 000 Total load (in) at 8 00 ft = 0 069 L/D = 2799 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET * 4 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY C�r'1 C1� C-a f?t.. A- U r-2 Try �y ujz1�r 22. Ila N Z- EDWARD JONSON AND ASSOCIATES, P S �� t Consulting Structural Engineers JOB: SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY z ,6 (6) 1 (. 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Lu 0-0- - 0 —__ — -•---Y T.O.S. �(' � 0 O 1 1 1 1 T.Q.S. 1 LIFFIC / \ �✓ II 1 BODS 1114 1 1 T 'PT 1'1 [ BOYS :STORAGE: Ozla Ilsl OFFICE 1 1 1 1 130 1 1 i32 1 1 II 1 1 11 1 r r—-—------ -----r- --7 1 1 0--of -- r— I --------] I 1 T.O.; 1 ; STORAO 1 1 1 t ORnP,IC10R rn COP,RIO� L J / lza 1 I JANITOR T.O.S I 1220 I / r 1 1 FI-3-51 2 / 1 ----- I �.-- MUSIC/ T.n.S _ PLATFORM 1 I r f 1 11 L--- -J 1 I I 0.-0. 1 t �-- - ------- - -1-- `-• 1 TOS. I 1 1 / 07 - — 1 L----- r T.Q.S.10MI I I 1 - - - - - - - sea _3a5; ; ST071Els1 1 [� 1 / 1 STORP,GE - 1 IrYMNPSIUM / 1 - t t sQe t / KITCHEI, 1 / / 1 PE 1 OFFICE / I t / 1 STORAGE L- I I --------� r------------Ll - 1 1 1 1 t 1 I 1 1 1 I t 1 1 1 1 1 I 1 1 EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY T '� o L L� O'LS (30) (q 5) t vZy C11)W) \0% 4 ' (o" K � '� cn" t ( 2," EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET $ 4 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY �L2 I 07-w) (ZO - L �025�1�� (2�1 �, � \L � L ot6 (.101 (7,0) 0 ?, (\I)( g) - �,, �-, til OZ'S �1 0> 2- b" < 2 {�'� EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 .Fax(206)780-5587 DATE. BY. F0cntiY'j6 8 Dem Lo W 'goo- 0zS czCO c + a� ►'5 11) Cog)= �- �,u�s�cFr►- �y �i�(zl (23� � e 3 c� c I61, w6 1 K T' q _ z5 1'4 j6A(1e)(I0)Nz') ? f I f 01G(13) c17-) 4 56 �1q 1� V-uuf �")Ct11) CIL) T ,dtgc2149) �z�` EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEET H 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY lo Low ©2S (vi) + v5-(1?-) (I.) - Z 'Roc�C o015oZ) (5) �- w o�� 0 B t�V� l-o�h i1 � 3 1q 3 Rn�� LL u EDWARD JONSON AND ASSOCIATES, P S Consulting Structural Engineers JOB: SHEETy s4 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY �00 O is u l f o2b) 4 L' O 1 (it) i 1 W 2`—t A 6 Z c�cY51�b �001"NL kr W A- .. 1 1�0 - i 1 r COW" r RAMSBEAM V2 0 - Gravity Beam Design Licensed to Edward Jonson & Associates Job Jefferson Elementary Steel Code AISC 9th Ed SPAN INFORMATION Bm at class room w/ folding wall Beam Size (Optimum) = W33X118 Fy = 50 0 ksi Total Beam Length (ft) = 38 00 Top Flange Braced By Decking LOADS Self Weight = 0 118 k/ft Line Loads (k/ft) Distl Dist2 DLl DL2 Pre DL1 Pre DL2 LL1 LL2 0 00 38 00 0 530 0 530 0 000 0 000 0 700 0 700 SHEAR Max V (kips) = 25 61 fv (ksi) = 1 48 Fv = 18 83 MOMENTS Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 243 3 19 0 0 0 1 00 8 13 33 00 8 13 33 00 Controlling 243 3 19 0 0 0 1 00 8 13 33 00 --- --- REACTIONS (kips) Left Right DL reaction 12 31 12 31 Max + LL reaction 13 30 13 30 Max + total reaction 25 61 25 61 DEFLECTIONS Dead load (in) at 19 00 ft = -0 178 L/D = 2566 Live load (in) at 19 00 ft = -0 192 L/D = 2376 Total load (in) at 19 00 ft = -0 370 L/D = 1234 Edward Jonson and Associates, P.S. Title ,lob# �) O Consulting Structural Engineers Dsgnr• Date: 1 39PM, 7 AUG 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re510300 User 83 99 E 628,Ver 5.1.3,22 Ju 1999,Win32 Square Footing Design Page 1 (c)198399 ENERCALC c:\ec\iefferson.ecw Foundation Description Footing 1 Jefferson Elementary General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 8.100 k Footing Dimension _ 4 000 ft Live Load 10.100 k Thickness 12.00 in Short Term Load 0 000 k #of Bars 4 Seismic Zone 3 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,500.0 psi LL&ST Loads Combine Fy 60 000 0 psi Load Duration Factor 1.330 Column Dimension 12.00 in Allowable Soil Bearing 1,500.00 psf Reinforcing Rebar Requirement Actual Rebar 'd' depth used 8.438 in As to USE per foot of Width 0 142 in2 200/Fy 0.0033 Total As Req'd 0.567 in2 As Req'd by Analysis 0.0006 in2 Min Allow%Reinf 00014 Min. Reinf%to Req'd 0.0014 % Summary Footing OK 4 OOft square x 12 Oin thick with 4-#5 bars Max.Static Soil Pressure 1,282.50 psf Vu Actual One-Way 15.62 psi Allow Static Soil Pressure 1,500:00 psf Vn*Phi Allow One-Way 85.00 psi Max.Short Term Soil Pressure 1,282.50 psf Vu Actual Two-Way 37.69 psi Allow Short Term Soil Pressure 1,995.00 psf Vn*Phi Allow Two-Way 170 00 psi Alternate Rebar Selections. Mu Actual 2.23 k-ft 3 #4's 2 #5's 2 #6's Mn Phi Capacity 11.26 k-ft 1 #7's 1 #8's 1 #9's 1 #10's Edward Jonson and Associates, P.S. Title Job# t' Consulting Structural Engineers Dsgnr• Date: 1 40PM 7 AUG 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 User KW 0603628,Ve 5.1.3.22 J�ootin 32 Square Footing Design Page 1 (c)1983 99 ENERCAIC c:\ec\efferson.ecw Calculations ' - - F Description Fg�2 Jefferson Elementary General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load V11.200 k Footing Dimension 4.500 ftm Live Load 14 000 k Thickness 12.00 in ShortTerm Load 0.000 k #of Bars 4 Seismic Zone 3 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,5000 psi LL&ST Loads Combine Fy 60 000.0 psi Load Duration Factor 1 330 Column Dimension 12.00 in Allowable Soil Bearing 1,500.00 psf Reinforcing Rebar Requirement Actual Rebar 'd' depth used 8.438 in As to USE per foot of Width 0 142 in2 200/Fy 00033 Total As Req'd 0 638 in2 As Req'd by Analysis 00009 in2 Min Allow%Reinf 00014 Min. Reinf%to Req'd 00014 % Summary Footing OK y m 4 50ft square x 12 Oin thick with 4-#5 bars Max.Static Soil Pressure 1 38944 psf Vu Actual One-Way 22.26 psi Allow Static Soil Pressure 1,500.00 psf Vn'Phi Allow One-Way 85 00 psi Max.Short Term Soil Pressure 1,389 44 psf Vu Actual Two-Way 54 14 psi Allow Short Term Soil Pressure 1 995 00 psf Vn'Phi Allow Two-Way 170 00 psi Alternate Rebar Selections. Mu Actual 3.30 k-ft 4 #4's 3 #5's 2 #6's Mn Phi Capacity 10 06 k-ft 2 #7's 1 #8's 1 #9's 1 #10's C r Edward Jonson and Associates, P.S. Title Job# Consulting Structural Engineers Dsgnr• Date: 1 43PM, 7 AUG 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Use KW.0603628,Ve 513 22 Ju 1999 Win32 Square Footing Design Page 1 (c)1980 99 ENERCALC C.\ec\jefferson ecw Calculations ....e_s,. ,., Description Footing 3 Jefferson Elementary General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 4 600 k Footing Dimension 3.000 ft Live Load 5.800 k Thickness 12.00 in ShortTerm Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 5 Overburden Weight 0 000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,500.0 psi LL&ST Loads Combine Fy 60 000 0 psi Load Duration Factor 1.330 Column Dimension 12.00 in Allowable Soil Bearing 1 500.00 psf Reinforcing Rebar Requirement Actual Rebar 'd' depth used 8.438 in As to USE per foot of Width 0.142 int 200/Fy 00033 Total As Req'd 0 425 in2 As Req'd by Analysis 0 0003 in2 Min Allow%Reinf 00014 Min. Reinf%to Req'd 00014 % Summary Footing OK 3 OOft square x 12 Oin thick with 2 #5 bars Max.Static Soil Pressure 1 300.56 psf Vu Actual One-Way 5 91 psi Allow Static Soil Pressure 1 500 00 psf Vn*Phi Allow One-Way 85.00 psi Max.Short Term Soil Pressure 1 300.56 psf Vu Actual Two-Way 17.81 psi Allow Short Term Soil Pressure 1,995.00 psf Vn*Phi Allow Two-Way 170.00 psi Alternate Rebar Selections. Mu Actual 1 01 k-ft 3 #4's 2 #5's 1 #6's Mn Phi Capacity 7 62 k-ft 1 #7's 1 #8's 1 #9's 1 #10's Edward Jonson and Associates, P.S. Title Job# F(3 Consulting Structural Engineers Dsgnr- Date: 1 44PM, 7 AUG 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us KW 0603628,Ve 5 1 3,22 Ju 1999,Win32qPage 1 (c)1983 99 ENERCALC uare Footing Design cAec\iefferson.em-Calculations N Description^� Footing 4 Jefferson Elementary General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 7.800 k Footing Dimension 3.500 ft Live Load 8 500 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,500 0 psi LL&ST Loads Combine Fy 60 000 0 psi Load Duration Factor 1.330 Column Dimension 12.00 in Allowable Soil Bearing 1 500 00 psf Reinforcing Rebar Requirement Actual Rebar 'd' depth used 8.438 in As to USE per foot of Width 0 142 int 200/Fy 00033 Total As Req'd 0 496 in2 As Req'd by Analysis 0 0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 00014 % s SummaryFooting OK 3 50ft square x 12 Oin thick with 3-#5 bars Max.Static Soil Pressure 1 47561 psf Vu Actual One-Way 12.28 psi Allow Static Soil Pressure 1 500.00 psf Vn*Phi Allow One=Way 85.00 psi Max.Short Term Soil Pressure 1 475.61 psf Vu Actual Two-Way 30.82 psi Allow Short Term Soil Pressure 1,995 00 psf Vn*Phi Allow Two-Way 170.00 psi Alternate Rebar Selections. Mu Actual 1 78 k-ft 3 #4's 2 #5's 2 #6's Mn Phi Capacity 971 k-ft 1 #7's 1 #8's 1 #9's 1 #10's Edward Jonson and Associates, P.S. Title Job# Consulting Structural Engineers Dsgnr• Date: 1 47PM, 7 AUG 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us 83 99 ENERCALC 628,Ver 5 1.3.22 Ju 1999.Wm32 (t)198399 Square Footing Design Page 1 c:\ec\'effer_son.ecw:Foundation a Description Footing 5 cJefferson Elementary~ General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 4 400Fk Footing Dimension 3 000 ft Live Load 5.100 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 5 Overburden Weight 0 000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,5000 psi LL&ST Loads Combine Fy 60 000.0 psi Load Duration Factor 1.330 Column Dimension 12.00 in Allowable Soil Bearing 1,500 00 psf Reinforcing Rebar Requirement Actual Rebar 'd' depth used 8.438 in As to USE per foot of Width 0 142 in2 200/Fy 00033 Total As Req'd 0.425 in2 As Req'd by Analysis 00002 in2 Min Allow%Reinf 00014 Min. Reinf%to Req'd 0.0014 % Summaryy� Footing OK 3 OOft square x 12 Oin thick with 2 #5 bars Max. Static Soil Pressure 1,200.56 psf Vu Actual One-Way 5 43 psi Allow Static Soil Pressure 1,500.00 psf Vn*Phi Allow One-Way 85.00 psi Max.Short Term Soil Pressure 1,200.56 psf Vu Actual Two-Way 16.37 psi Allow Short Term Soil Pressure 1 995.00 psf Vn"Phi Allow Two-Way 170 00 psi Mu Actual 0.93 k-ft Alternate Rebar Selections.Mn Phi Capacity 7 62 k-ft 3 #4's 2 #5's 1 #6's1 #7's 1 #8's 1 #9's 1 #10's Edward Jonson and Associates, P.S. Title Job# K Consulting Structural Engineers Dsgnr• Date: 1 46PM, 7 AUG 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 --- Us KW 0603628,Ve 5.1.3,22 Ju 1999.Mi 32 Square Footing Design Page 1 (c)1983.99 ENERCALC cAec\iefferson.ecw:Calculations Description Footing 6 Jefferson Elementary General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements ! Dead Load 3.600 k Footing Dimension 2.500 ft Live Load 4 000 k Thickness 12.00 in ShortTerm Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 5 Overburden Weight 0 000 psf Rebar Cover 3.250 Concrete Weight 145 00 pcf f c 2,5000 psi LL&ST Loads Combine Fy 60 000 0 psi Load Duration Factor 1 330 Column Dimension 12.00 in Allowable Soil Bearing 1 500.00 psf Reinforcing Rebar Requirement Actual Rebar 'd' depth used 8 438 in As to USE per foot of Width 0 142 in2 200/Fy 00033 Total As Req'd 0 354 in2 As Req'd by Analysis 0.0002'in2 Min Allow%Reinf 00014 Min. Reinf%to Req'd 0.0014 % Summary Footing OK 2.50ft square x 12 Oin thick with 2 #5 bars Max.Static Soil Pressure 1,361 00 psf Vu Actual One-Way 0 97 psi Allow Static Soil Pressure 1,500.00 psf Vn'Phi Allow One-Way 85.00 psi Max.Short Term Soil Pressure 1,361 00 psf Vu Actual Two-Way 10 18 psi Allow Short Term Soil Pressure 1,995.00 psf Vn'Phi Allow Two-Way 170 00 psi Mu Actual 0.59 k-ft Alternate Rebar Selections. 2 #4's 2 #5's 1 #6's Mn Phi Capacity 9 09 k-ft 1 #7's 1 #8's 1 #9's 1 #10's Edward Jonson and Associates, P.S. Title Job# I Consulting Structural Engineers Dsgnr• Date: 2:07PM, 13 AUG 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us KW.0603628,Ve 5.1.3.22 Ju 1999,Win32 Square Footing Design Page 1 (c)198399 ENERCALC_ _ _ c:\ec\iefferson.ecw:Foundation '. Description footing at bm jw/folding wall General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements PI Dead Load 14 400 k Footing Dimension_ 5.000 ft Live Load 13.300 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 5 Overburden Weight 0 000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,500 0 psi LL&ST Loads Combine Fy 60,000 0 psi Load Duration Factor 1.330 Column Dimension 12.00 in Allowable Soil Bearing 1,500.00 psf Reinforcing Rebar Requirement Actual Rebar 'd' depth used 8.438 in As to USE per foot of Width 0 142 int 200/Fy 0.0033 Total As Req'd 0 709 in2 As Req'd by Analysis 0 0010 in2 Min Allow%Reinf 0.0014 Min. Reinf%to Req'd 0.0014 % 11 Summary rd Footing OK 5 OOft square x 12.Oin thick with 3-#5 bars Max.Static Soil Pressure 1,25300 psf Vu Actual One-Way 2451 psi Allow Static Soil Pressure 1 500.00 psf Vn'Phi Allow One-Way 85.00 psi Max.Short Term Soil Pressure 1,253.00 psf Vu Actual Two-Way 61.32 psi Allow Short Term Soil Pressure 1,995.00 psf Vn'Phi Allow Two-Way 170 00 psi Alternate Rebar Selections. Mu Actual 3.83 k-ft 4 #4's 3 #5's 2 #6's Mn Phi Capacity 6.88 k-ft 2 #7's 1 #8's 1 #9's 1 #10's Edward Jonson and Associates, P.S. Title Job# � Consulting Structural Engineers Dsgnr• Date: 8:21AM, 8 AUG 01 5990 Battle Point Drive Description Bainbridge ls. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us KW-0603628,Ve 5.1.3,22 Ju 1999,Win32 Square Footing Design Page 1 (c)198399 ENERCALC c:\ec\'efferson.ecw:Foundation Description Footing 8, Jefferson Elementary General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements t Dead Load 61 000 k Footing Dimension 8.000 ft Live Load 18.000 k Thickness 16.00 in Short Term Load 0.000 k #of Bars 7 Seismic Zone 3 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,500.0 psi LL&ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.330 Column Dimension 20.00 in Allowable Soil Bearing 1 500 00 psf Reinforcing s Rebar Requirement Actual Rebar 'd' depth used 12.438 in As to USE per foot of Width 0.253 int 200/Fy 0.0033 Total As Req'd 2.022 in2 As Req'd by Analysis 0.0013 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 00017 % Summary Footing OK 8 OOft square x 16 Oin thick with 7 #5 bars Max. Static Soil Pressure 1 42771 psf Vu Actual One-Way 29 73 psi Allow Static Soil Pressure 1,500 00 psf Vn*Phl Allow One-Way 85.00 psi Max.Short Term Soil Pressure 1 42771 psf Vu Actual Two-Way 73.18 psi Allow Short Term Soil Pressure 1,995.00 psf Vn*Phi Allow Two-Way 170.00 psi Alternate Rebar Selections. Mu Actual 10.44 k-ft 11 #4's 7 #5's 5 #6's Mn Phi Capacity 14 79 k-ft 4 #7's 3 #8's 3 #9's 2 #10's Edward Jonson and Associates, P.S. Title Job# C �� Consulting Structural Engineers Dsgnr• Date: 8:22AM, 8 AUG 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us KW.0603628,Ver 5.1.3,22 Ju 1999,Wm32 Square Footing Design Page 1 (c)198399 ENERCALC _ _ c:\ec\iefferson.ecw:Calculations t Description Footing 9 Jefferson Elementary General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 119.000 k Footing Dimension 10.500 ft Live Load 12.000 k Thickness 18.00 in Short Term Load 0.000 k #of Bars 10 Seismic Zone 3 Bar Size 6 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,500.0 psi LL&ST Loads Combine Fy 60 000.0 psi Load Duration Factor 1.330 Column Dimension 20.00 in Allowable Soil Bearing 1,500.00 psf Reinforcing Rebar Requirement Actual Rebar 'd' depth used 14.375 in As to USE per foot of Width 0.412 int 200/Fy 0.0033 Total As Req'd 4.322 int As Req'd by Analysis 0.0018 int Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0024 % Summary Footing OK 10 50ft square x 18 Oin thick with 10-#6 bars Max.Static Soil Pressure 1405.71 psf Vu Actual One-Way 37 33 psi Allow Static Soil Pressure 1,500.00 psf Vn*Phi Allow One-Way 85.00 psi Max.Short Term Soil Pressure 1 405.71 psf Vu Actual Two-Way 103.29 psi Allow Short Term Soil Pressure 1,995.00 psf Vn*Phi Allow Two-Way 170.00 psi Alternate Rebar Selections. Mu Actual 19.51 k-ft 22 #4's 14 #5's 10 #6's Mn Phi Capacity 26.17 k-ft 8 #7's 6 #8's 5 #9's 4 #10's Edward Jonson and Associates, P.S. Title Job# Consulting Structural Engineers Dsgnr• Date- 8:48AM, 8 AUG 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us KW.0603628,Ve 5.1.3,22 Ju 1999,Wi 32 Page 1 (c)198399 ENERCALC Square Footing Design c:\ec\iefferson.ecw7Calcu1afions Description Footing 10 Jefferson Elementary General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements i Dead Load 12.300Rk Footing Dimension 4 000 ft Live Load 6.200 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,5000 psi LL&ST Loads Combine Fy 60,000 0 psi Load Duration Factor 1.330 Column Dimension 10.00 in Allowable Soil Bearing 1,500 00 psf Reinforcing Rebar Requirement Actual Rebar 'd' depth used 8 438 in As to USE per foot of Width 0 142 in2 200/Fy 0.0033 Total As Req'd 0 567 in2 As Req'd by Analysis 0 0006 in2 Min Allow%Reinf 00014 Min. Reinf%to Req'd 0.0014 % Summary Footing OK 4 OOft square x 12.Oin thick with 3-#5 bars Max.Static Soil Pressure 1,301.25 psf Vu Actual One-Way 16.85 psi Allow Static Soil Pressure 1,500.00 psf Vn*Phi Allow One-Way 85 00 psi Max.Short Term Soil Pressure 1,301.25 psf Vu Actual Two-Way 42.48 psi Allow Short Term Soil Pressure 1,995.00 psf Vn*Phi Allow Two-Way 170 00 psi Alternate Rebar Selections. Mu Actual 2.43 k-ft 3 #4's 2 #5's 2 #6's Mn Phi Capacity 8.54 k-ft 1 #7's 1 #8's 1 #9's 1 #10's Edward Jonson and Associates, P.S. Title Job# Z Consulting Structural Engineers Dsgnr• Date- 9.00AM, 8 AUG 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 Re 510300 Us KW-0603628,Ve 5.1.3,22-Ju 1999.Win32 Square Footing Design Page 1 (c)198399 ENERCALC _ _ _ c:\ec\'efferson.ecw:Calculations Description Footing 11 Jefferson Elementary General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 11.800 k Footing Dimension 3.750 ft Live Load 5.700 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,500.0 psi LL&ST Loads Combine Fy 60,000 0 psi Load Duration Factor 1.330 Column Dimension 8.00 in Allowable Soil Bearing 1 500.00 psf Reinforcing Rebar Requirement Actual Rebar 'd' depth used 8.438 in As to USE per foot of Width 0 142 int 200/Fy 0.0033 Total As Req'd 0,532 int As Req'd by Analysis 0 0006 int Min Allow%Reinf 0.0014 Min. Reinf%to Req'd 0.0014 % Summary Footing OK 3 75ft square x 12.Oin thick with 2-#5 bars Max.Static Soil Pressure 1 38944 psf Vu Actual One-Way 17 12 psi Allow Static Soil Pressure 1 500.00 psf Vn*Phi Allow One-Way 85.00 psi Max.Short Term Soil Pressure 1,389 44 psf Vu Actual Two-Way 45 40 psi Allow Short Term Soil Pressure 1 995.00 psf Vn*Phi Allow Two-Way 170:00 psi Alternate Rebar Selections. Mu Actual 2.46 k-ft 3 #4's 2 #5's 2 #6's Mn Phi Capacity 6.13 k-ft 1 #7's 1 #8's 1 #9's 1 #10's Edward Jonson and Associates, P.S. Title Job# Consulting Structural Engineers Dsgnr• Date: 10,46AM, 8 AUG 01 5990 Battle Point Drive Description Bainbridge Is. WA 98110 Scope (206)780-0524 Fax(206)780-5587 US510300 KW0603628,Ve 5.1.3,22-Ju 1999,Win32 Square Footing Design Page 1 (c)1983.99 ENERCALC 'efferson.ecw:Calculations Description Footing 12, Jefferson Elementary j General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 19.300 k Footing Dimension 4.500 ft Live Load 8.100 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,500.0 psi LL&ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.330 Column Dimension 8.00 in Allowable Soil Bearing 1,500 00 psf Reinforcing Rebar Requirement Actual Rebar 'd' depth used 8.438 in As to USE per foot of Width 0 145 int 200/Fy 00033 Total As Req'd 0 652 int As Req'd by Analysis 0.0011 in2 Min Allow%Reinf 00014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 4 50ft square x 12 Oin thick with 3-#5 bars Max.Static Soil Pressure 1 498.09 psf Vu Actual One-Way 26.58 psi Allow Static Soil Pressure 1 500 00 psf Vn*Phi Allow One-Way 85.00 psi Max.Short Term Soil Pressure 1 498.09 psf Vu Actual Two-Way 73.44 psi Allow Short Term Soil Pressure 1 995 00 psf Vn*Phi Allow Two-Way 170.00 psi Alternate Rebar Selections. Mu Actual 4 07 k-ft 4 #4's 3 #5's 2 #6's Mn Phi Capacity 7.62 k-ft 2 #7's 1 #8's 1 #9's 1 #10's 5/2 iQ 1*7 Oeee 9- NOKTI-� )10.t 13' EDWARD JONSON AND ASSOCIATES, PS Sc{ oc. Z Consulting StructuralU� EFN Engineers JOB � SPSHEET 5990 Northeast Battle Point Drive SUBJECT M�Y�Jf' 1' Mt Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. OPD//D( BY- T -�7-^q-67Z/of- MRr/r/cam/ WOO C 2. -7 IVty /7. S fOy !� XTf'} a S¢D �ht z 70/.. X . A,3c, -r /2, Sq'67A 07 sx,�5'-' � 42 ZS 7p�IG � w�4XS-2 c�37Z�F',e'C N � 3 � a _ 0 SL L5re- /' I`1 x �S t 2-S 2 2 2 ,490 ; ly Z X -11.25K 13 767K -11.25K 4 e 3 34 -69 4-9- 43 -69 I I Loads. LC 1 LATERAL + DL 176 Solution. LC 1 LATERAL + DL Reaction units are K and K-ft ATR Engineering, Inc. Jefferson Elementary School interior Frame for lateral August 16 2001 Art Rack 4:25 PM M 4-- Company ATR Engineering, Inc. August 16 2001 Designer Art Rack 4 31 PIA Job Number Jefferson Elementary School Interior Frame for lateral Checked By- Steel Design NDS Parameters Member Section Length Lb out Lb in L-comp Cb Label Set le out le in le-bend K out K in CH Cm out I (Ft) (Ft) (Ft) (Ft) M1 VERT 12 12 12 12 Y ----------- M3 HORIZ 12.5 12.5 12.5 12.5 2 651 Materials(General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress (Ksi) (Ksi) Ratio (per 10^5 (KjftA 3) (Ksi) STL 29000 11154 3 65 49 36 Global Steel Code _AISC 9th Edition ASD All fi 916, Include Shear Deformation Yes U :�b-$0 0ons offiWO-1 Redesign Sections Yes [K Joint Displacements, LC 1 LATERAL + DL Joint Label X Translation Y Translation Rotation In In (radians) N1 0000 0000 0000 N _7 N3 0.248 -0002 0 Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor, 1 LATERAL+DL 1 1 1 2 1 ----------- Member Data Section End Releases End Offsets Inactive Member Member Label I Joint J Joint Rotate Set I-End J-End 1-End J-End Code Length (dearees) AVM AVM In in (Ft) M1 N1 N3 VERT 12 12T M3 N3 N4 I HORIZ 12.5 Member AISC ASD 9th Code Checks, LC I LATERAL +DL Member Label PW;Ch Loc Shear Chk Loc Fa Ft Fb ASD Eqn. (Ft) (Ft) (Ksi) (Ksi) (Ksi) M1 0483 1 NO 1 0 163 1 0 j 6.729 1 216 1 216 1 111-2 0. -2- ...... M3 7:717 f 0..225 �0 0-051 0 3.145 216 17 482 H 1-2 RISA-2D Versiolk1�[ RISA\ATRJOBSkJ-frame.r2d] Page 2 (FIs Company ATR Engineering, Inc. August 16 2001 Designer Art Rack 4 35 PM Job Number Jefferson Elementary School interior Frame for lateral Checked By--A-T(?-- Steel Design NDS Parameters Member Section Length Lb out Lb in L_wmp Cb Sway Label Set le out le in le-bend K out K in CH Cm B (Ft) (Ft) (Ft) (Ft) M1 VERT 12 12 12 12 2 7' 65 _M2::` 12-_ ...... - VERT:::.:` 3 M3 HORIZ 12.5 1 12.5 1 12.5 12.5 2 65 Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef Weight Density Yield Stress (Ksi) (Ksi) Ratio (per 10^5 F) (K/ftA 3) (Ksi) STL 29000 11154 3 65 49 36 Global Steel Code AISC 9th Edition ASD 17 Include Shear Deformation Yes Redesign Sections Yes Joint Displacements, LCI LATERAL +DL Joint Label X Translation Y Translation Rotation In On) (radians) N1 0000 0000 0000 N3 0.248 -0002 0 ,4 Load Combinations Num ---Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 LATERAL+DL 1 1 1 2 1 7' 77 -777,77, 777. 7-7-1.7-.7 ---------- A 29,77 Member Data Section End Releases End Offsets Inactive Member Member Label I Joint J Joint Rotate set I-End J-End I-End J-End Code Length (degrees) AVM AVM In In (Ft) M1 N1 N3 VERT 12 777 M3 N3 N4 HORIZ 12.5 Member AISC ASD 9th Code Checks, LC I LATERAL +DL Member Label C C Loc Shear Chk Loc Fa Ft Fb ASD Eqn. (Ft) (Ft) (Ksi) (Ksi) Ksi Nil 0483 0 .0.163 0 6.729 216 216 M �2 62 7 M3 1 0.263 V 0 1 0051 1 0 3.145 1 216 1 RISA-21)Versi6n,5�le [C-\R1SA\ATRJ0BS\J-frame.r2d] Page 3 f b Company ATR Engineering, Inc. August 16 2001 Designer Art Rack 4 38 PM Job Number Jefferson Elementary School interior Frame for lateral Checked By:z�nR Steel Design/NDS Parameters Member Section Length Lb out Lb in Lcomp Cb Sway Label Set le out le in le_bend K �KiH CmB Oin Ft Ft t Ft M1 VERT 12 12 12 12 2 2 M2,.. _..,.: VERT,:.: .'-- t: -:71-2- :7`. ,. :12 M3 HORIZ 12.5 12.5 12.5 12.5 2 2 Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef Weight Density Yield Stress Ksi) (Ksj) Ratio r 10"5 (K/ft-3) Ksf STL 29000 11154 3 65 49 36 Global Steel Code AISC 9th Edition ASD Aft owatte Suess::lricrease;Fabtor:ASIF Include Shear Deformation Yes Ni7of_Sectionsfor='Member Gales_: .. 5:.... Redesign SectionsYes P06 ►nal°'sis:Tolerance -,,_. 6 5Q°r ..:.:.. _. . . Joint Displacements, LC 1 LATERAL +DL Joint Label X Translation Y Translation Rotation In In radians N1 0 000 0 000 0 000 N3 0.248 -0002 0 Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 LATERAL+DL 1 1 1 2 1 . .�: - ==D, -+CL-:AX .`': NLY - - - ---- - -�-_:.. � �-• -- _:.1- _-- _`3=: '1_-"-.�: __:, _ _ _ to Member Data Section End Releases End Offsets Inactive Member Member Label I Joint J Joint Rotate Set I-End J-End I-End J-End Code Length Id rees AVM AVM In In Ft M1 N1 N3 VERT12 - ERT.'..- -_1_____..-- M3 N3 N4 HORIZ 12.5 Member A/SC ASD 9th Code Checks, LC 1 LATERAL +DL Member LabelCh Loc Shear Chk Loc Fa Ft Fb ASD Eqn. Ft t) (Ksi) (Ksi Ksi mi Ot 483 0 0 163 0 6.729 216 216 Y.• .... M2;'_ ;.: ..:_052 : :_ 0::: -Z-1-62 M3 0.263 0 0.051 0 3.145 216 216 H1-1 RISA-217)Version 5 1e [C-\RISANATRJOBS\J-frame r2d] Page 4 .Y I Z X -30K i -30K I 4 W 1 i i i 30 J2 Loads LC 2 DL+LL AXIAL ONLY 30 Solution. LC 2 DL+LL AXIAL ONLY Reaction units are K and K-ft ATR Engineering, Inc. Jefferson Elementary School interior Frame for lateral August 16 2001 Art Rack 441 PM r-1,F5 Company ATR Engineering, Inc. August 16 2001 Designer Art Rack 441 PM Job Number Jefferson Elementary School interior Frame for lateral Checked By—Pk7f— Steel Desi_qn NDS Parameters Member Section Length Lb out Lb in L_wmp Cb Sway Label Set le out le in le—bend K out Kin CH Cm B out in (Ft) (Ft) (Ft) (Ft) M1 VERT 12 12 12 12 2 2 y ------------- J- M3 HORIZ 12.5 12.5 12.5 12.5 2 2 y Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef Weight Density Yield Stress (Ksi) (Ksi) Ratio (per 10"5 F), (K/ftA 3) (Ksi) STL 29000 11154 3 65 49 36 Global Steel Code AISC 9th Edition ASD Include Shear Deformation Yes NE", Redesign Sections Yes ifA-M _-09*1s" Joint Displacements, LC 2 DL+LL AXIAL ONLY Joint Label X Translation Y Translation Rotation In In (radians) N1 0000 0000 0000 _77,71. _7-7.-0-1-000-- N3 0.000 -0013 0000 7 Load Combinations Num_F Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 LATERAL+ DL 1 1 1 2 1 'M ------- • Member Data Section End Releases End Offsets Inactive Member Member Label I Joint J Joint Rotate Set I-End J-End I-End J-End Code Length I N3 rees AVM AVM (in) (in) (Ft M1 VERT 12 )_ -.-----. 71 M w 7 T": M3 N3 N4 HOR17 12.5 Member RISC ASD 9th Code Checks, LC 2 DL+LL AXIAL ONLY Member Label Code Chk Loc Shear Chk Loc Fa Ft Fb ASD Eqn. (Ft) (Ft) (Ksi) (Ksi) (Ksi) M1 0.378 1 0 0 0 6729 1 216 216 AT n- -6.7-2 M3 0 0 0 0 3.145 216 216 1-11-1 RISA-21)Version 5.1e [C\R1SA\ATRJ0BS\J-frame.r2d] Page 5 EDWARD iONSON AND ASSOCIATES, PS �1/� R Consulting Structural Engineers JOB��l EWAt3 �y SHEET` 1 ' 1 5990 Northeast Battle Point Drive SUBJECT- - r R Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. 1/� BY- A-11�Li w/2X 9'D r Zs G//LO &4—<25- 2 411 4—<25241' vj�2x¢o Q3,� Ido I 2� 7 177/.,1 64:556 Pe4ter All 2 x Qv 6�,eRce Eco s m6m -t X2r= ,7 -� c -� 2�I ks l ' Il Age-A, 7 84D k� Cg s - - �S x8 r 2<2 �, _ Sri, �4ro z o�.7s 9S' -7 -S P�� Gf/6C.� 10CAM- TAC EI-%Y'aRD JONSON AND ASSOCIATES, PS �/{� w c (mrisulting Structural Engineers JOB �T�-r �-u� SHEET+"I 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY Esc= 1,q3o,7 )gocTs //, 7 �2 tom'-�It-art V��3t_y�`S 3� (2 2�f*'+/flip �(•0 3d�� 117.1 psi D � �P C3 U x( 31 � . �-f4c cccn�� Vz c"q Ic- �4 � 4-,f-8 f ZxI2. = S�;, iht M_ 43 4 k— 4zr --� r��. Coq .9 . 11 A k ;r4 ( 4. PS 'Vi" ? Z•+ t74 cl Sw z 2.100 cQ 2 -�_ .-m. z 5.4 x12 z 2, (7 k N 3 b sus 2540 Z - iµZ z Z 174. ATR ENGINEERING INC VASHON WA(206)463-573507/30/200102:07 PM I FILE. BASEPL STEEL BASE PLATE WITH MOMENT FOR e> D/6 Jefferson Elementary School JOB Port Angeles,WA. BY ATR, P.E. DATE. TIME. BASE PLATE MARK. I TYPICAL AT LATERAL FRAME INPUT VALUES COMPUTED VALUES P 16.10 kips Ec 3122018.58 psi M 43.40 kip-ft n 9.29 B 9.00 inches a 32.35 in D 14.00 inches K1 76.04 f 7.50 inches cl col to K2 218.04 Es 29000000.00 psi G bolt K3 -3488.60 fc 3000.00 psi #of A.B 2 HECK a>D/6 As/bolt 0 4418 sq in 1 3/4"DIA. D/6= 2.33 in TOTAL As 0.88 sq in SPREAD SHEET APPLICATION OK TRIAL AND ERROR SELECT"Y"CLOSEST TO ZERO "Y" Y"3+K1Y"2+K2Y+K3=0 (EFFECTIVE BEARING LENGTH) 5.3000 48.07 5.3100 -36.97 LET"Y"= 5.340 inches 5.3200 -25.86 5.3300 -1473 TENSILE LOAD ON BOLTS. 5.3400 -3.58 Pt= 34.336 kips 5.3500 7.58 per bolt= 17 168 kips 5.3600 18.77 5.3700 29.97 BEARING PRESSURE ON SUPPORT 5.3800 4119 fp= 2098.890 psi 5.3900 52.43 Fp= 1350.000 psi I AT 45 X fc 54000 63.69 allowable 54100 74.97 Fp= 2100 psi IAT 7 X fc 54200 86.26 5.4300 97.58 5.4400 108.91 Z ' `- 4 (O-.-) 1-7 1(,-e A-3-1 5 I `r 4 x I, 3 oI-n &v2A ATR ENGINEERING INC VASHON WA(206)463-573507/30/200102:10 PM FILE. BASEPL STEEL BASE PLATE WITH MOMENT FOR e > D/6 JOB Jefferson Elementary School Port Angeles,WA. BY ATR, P.E. DATE. TIME. BASE PLATE MARK. I TYPICAL AT LATERAL FRAME INPUT VALUES COMPUTED VALUES P 16.10 kips EE 3122018.58 psi M 43 40 kip-ft n 9.29 B 9.00 inches a 32.35 in D 14.00 inches K1 76.04 f 7.50 inches cl col to K2 296.75 Es 29000000 00 psi cl bolt K3 -4748.07 fc 3000.00 psi #of A.B. 2 CHECK a>D/6 As/bolt 0.6013 sq in 7/8"DIA. D/6= 2.33 in TOTAL As 1.20 sq in SPREAD SHEET APPLICATION OK TRIAL AND ERROR SELECT"Y"CLOSEST TO ZERO "Y" Y"3+K1Y"2+K2Y+K3=0 (EFFECTIVE BEARING LENGTH) 6.0000 -13.98 6.0100 -0.80 LET"Y"= 6.010 inches 6.0200 12.40 6.0300 25.62 TENSILE LOAD ON BOLTS 6.0400 38.86 Pt= 35.238 kips 6.0500 5212 per bolt= 17.619 kips 6.0600 65.40 6.0700 78.69 BEARING PRESSURE ON SUPPORT 6.0800 92.01 fp= 1898.232 psi 6.0900 105.34 Fp= 1350.000 psi AT 45 X fc 6.1000 118.69 allowable 6.1100 132.06 Fp= 2100 psi AT 7 X fc 6.1200 145.45 61300 158.86 6.1400 172.29 �T� 0-7 0 13 3/7,, f Z x 3 3 ( S f - ATR ENGINEERING INC VASHON WA(206)463-573507/30/200102:05 PM FILI~. BASEPL STEEL BASE PLATE WITH MOMENT FOR e > D/6 Jefferson Elementary School JOB Port Angeles, WA. BY ATR, P.E. DATE. TIME. BASE PLATE MARK. TYPICAL AT LATERAL FRAME INPUT VALUES COMPUTED VALUES P 16.10 kips Ec 3122018.58 psi - M 43.40 kip-ft n 9.29 B 9.00 inches a 32.35 in D 14.00 inches K1 76.04 f 7.50 inches cl col to K2 327.06 Es 29000000 00 psi cl bolt K3 -5232.90 Pc 3000.00 psi #of A.B 3 CHECK a>D/6 As/bolt 0.4418 sq in 3/4"DIA. D/6= 2.33 in TOTAL As 1.33 sq in SPREAD SHEET APPLICATION OK TRIAL AND ERROR SELECT"Y"CLOSEST TO ZERO "Y" Y"3+K1Y"2+K2Y+K3=0 (EFFECTIVE BEARING LENGTH) 6.2000 -43.71 6.2100 -29.85 LET"Y"= 6.230 inches 6.2200 -15.97 6.2300 -2.07 TENSILE LOAD ON BOLTS. 6.2400 11.85 Pt= 35.541 kips 6.2500 2579 per bolt= 11.847 kips 6.2600 3974 6.270 53.72 BEARING PRESSURE ON SUPPORT 6.2800 6772 fp= 1842.009 psi 6.2900 8173 Fp= 1350.000 psi AT 45 X fc 6.3000 9576 allowable 6.3100 109.82 Fp= 2100 psi AT 7 X fc 6.3200 123.89 6.3300 137.98 6.3400 152.09 3 �T 6) II N-7 �-/130LT 30-7 i f\ V4 7SHEAR PLATE 1/2 THICK (4) BOLTS 21/2 3/4 DIA. MAX CP-UT A3 5-F CP UT STIFFNER PLATE 1/2' THICK W24 BM W24 BM AT MOMEKIT FRAME 1/4 CP-UT z o V4 U _N SHEAR PLATE 1/2 THICK Tv C /lrrc!�tlZ /Svc 5/16 Ef�'/ Ps�irrN r— ANCHOR BOLTS BASEPLATE 1-1/4 THICK (3) 3/4 DIA OL A307 GRADE g !t � � o 0 1-1/2' TYPICAL 1.-6 FROM EDGE FD-WARD JONSON AND ASSOCIATLS, P S �1l� C ConsUlting StrUCtUral Engineers JOB `E��N SHEET•' 1� —S 5990 Northeast Battle Point Drive SUBJECT 1 I �Nam fr Bainbridge Island,WA 98110-33407 �7 /fir/�� (206)780-0524 Fax(206)780-5587 DATE. 01-21 0/ BY 7 K CLt1 ams ` SN C�2G.•,t (3.) Soc.( PA"wN A307 c--tieA,13& _ (1z S PA ct�q 'rw .l EOLT5 Z -3.-75K JJ4 JA s� r", L 34R S� Secrtoo-3 ct �u 9• Ui wl 64 3 S ) _ .?S C4 3 z) 3 2cot` 1 � (z Z ct " w,,; nt. l�1 co r 7S 75 ` r a. 7 M V I(I n6�7E 612-1/6 �c fbel�-c c� y Q N — lN � l � j l 1 i 3�7Srr / i z 4 C Z o -G s ��' 4'c = o� � STL�L CCS�� 3c. AT10,534-I'N2' 3/4 p Imo_ !.32 f' i2 I��Z n , 334- 2 S��eL T = (3) X 32. 4 ks/ X1, 33¢ JONSON AND ASSOCIATES, P S �I� onsulnng StrUC[Ural Fnginccrs JOB �C L� �7 SHEE 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 / (206)780.0524 Fax(206)780-5587 DATE. 2 l BY- SC7 110 2244c�> t 4 - 3 04- k --Tr I A SsctrY1e_ S6)(L (mapler kX7 Mot rz/X I. 3 3 z 26,&0 a� s� 07/31/2001 0944 AM ATR ENGINEERING INC. VASHON,WA(206)463-573507/31/200109.44 AM m:rl 1 A I FILE.FT T 2 SPREAD FPQTING M OVERTURNING MOMENT 3 REF JOSEPH E. BOWLES Foundation al sis and Desi 4 JOB JEFFERSON ELEMENTARY 5 SCHOOL/AT MOMENT FRAME 6 7 s Loading Crteria and 9 Load Case footin size SOIL PRESSURES 10 Pdl+Me 22.440 kips 11 43 400 kip-ft —EQUATION I . I 7or e<Lx/6 12 13 L=L 6.000 ft P/A+M/S = NA ksf 14 B=L 6.000 ft P/A WS= NA ksf 15 Ftg tk. 1.333 ft 16 17 Footing properties. EQUATION 2 . For e>Lx/6 18 Area 36 0 sq ft g=2V/3B L/2-e 19 Sx= 36.0 ft^3 20 Ftg wt. 7.2 kis max 2.339 ksf 21 22.44 kips 22 e= 1934 ft 23 Lx/6= 100 ft 24 �It wti�. EDWARD IONSON AND ASSOCIATES, PS �ZC C (insulting Structural Engineers JOB. ��5�/ SHEET 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 Q .�� (206)780-0524 Fax(206)780-5587 DATE, 9' /& 2 By. n4, /y,. Our ,PZ�9N1� , ©1V epi 7�,g/7-19 /17 -S .�� y I I ��h 2 p = 7So ,f 2 i S ( I S o+ l-L '7 S x 2-S i e 7 So 12 � Qs y I -11 25K z x 275K 2 t• 'rte 3 .1 - 3 i i Loads LC 1, LATERAL + DL Solution LC 1, LATERAL + DL Reaction units are K and K-ft 112 ATR Engineering, Inc. Jefferson Elementary School out of plane lateral at moment August 16 2001 Art Rack -=P017-Y 3:50 PM JJ Company ATR Engineering, Inc. August 16 2001 Oesigner Art Rack 4 45 PM ,4,� Q 2r7 Job Number Jefferson Elementary School out of plane lateral at moment Checked By' 2— SteelDesiqn/NDS Parameters Member Section Length Lb out Lb in L_comp. Cb Sway Label Set le out le in le—bend K out K in CH Cm B out in Ft Ft Ft Ft M1 VERT 12 12 j 12 1 12 2 2 Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef Weight Density Yield Stress Ksi Ksi Ratio (per 10^5 F) (Ktft^3Ksi STL 29000 11154 _F 3-7 65 49 36 Global Steel Code AISC 9th Edition ASD Allowable Stress_(rtcrease: actor=ASfiF>: . '1:333. .. Include Shear Deformation Yes No.,,:ofi;SeCtiiSns:foc"Mem#�r`Galcs_ 5 _ ..- , Redesign Sections Yes P-Delta::Ana[=sis`Cglecance : 0-5Q%. .. Joint Displacements, LC 1 . LATERAL +DL Joint Label X Translation Y Translation Rotation In In radians N1 0.000 0 000 0 000 15..:. Member Data Section End Releases End Offsets Inactive Member Member Label I Joint J Joint Rotate Set I-End J-End I-End J-End Code Length (degrees) AVM AVM fn In Ft M1 N1 N2 90 VERT I i I I12 Member AISC ASD 9th Code Checks, LC 1 LATERAL +DL Member Label Code Chk Loc Shear Chk Loc Fa Ft Fb ASD Eqn. Ft Ft) (Ksi) (Ksi Ksi M 1 0.274 0 0.003 0 6.729 21 6 27 H 1-1 RISA-2D Version 5.1e [C\RISAVWTRJOBS\J-postyy.r2d] Page 1 Y I-IIWARD f ONSON AND ASSOCIATES, P S / ConsultingStructural Engineers JOB"A'f�eR 'Go / SHEETTIF23 5990 Northeast Battle Point Drive SUBJECT Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE: 2� BY,� �14 e 1r, Wim,~ xls �{= �3e btNy (N 121��0 �= 2?54Jr�c � It I ' I } C-- HQck WeLD I� z 21,33 3 3 W EiL.b -5�cp w�Lbd D"/N V-z ass cuz 2-75 A=1 -72- i�s� rov < 4 4 ATR Engineering Inc. Vashon WA 07/31/2001 11:32 AM (206)463-5731 S A A B C D E F G H I J K L M N 0 P 0 R 1 SPREADSHEET FOR LATERAL DISTRIBUTION OF FORCES 2 3 JOB: JEFFERSON ELEMENTARY SCHOOL/PORT ANGELES WA 4 5 OPTION: 3 5/8"dia 6 BY, ATR J-bolt 7 FILE.J-V-NS3 dbl eole napetf�e values 9 NS SHEAR FIRST STORY WALLS at Wind Forts plate for 11 ft plate Indgetes no 10 North portion of old plus new/entrance Govems 1170 9/bog height RESISTING MOMENT 8rft t8ne10n core 11 STORY FORCE TO AVERAGE .33 increase OVERTURNING Mr from Unit Root Mr from Header Mr from HOLDDOWN 12 wall :Trlb length RIBUTAR Percent to each TOP OF PLATE SHEAR 556 design Wall MOMENT LB FT DL wall only Dead Load root Reactlona Headers TENSION 13 MARKS LB t h itfelt to WIDTH ft waallba on L 345 (ft) PLF a ac R. MARKS.Length It: 11 ft 10 psi pt, Ib-ft Itr-ft LBS 14 so-LINE 24.00 aii=LIN . 15 Wi-25 25.00 12.00, 1.00 4140 , 166 6 :ae-261:,. 25: . 45540 34375 180 56250 0 0 1803 16 bb-UNE . ; 37.67. bb4JN . .... 17 bb 6 &00'. 30.84 1 0.50 5319 887 2 58509 1980 180 3240 0 0 8662 18 bG8 ;6.00; 30.84 0.50 5319 887 2 bb-6.::....:6:.,..,:. 58509 1980 180 3240 0 0 8882 19 cc4JNE 12.00 20 db4. ..:6.00. 24.84 0.30 2570 428 4 ;C": ...`6.;. 28275 1980 0 0 0 0 4382 21 cd-14., ,'14.00'_ 24.84 0.70 5998 428 4 C1}�14:!., 14; ,.,: 65974 10780 0 0 0 0 3942 22 dd�UNE : .... .: 37.67 dd•t IN ... :.... 23 dG6... ..'6.00 24.84 0.30 2570 428 4 �!Q 6:;:,...;6'...: 28275 1980 0 0 0 0 4382 24 Qd=1:4:, '14.00.: 24.84 0.70 5998 428 4 Od=I+L" ..:14...: 65974 10780 0 0 0 0 3942 25 ae�LINE :.......: 24.00 e41N :..... . . '. ........... .......... 26 ee-W.5 33.50: 30.84 1.00 10638 01 318 5 *bM: .:33:5:..' 117018 1 61724 180 101003 0 0 1364 27 ff 41NE. .. ... 24.00 28ff 25 .25.00: 12.00 1.00 4140 166 1 6 1R=25. ...25:. . 45540 34375 180 56250 1 0 0 1803 29 TOTAL 135.50 159.34 Y � ATR Engineering Inc. Vashoa WA 07127/200103:41 PM (206)46157is 2 W 1 A A B C D E F G H I J K L M N O P O 1 rj:7EFHEET FOR LATERAL DISTRIBUTION OF FORCES 2 3 FERSON ELEMENTARY/SCHOOL/PORT ANGELES WA 4 518"dia 5 OPTION: 2 6 BY• ATR f db le � 7 FILE:J-V-EW®5 plate lokliclam 8 E-W SHEAR FIRST STORY Wind Foroe for 11 ft plate no tension 90 WALLS ALONG GRID 5 AT C?ovema 1170 21 bop RESISTING MOMENT Ib ft - NORTH ELEVFATION 11 TORY FORCE T AVERAGE .33 inaease OVERTURNING Mr from Unit Roof M14r from Header Mr from HOLODOWN 12 WAR. .Tfib Length RIBUT�ft Perowd to each TOP OF PLATE SHEAR 556 �� Wall. MOMENT LB-FT DL well only Dead Load from Reedlare Header TENSION 13 MARKS:.Length leg fo WIDTwall based on L 356 PLF PLF a ft. :. h It 11 ft 10 Ib4t ft LOS 14 5-LINE'::. . ..... 24.50 511NE`: 15 five-9/67.. 9.67 12.25 0.20N4: 90 6 fila-W 9-67 9529 5143 0 0 0 0 /454 16 ftve=9.67 ..:9.67: 12.25 0.2090 6 five-9-671.9:67 1 9529 5143 0 0 0 0 464 17 fives.° 5.00 12.25 0.1090 6 five$. ..:5.. 4927 1375 0 0 O 0 710 18 five 6. :..5.flD .12.25 0.1090 6 fwe 5. .. 5 4927 1375 0 0 0 0 710 t9 five-9,67 .:9.67 12.25 0.20 866 90 6 N0467 :9.67 .: 9529 5143 0 0 0 0 454 -- 20 live'-9:67 . 9.6Z 12.25 0.20 866 90 6 1M-9:BZ. :9:57. 9529 5143 0 O 0 0 454 21 22 ....... . ....... ....: 23 - 24 25 26 n : ... ..... . . .. 2s _ .. 29 30 31 TOTAL- 48.66 24.5 m w ATR Engineering Inc. Vashon WA 07/312001 01:48 PM tom)493"5735 �w A A B C D E F G H I J K L M N O P O R 1 SPREADSHEET FOR LATERAL DISTRIBUTION OF FORCES 2 3 JOB: JEFFERSON ELEMENTARY SCHOOL!PORT ANGELES WA 4 5 OPTION: 3 5!8"dla 6 BY, ATR J,-bolt th'° 7 FILE.EW-CORD plate sae 8 EW SHEAR FIRST STORY WALLS Wind Force pMte for 11 R plate Ind�Mea no 9 ALONG NORTH CORRIDOR WALLS Govem° O height RESISTING MOMENT Ib R tension 10 1170 0!boR 11 STORY FORCE TO AVERAGE OVERTURNING Mr from Unit Roof Mr from Header Mr from HOLDOOWN 12 W90 Trib Length IBUTARY Percent to each TOP OF PLATE SHEAR 558 design WAII MOMENT LB•FT OL wall only Dead Load root Reactions Headers TENSION 13 .'MARKS. '.R left to WIDTH ft wall based on L 270 �� PLF s d t R.MAR :.L h 11 ft 10 D� If Ibft Ib4t LBS 14 24.00 ......... .. ... .. 15 core•1.0 10.00 24.00 0.19 1200 120 6 6oki.lU,. 16'. 13200 5500 210 10500 0 0 260 ....... ..... 16 cCre 8 8.00 24.00 0.15 960 120 6 CCtt 6''.. :8:...,; 10560 3520 390 12480 0 0 -060 17 coYe•10:::10,D0, 24.00 0.19 1200 120 6 4 o6*1 .. 19:.. . 13200 5500 360 18000 0 0 1030 16 core-26,'26.00: 24.00 0.48 3120 120 6 60*26... :26... 34320 37180 380 121880 0 0 4790 19 TOTAL- 54.00 r V1 G FD\X/ARD JONSON AND ASSOCIATES, PS Consulting Structural Engineers JOB SHEE1Cw 5990 Northeast Battle Point Drive SUBJECT�� Bainbridge Island,WA 98110-33407 (206)780-0524 Fax(206)780-5587 DATE. BY GtJ/�Gt - 2 s /7 7�2//a 13Z ' X I(& /cam g z z GtJ444s 70- 74-G. J7 t IZ 7c7 '0 CAt&' L/ z 5¢, NS ATR Engineedng Inc. Vashon WA 07/2712001 11:48 AM C20M 483/5735 A A B C 0 E F G H I J K L M N O P O R 1 [:=ER EET FOR LATERAL DISTRIBUTION OF FORCES 2 3 SON ELEMENTARY SCHOOL f PORT ANGELES WA' 4 5 OPTION: 3 5V dia 6 BY' ATR J-bolt T FILE:J-V-NS3 dbl sob ^°pAWA 8 NS SHEAR FIRST STORY Wind Force for 11 R Plate values 90 WALLS Ga�ems 1170 0/lbR height RESISTING MOMENT R>`R I tension ro 11 STORY FORCE TO AVERAGE .33 Increase OVERTURNING Mr from DL of Unit Roof Mr from From Header Mr from 12 Will �TOb length IBUTAR Percent to each TOP OF PLATE SHEAR ® -Wal1� .MOMENT LB-FT wall Doty Dead Load roof Reactions headers HOLDDOWN 13 Mt{ "th left to right WIDTH R wap based on L 345 M(R) PLF s R. M R � � R� 11 R 10 � Ib1t 0� ID-R TENS IDs 14 XLI E 29.00 A EINE 15 a-3:67' :. 3.87. 14.50 0.17 860 234 6 83.137 :3.87..' 9463 741 0 0 2377 c� 16 a-7:. : .7.00: 14.50 0.33 1641 234 6 e 7.. ._ T. . . 18050 2695 0 0 2194 17 4;7.. 7.00. 1 14.50 0.33 1641 234 8 a;7.'. 7 ..: 18050 2695 0 0 2194 l C 16 a 3267. : 3.8714.50 0.17 860 234 6 93.67: ,:3.87...: 9463 741 0 0 2377 19 &ZINE`.. 10.75 B L1'NE 330 S 9 t� 20 b-4.25 :_AM 19.88 0.15 1014 239 6 b-425' :4.25. 11150 993 2980 0 0 1889 T' _ 1 21 b•24.5:: .24M. 19.88 0.85 5843 239 6 ti-24:52415: .: 64276 33014 99041 0 0 -2787 22 CrE1NE ..... GL1NE ....0.......: 163 .............. ... ..... 23 :634:. ::34:00: 27.30 19.03 1.00 8564 193 8 ::. 34:.. 72200 83580 94214 0 0 2517 - .... ..... .. ... .. 24 0-UN.E. 17.30 [ l1NE 0.. .. 163 25 Q4.5:. .:4.50'. 22.30 0.23 1731 385 4 d 4.8: . :4:5.. 19041 1114 1650 0 0 3617 26 4;15.5` :9550: 22.30 0.78 5962 385 4 di5:5:'..:d5:5:... 65587 13214 19580 0 0 2116 . .. ...... .... . 27 E=EINE:::.........: 12.90 ALINE .............: 330 28 .:443:- :Ilw 15.10 1 0.80 4180 095 181 8 o-23 f ...:23..... 45764 29 87285 0 0 3070 29 m 5.$:.::.:X80: 15.10 0.20 1049 181 6 e .H ...5:$: 11540 1850 5531 0 0 714 30 f.�t NE`.'.... .. . EINt ....:0:...... 132 0 31 f-24.87 ::24 67! 38.00 2S.45 1.00 8780 356 4 f-24:8 24;67 96583 33473 40168 0 0 930 �c> 32 "NIt 38.00 25.45 1NE 3333:25�::23:25. 19.00 0.71 4862 201 8 23:2 .:23'25 51504 29731 0 0 936 34 3:.` 'sub 19.00 0.29 1873 201 8 3` .:9:3:... 20601 4757 0 0 1704 35 TOTAL 190.11 173.25 r� V 1 In 1A la FR 4 LI U3 4. Z-mom TA I A JI, i i I Ul Ulu Do GOAD 7© 41 � W irC� �3/�51'� Z 2,, 2 S ` 2 �-- _ 03co- / / g 70 e::�Afo Ew -� eek u.,a-c.� ��"��•r� t C � X I L � ` � �' C Z Xs'1 ? �e'� loe'(' S� F 9► p ! i 1! X73 ' 12, :OEM= IP4 140 4b -_ z='s i ol,fK: ZT 04— (06C - --------- 41-11� r IVY ple> ---------- its J L------------- 4. 00 L A PlI/ d. CY NL --s ( a a- i [UMI I r f y i r2 , r` i f Ccw Z �3 �s� x � G7' �- �Z� � 3 � s p 42 � S s A Remodel and Addition to Jefferson School port Angeles,WA Original Bid Date October 25 2001 ADDENDUM NUMBER TWO ed for the purposeof son of the Contract clarification / or revision to the This addendum is issuDocuments. Bidders shall Drawings and Specifications, and now becomes notify all sub-bidders of receipt of this Addendum. SPECIFICATIONS 00 300 BID FORMS ADD' New Bid Forms NOTE: NEW BID FORMS ARE INCLUDED IN THIS ADDENDUM. BID FORM INCLUDED 1 ADDENDUM#1 IS VOID. 00 400 SUPPLEMENTS TO BID FORMS ADD Supplements to Bid Forms NOTE. NEW SUPPLEMENTS TO BID S RMS ARE INCLUDED IN THIS (INCLUDED N ADDENDUM#1 ARE VOID SUPPLEMENTS TO BID FORM DRAWINGS Sheet,q-_3_-0 � At#4—Partial West Elevation Add 2x2 vertical corner trim at clerestory walls at segment corner breaks. Butt siding to 2x2 trim REFLECTED CEILING PLANS g pNERAL NOTE.hard framing. Only acoustic ceiling areas will be At areas of dropped j suspended system. INTERIOR ELEVATIONS GENERAL NOTE. i s at Relites are to be trimmed with wood wath t ewexception of window#W7 which is in thew clerestory exterior walls are not wood trimm at corridor#127 The#W7 windows are to have wood trim matching relites and doors. SHEET_A6-0 AT#12, ACCESSORY TYPES&MOUNTING HEIGHTS SCHEDULE. Change item 6 to read toilet tissue dispenser SHEET A 5-1 AT#1, TYPICAL BOYS AND GIRLS RESTROOM Delete item F from boys toilet stall AT#3, MEN'S TOILET ROOM. Delete item F October 19 2001 Addendum Number Two Page 1 Jefferson School 00 300 BID FORMS Port Angeles School District 121 Remodel and Addition to Jefferson School 218 East 12`s Street,Port Angeles,WA OCTOBER 25,2001 3:00 PM SUBMITTAL Port Angeles School District 121 216 East 4h Street Port Angeles,WA 98362 Having carefully examined the Project Manual and the Drawings,as well as the premises and conditions affecting the work,the Undersigned states he has the means to complete the work and proposes to furnish all labor and materials and to perform all work required by and in strict accordance with the above-named documents for the following sums: 1 Base Bid. a. For the Base Bid as defined in the Project Manual,the following sum of: Dollars 2. Alternate No.1. a. The Undersigned propose to perform the substitution of metal fascia and soffit as detailed on the drawings and in the Project Manual,with the following addition/deduction to the Base Bid. Add/Deduct Dollars 3 Alternate No.2. a. The Undersigned propose to perform the deletion of one(1)layer of 5/8' gypsum wall board at Corridors 109 126, 127 and 209 along with Commons 101 and 201,with the following deduction to the Base Bid. Deduct Dollars 4 Sales Tax: a. Norte of the above bid prices shall include State Sales Tax. 5 Time of Completion. a. The Undersigned agrees,if awarded the Contract,to substantially complete the work by October 4,2002. b. The work of the Contract shall commence on the issue date of Owner's written Notice to Proceed. The work shall be Substantially Complete by October 4 2002,and Final Completion shall be no later than October 18,2002. Addendum Number Two October 19 2001 Jefferson School Page 2 6 Contract&Bond. a. If the Undersigned is notified of the acceptance of this bid within 30 days after the time set for opening bids,he agrees to execute a contract for the above sums, and to furnish performance,payment and maintenance bonds as required by the Project Manual. 7 Bid Guarantee: a. The Undersigned further agrees that the check or bid bond accompanying this bid shall be left in escrow with the Owner,that its amount of penal sum is the measure of damages which the Owner will sustain by the failure of the Undersigned to execute said agreement and bonds;and that if the Undersigned fails to deliver the said documents within 7 days after written notice of the award of the contract to him,then the check shall become the property of the Owner or the bid shall remain in full effect. Bid guarantee shall be 5%of Base bid plus Additive Alternates. If this bid is not accepted within 30 days after the time set for opening bids,or if the Undersigned delivers said contract and bonds,then the check shall be returned or the bid bond shall become void. 8. Addenda. a. Receipt of Addenda numbered is hereby acknowledged,and all costs of the work therefore have been included in the Form of Proposal. Bidder- Street Address: City State,Zip: Telephone: By State of Washington Contractor's License No. Contractor's License Expiration Date: Give State of Incorporation. Contractor's U.B.I.No. Affix Corporate Seal. BID DATE October 25, 2001 Addendum Number Two October 1.9 2001 Jefferson School Page 3 00 400 SUPPLEMENTS TO BID FORMS OCTOBER 25,2001 4.00 PM SUBMITTAL(MAY BE SUBMITTED AT 3.00 WITH BID FORM) 00 430 STATEMENT OF PROPOSED SUBCONTRACTORS&MAJOR MATERIAL SUPPLIERS Each bidder must provide a list of subcontractors and major material suppliers as required below The list must be provide with this proposal or within the time requirements as specified in Invitation to Bid. Each Bidder must supply a list identifying every subcontractor and/or major material supplier whose subcontract amount will be more than ten percent(10%)of the contract price and description of the work. Those categories of work which are expected to be more than ten percent(101/o)of the contract price,and for which the Contractor is to do the work itself must be noted. Failure to comply with this requirement shall render the bid void;and the owner shall not accept the bid. Name&Address Description of Work/Material For purposes of the Port Angeles School District's acquisition of State Matching Funds,the following breakdown must be supplied. THE SUM OF THESE FIGURES MUST TOTAL THE BASE BID ON THE BID FORM Modernization cost(5,136 SF) New Construction(33,565 SF) Bidder- Signed By END OF ADDENDUM#2 Addendum Number Two October 19 2001 Jefferson School Page 4 JEFFERSON ELEMENTARY Port Angeles,WA October 18, 2001 ADDENDUM NO 2 Page 1 of 2 Electrical Drawings Electrical Sheets - General 1 Clanfication. Utility connection fees will be paid directly by School District. Sheet E0.1 1 Provide tracing wires in the conduit specified in Flagnotes#I and#2 Sheet E0.2 1 Riser Diagram—Trench from the utility company pole to the pad-mount transformer shall be 24" wide by 47" deep All excavated material shall be placed no closer than(2) feet from the edge of the excavation and any excavation over(4) feet in depth will require shoring per Port Angeles City Light requirements. 2 Riser Diagram—Provide four foot by six foot by four foot deep excavation for the transformer vault per Port Angeles City Light requirements. 3 Riser Diagram—The meter base shall be a 13-terminal, Circle AW#121413 or equal with room for a test switch. The conduit between the switchgear and meter base for C/T wiring shall be 1" per Port Angeles City Light requirements. Sheet E0.5 1 Lighting Fixture Schedule—Delete fixture Type F17 Sheet E2.1 1 Type F16 fixtures shall be mounted to recessed track. Track shall be mounted above entire length of the library check-out counter Sheet E5.1 1 Add connection and disconnect switch for EF-16 at new server room. Connect exhaust fan to circuit P2-2 (along with EF-1, EF-2 and EF-3) Fan is located approximately 4' from west end of room and will be controlled by a thermostat. Electrical Specifications Section 16010— General Provisions 1 Item 3 03 Identification and Labeling: Delete paragraph B "Raceways and Cables" Section 16110—Raceway Systems 1 Item 3 06 Auxiliary'System Raceways. Change paragraph A. to the following, "Install a separate and complete raceway system for Fire Alarm, Sound and intercom/clock systems. Data/voice cables shall be installed in conduit as shown on plans, open cabling is permitted above accessible JEFFERSON ELEMENTARY Port Angeles,WA October 18, 2001 ADDENDUM NO 2 Page 2 of 2 ceilings Open cabling is permitted for TV system and security system, concealed in accessible ceilings, walls and floors when possible." Section 16140—Wirmng Devices 1 Item 2 01 Fabricated Wiring Devices Add Paragraph H. as follows, "Incandescent Wall Mounted Dimmers, 1,500 Watts, 120 Volt shall be slide type with on-off switch. Levmton#81500 or equal." 2 Item 2 01 Fabricated Wiring Devices Add Paragraph I. as follows, "Key-operated lighting switches, 15A, Leviton#1101-21, or equal." Section 16720—Fire Alarm Detection System 1 Item 2 01 Manufacturers Delete"(to match existing systems)" from the end of paragraph A. Maunfacturers. 2 Item 3 02 Wiring Installation. Change Paragraph A. to the following: "Wiring Method. Fire Alarm system wiring shall be in a conduit raceway system." Section 16775 — Secun jy System 1 Add the following sentence to 102 A. "Contact Federal Fire Safety(800-422-2031) for details of existing system to be relocated." END OF ELECTRICAL ADDENDUM NO 2 27-Add Oct 18 01 10 57a RICE Group Inc 425-672-2084 p 2 JEFFERSON SCHOOL Port Angeles School District 121 Page 1 Addendum No 1 MECHANICAL SPEC.II+ICATIONS SECTION 15400 1 Add the following to Page 2 2 02 PIPING SPECIALTIES "G Propane Gas Solenoid Valve (Kitchen Equipment) Solenoid valve shall be 120 volt, 2 way normally closed, brass body, Buna-N seat, CSA listed for propane gas service, ASCO Combustion Valves" #8210G3B Cv=6.5, 3/4" pipe connections, 3/4" orifice, Type 4 Watertight Enclosure." SECTION 15890 DUCTWORK 1 Add the following to Page 7 "2 07 UNDERGROUND DUCT SYSTEM A Fiberglass polyester ducts and fittings Spunstrand or approved substitute. Supply ducts shall.be factory insulated to meet the requirements of the applicable Energy Code, B Sections and fittings shall be Joined together with a galvanized sheetmetal sleeve installed inside the duct and secured with slleetmetal screws C Ari extruded bead of Presstite No 579 6 non-hardening waterproof mastic shall be applied to the end of one duct to be Joined and the end of the other duct section pressed tightly against the mastic bead and secured with sheet metal screws. Wrap Joint with Nashua No AV1-10 or No 357 waterproof tape covering the screw heads D Sheet metal boots shall be constructed of 20 gauge galvanized sheet metal with a 1-1/2" flange to fit against the duct Apply an extruded bead of Presstite No 579 6 mastic to the duct and attach the boot with self-tapping sheet metal screws, pulling the boot flange snug to the duct surface. Tape joint securely with Nashua No AV1-10 or No 357 waterproof tape, covering all screw heads Encase sheet metal boot completely in concrete, minimum 4" thickness, covering well around and below the coniiectiori to the duct. E. Ducts shall have a minimum 4" concrete cover F Vapor barrier and installation shall be as detailed on the drawings and in accordance-With manufacturers recommendations." Oct 18 01 10 57a RICE Group Inc 425-672-2084 p 3 JEFFERSON SCHOOL. Port Angeles School District 121 page 2 Addendum No 1 MECHANICAL 2 Add the following to Page 9 "3 08 UNDERGROUND DUCTWORK A Install in strict accordance with manufacturers instructions and as .follows Field joints shall be made watertight by using an internal galvanized steel sheet metal sleeve secured with sheet metal screws, sealing between the duct ends with an extruded bead of Presstite No 579 6 non-hardening waterproof mastic and wrapping thejoint, including all screw heads, with Nashua 375 or Sealtite PS-401 Tape and primer" SECTION 15975 LONWORKS BUILDING AUTOMATION 1 Page 15975-29 Sequence of Opeeaation for Exhaust Fans 6 Add the following "Local control for the fans shall be as scheduled on the Drawings. The Automation system shall be used as an overriding control, allowing the fans to operate during the "Occupied time if the local control, such as a wall switch, is activated." 2 Page 15975-29, Sequence of Operation, add Paragraph 11 pill KITCHEN MAKE UP AIR UNIT—Control the Kitchen Make-Up Air Unit in conjunction with Exhaust Fan EF14 When the exhaust fan is energized the Building Automation System shall allow the Make-Up Air Unit internal controls to open the outside air damper start the Make-Up Air Unit fan, and control the operation of the gas heater" DRAWINGS SHEET M0.2 HEAT PUMP SCHEDULE 1 Under the "UNIT CONFIGURATION" column, change the description from Split system, Vertical" to "split System Horizontal for heat pumps HP-1 HP-2, HP-3, HP-4 HP-5 HP-6, HP-7, HP-19, HP-20 HP-21 HP-22 HP-23 HP 24 and HP-25 ' EXHAUST FAN SCHEDULE 1 Change the designation for Fan Control from "S L " (Switch with Lights) to L.S " (Local Switch) for fans EF-2, EF-3 EF-4, EF-6, EF 9, EF-10, EF 12 and EF-13 2 Add Exhaust Fan EF-16 "EF-16, 166 cfm fan capacity at 0.25" s p , 100 cfin design cim, 108 watts, direct drive, 1550 rpm, 2.8 sones, ceiling fan, Penn Z-6H, Automatic Control through a reverse-acting thermostat set at 76 degrees F " Oct 18 01 10 57a RICE Group Inc 425-672-2084 p 4 JEFFERSON SCHOOL Port Angeles School District 121 Page 3 Addendum No I MECHANICAL PLUMBING FIXTURE CONNECTION SCHEDULE 1 For Lavatory P-3, P-3A and P 3B, change the size for C W connections frons 1 1/2" to 1/2", and change the size for H.W connections from 1-1/2" to 1/2" SHEET M2.3 FLOOR PLAN PLUMBING- 1 At Grid G 5-6 4, change the size of the vent pipe from Kitchen Item 13 from 1-1/2" to 2" KITCHEN EQUIPMENT SCHEDULE 1 Change the connection sizes for Item 13, Mop Sink, to 3 Waste, 3/4" C W , 3/4" H.W " Note. This Sink is as specified as Fixture P-6 in Section 15400 SHEET M2.4 FLOOR PLAN HVAC 1 Modify the locations and configuration of the Classroom Heat Pump Air Handling Units AHU-1 through AHU-7 as indicated on the attached Drawing M2 4 S 1 See also attached Drawing M3 2 Addendum 1 Detail 3 2 Add notes describing unidentified symbols at Grid E, between Giids 4-6 as "fire Dampers at six duct penetrations of the wall. 3 Add Exhaust Fan EF 16 with duct system and connection to roof cap in the Server Room, as shown on the attached Drawing M2 4 S 2 4 Note that manual volume dampers are required to be installed at all branch connections in all supply returns and exhaust ducts Install the volume dampers, in general, at the connection to the main duct, as far from the grille or diffuser as possible. 5 Change the sizes of typical classroom return ducts from 24" x 10' to 20" x 12", as indicated on the attached Drawing M2 4 S 1 SHEET M2.5 FLOOR PLAN, HVAC 1 Modify the locations and configuration of the Classroom Heat Pump Air Handling Units AHU-19 through AI-IU-25 as indicated on the attached Drawing M2 5 S 1 See also attached Drawing M3.2 Addendum I Detail 3 2. Change the return gnllc in Special.Education 116 from a 36" x 24 wall return grille to a 24" x 24" ceiling eggerate return grille, extending the return duct approximately T-0" into the room 3 Note that manual volume dampers are required to be installed at all branch connections in all supply return and exhaust ducts. Install the volume dampers, in general, at the connection to the main duct, as far from the grille or diffuser as possible. Oct 18 01 10 58a RICE Group Inc 425-672-2084 p 6 JEFFERSON SCHOOL Port Angeles School District 121 Page 5 Addendum No 1 MECHANICAL SHEET M3 2 DETA1i OF CLASSROOM AIR HANDLING UNITS 1 Substitute the Detail as shown on the attached Drawing M3 2 Addendum 1 Detail 3 The change consists of making the heat pumps horizontal rather than vertical configuration, with associated changes in duct routing. EQUIPMENT APPROVALS The following equipment is approved for bidding, subject to all requirements of the Plans and Specifications Equipment is to provide the same performance, including acoustical performance, and have the same dimensions and weights as the equipment used for the basis of design. SPECIFICATION EQUIPMENT MANUFACTURER SECTION 15100 No-Hub Couplings Mission Rubber 15400 Water Hammer Arrestors Precision Plumbing Products Grease Interccptor J.R. Smith Flush Valves Delaney Lavatory Tempering Valve Leonard Wash Fountain Willoughby Water Cooler Sunroe P-8 Shower Valve Leonard 15975 LonWorks Controls Honeywell END OF ADDENDUM 1 I�Q► �� 1 — �.,�lil.l �, r � _ II �I■�� ., ��:'==;;cam� ,_. _� - � i 1 t■ a ► �I �� I � �` I �► I ■I � �� it �� 111• I � � ■II ;, �I� 1111?� '�f��_+■�I�_ , " ---�ill.�� n�C�lal��l■IIS o o ;. � `, � i ' ►�i Masi miss oil \` L �IFORM iii i ■l e i E_, '- _ �■ --- ..� 4��. ■".��Il1. r R�il� _ 1�'.J�1�111�� ' rr r r ry� �:��—ami �__i ��-i��r I � -- .C� � �/�� rl� -.,♦ �■ I� t. .- I!■��iil i�irl\■�f' i�` , : rl Mall Gla®� /'/r' �`��.i� -i��,• � �++ � r f.i ��„ �• X1:1■ �! �7 C.�II �►J I I� .moi"1T`i�:>•.:,J � � _ • C ill _ ! ," •i, _ ��.� �, • �iallR � 16/10 0 j � 1 � - • LI'211�9 �, IMF \� - ® Asa �\i•-�•f'+i.► M , r , � i VA Wi OA 1� ��?�''ll1 • —.� r��—i i �!i�- �'fir ■■��i� 1 u � SEII/'�I� 1E1+�II�E1�1� ii ,' ME .� '��• ~_.+�:`Iver ��wl� � i ��PEI � _� � � � r IY �� 1 12113 �. PmL r n 1, Oct 18 01 11 02a RICE Group Inc 425-672-2084 p 10 rT ST 48 8 R -- 3®0 CFM _ u n BOo 24'-6 SR _- 2 0 CFM 150 CFM _ 48"- 3R� 800 FM 1 /12 RCs 5708 G GYM 451uM 48"- SR Wo FM 48"x48" RE IEF GRlL.�E9, RELIEF PERS, 4 RAIN A50VE �AYS ED 24'-6 8R 2 r -i FLOOR PLAN, HVAC -SECTION C 0 2 4 8 16 24 N feet Q ADDENDUM 1 CHANGES Consulting Engineers PByjK /17/01 FDWG SON RICE19015 36th Ave W Suite ATARY SCHOOL Lynnwood WA 98036 =1 —0 425 774-3829 ADDENDUM 1 � 425 672-2084 (FAX)roup 6 S1 0 a rt r a m o 0 \ ! / SEE SC#- DPI ALES 0 7 SEE ,V,r 'o f 2/12 FOR &PPORT N j 16/12 �� I 2m/f2 DETAIL I y Ln_ - v.Vi°aGI 3 /12 , _ — I _� `. _ i 03 NW D . o N <� wa , 22 a 26,a I I I I ► D m D m ,4N1J-I Im"a TtP AW-3 tj AN11-4 21x3(o"RAIN 0 _ - - - - - _ ___ -- - - - - _6 — o I FILTE MEf 6 (TYPICAL) AHLt-Z 1 � AI-NJ-1 � D H m 12110 26° 4 304 I I ° -I _ - - 1 � _ _ — _ P J I PIPE lTYP1 I LOIJY2RFIN u - \ l ! /\ oo J 20112 1_ 16/1212/12 — � p 16/11 11/12 I / 2 0 V C) D m C-- 16112 ` Ln dorm G-) p M -T' 20112 ; m MK: -TI Z m N IV C CQ o J � o MEGH MEZZANINE DETAIL � SCALE: n o NOTE. EASTWIW-% SIMILAR 0 r � r r Oct 18 01 10 58a RICE Group Inc 425-672-2084 p 5 JEFFERSON SCHOOL Port Angeles School District 121 Page 4 .Addendum No 1 MECHANICAL 4 Change the sizes of typical classroom return ducts from 24" x 10" to 20" x 12", as indicated on the attached Drawing M2 5 S 1 SHEET M2.6 FLOOR PLAN, HVAC 1 At the North wall of Storage 303 add fire dampers at the four ducts through the wall, 16" x 12", 10" x 6" 14" x 12" and 10" x 6" 2 At the North wall of Gymnasium 300, change the elevation of two return grilles so that the top of the grilles are approximately 11'-6" above the Gymnasium floor Change the size of the return grilles from 48 x 48" to 60" x 36" Taper the connecting return duct on the East side of the Gymnasium, within the thickness of the wall, upward to 36" x 24", to allow maximum headroom in the passageway North of the Gymnasium. 3 At the South side of the Gyrnnasiunn, add two 48" x 48 relief grilles with backdraft darnpers and rain louvers, above the Playshed roof, as shown on the attached Drawing M2 6 S 1 4 Add a 6" diameter supply duct above Corridor 309 extending the duct as shown on Drawing M2 5, terminating the duct with a 8" x 6" supply register in Storage 307, with a Fire/Smoke Damper at the penetration of the corridor wall See attached Drawing M2 6 S 1 5 Add a 10" x 6" wall relief grille in Storage 307, connected with a 10" x 6" duct to a 12" x 12" ceiling eggcrate grille in the Vestibule outside door 307 6 Note that manual volume dampers are required to be installed at all branch connections in all supply, return and exhaust ducts Install the volume dampers, in general, at the connection to the main duct, as far from the grille or diffuser as possible SHEET M2.7 MECH MEZZANINE DETAIL 1 Modify the heat pumps and ducts as shown on the attached Drawing M2 7 S 1 The change consists of snaking the heat pumps horizontal rather than vertical configuration, with associated changes in duct routing. SHEET M3.1 WATER HEATER PIPING DETAIL 1/M3 1 1 Add a check valve in the 3/4" HWC pipe between the circulating pump and the connection to the CW pipe. 2 Note that the 8" gas vent through the roof is to be made above the water heater to the West, locating the gas vent further from Outside Air Intake Louvers The vent termination shall be extended above the roof so that the bottom of the roof cap is 5'-0" above the roof Oct 18 01 it 04a RICE Group Inc 425-672-2084 p 12 AIR HANDLING FRAMING 24" D.G. UNIT (TTP) _. _. FLEX,.tdO�.-.. 5A 16/12 I I I \ I I ! I RA 20/12 MOTORIZI=D -'' -- DAMPERS ! FILTER BOX j FLEX CONN. I 05A DUCT FRAMING 24 O.C. 7" CATWALK , PLAN V� N& IZED D R5 SA DUCT �� wL SPRING VIBRATION ISOLATION MOUNTS I 1 \ \ \ REFI AIR 20/1271 I \\ \ \ I \ ' `,,FLEX Go 20/12.� � AIR HANDLING •,� UNIT ITTP.) �' J \\ i5l�IPPLY AIR __I \� DICT (TTP.) -�" \ \ INTAKE PLENUM — - _9ILTER Box -- ---- --{ - �aNv-DRAI —_ .__ -- -FLF _ I _" EX- N.- __C- m__3 A-TWA EL YATf N 'C IR PANDL ING UNIT DETAIL (CL,A55ROC ) 3 SCALE NONE M-3.2 ICEConsulting Engineers Date 10/18/01 JEFFERSON 19015 36th Ave W suite A ELEMENTARY SCHOOL Lynnwood WA 98036 scab 1/4 =1 '--o M_3 2 ADDENDUM 1 (425) 774-3829 Gr o u p (425) 672-2084 (FAX) By JK DETAIL 3 TECHNICAL Permit # Address Project description �cl�ctia l — E v)er �j Cos+ An&( SLS Date the permit was finaled � Number of technical pages /15 �.9 ) ?zc) ( $ ENERGY LIVE, CYCLE COST .ANALYSTS FOR JEFFERSON-.ELEMENTARY SCHOOL POR-T., ANGELES' SCHOOL DISTRICT #121 ,g t17 AUGUST-24,7.200'.t E. PREPARED-BY RICE GROUP, INC ✓ 19045 36TH AVE. W , SUrTE A LYNNWOOD, WA 98036, ENERGY LIFE CYCLE COST ANALYSIS FOR JEFFERSON ELEMENTARY SCHOOL, PORT ANGELES SCHOOL DISTRICT #121 AUGUST 24,, 2001 1A, PREPARED BY RICE GROUP, INC 19015 36TH AvE. W , SuiTE A LYNNWOOD, WA 98036 JEFFERSON ELEMENTARY SCHOOL ENERGY LIFE CYCLE COST ANALYSIS TABLE OF CONTENTS SECTION TITLE 1 List of Participants . .; 2 Statement of Compliance 2 Executive Summary G 3 Work Plan Timeline Update 4 Project Description 5 Building Envelope Section 6 Lighting Lighting System Section 7 HVAC System Section f 8 Control System Section 9 Domestic Hot Water Section 10 Appendices r I:. r. �L,J r� f. JEFFERSON ELEMENTARY SCHOOL ENERGY LIFE CYCLE COST ANALYSIS LIST OF PARTICIPANTS I f, Project Title Jefferson Elementary School Port Angeles School District 121 i 218 E. 12th f' Port Angeles WA 98362 SPL Project Number- Not Assigned July 30, 2001 School District Super Dr George Woodruff 216 East 4th Street i Port Angeles, WA. 98362 360-457-8575 School District Rep Roger Easling Project Manager Value Management Resources 1150 Thornton Drive Sequim WA. 98382 360-681-0503 Architect Bill Lindberg Project Architect Lindberg &Smith Architects 319 South Peabody Street Port Angeles, WA 98362 360-452-6116 ELCCA Analyist Lee W Bogard, P.E. Rice group Inc. 19015 36th Ave West Suite A i Lynnwood, WA 98036 (425) 774-3829 ELCCA Reviewer Stuart Simpson PO Box 41012 i 206 Administration Building Olympia, Washington 98504-1021 II� Natural Gas Utility Rep N/A Electrical Utility Rep Bob Kajfasz City of Port Angeles 360-417-4708 Mechanical Engineer Ralph Baum, P.E. Rice group Inc. 19015 36th Ave West Suite A Lynnwood, WA 98036 (425) 774-3829 Electrical Engineer Michael Case, P.E. Engineered Electrical Systems 11 639Northeast 8th Street Bellevue WA 98005 (425) 454-5440 JEFFERSON ELEMENTARY SCHOOL ENERGY LIFE CYCLE COST ANALYSIS Statement of Compliance with RCW 39.35 and ELCCA Guidelines The undersigned certifies that this Energy Conservation Report has been developed in compliance with RCW 39.35 and the ELCCA guidelines developed by the Washington State Department of General Administration, Division of Engineering and Architectural Services. The Report has been prepared in accordance with the requirements for the abbreviated report for the prescriptive path D Project Ugineer RICE Gr I OLIAM ,,✓ }{;T;.CT WILu N-4 LHI�9� i R:73FRG i Prt�ect Architect STATE 3F Lindberg &Smith Architects .on JEFFERSON ELEMENTARY SCHOOL -- ENERGY LIFE CYCLE COST ANALYSIS EXECUTIVE SUMMARY The purpose of this report is to analyze various design strategies and recommend alternatives that make the most economic sense while providing for the comfort health, and productivity of the building occupants. This is achieved by determining the total owning and operating costs of various design strategies for the Jefferson Elementary School. Results are presented as a 'net present worth determined from a 30 year life cycle cost analysis. The net present worth provides _ a basis for comparing owning and operating costs of various designs over the life of the facility - A. FINAL DESIGN RECOMMENDATIONS IZ•_ The results of the study show that the mechanical system with the lowest 30 year life cycle cost is the individual air to air heat pumps with air side economisers (Baseline) The recommended HVAC system takes advantage of the relatively low electrical rate schedule of the City of Port Angeles. In addition, the air to air heat pump has a low installed cost relative to the other alternatives studied. The air to air heat pump systems are energy efficient and function well in the mild summer and winter conditions in Port Angeles. 1 Heating, Ventilating and Air Conditioning- (HVAC) Systems: The recommended HVAC system for the Jefferson Elementary School is a system based upon split system, air cooled heat pumps. The systems consist of an outdoor unit containing the compressor and condenser coil and an indoor unit containing the supply fan, cooling coil, supplemental i, electric heater filters and control dampers. a. Type - Air cooled heat pumps will serve all areas of the school to be air conditioned. During cold temperature, supplemental heat will be provided by i` electric resistance heaters in the indoor units. I- b Controls-A Direct Digital Control (DDC) Energy Management System (EMS) would be installed to control all heat pumps, building exhaust fans and the domestic hot water system. Control features include 365 day scheduling, optimum start/stop economiser cooling and outside air lockout for morning warm-up VOC sensors are recommended for use with the system serving the Commons and Gymnasium F due to the high, but periodic occupancy schedule is C. Energy Source-All heating and cooling energy will be from electricity No back- up fuel source would be used r d. Heat Recovery - Heat recovery was determined to be not feasible due to the j, building minimal exhaust air quantity and elementary school occupancy schedule 2. Domestic Hot Water System: Two, propane fired, storage type water heaters with �'- circulation pumps are recommended for all domestic hot water systems and the kitchen (120 deg ) hot water system 3. Kitchen Equipment* Cooking equipment in the Kitchen will consists of an electric cooktop, electric kettle and electric oven. rr !, 4 lighting System The proposed lighting system is T8 lamps with energy efficient electronic ballasts. The lighting values meet the requirements of Table 3.2; Building Lighting Power Densities of the 1997 ELCCA Guidelines and, therefore analysis was not performed. i r 11 JEFFERSON ELEMENTARY SCHOOL ENERGY LIFE CYCLE COST ANALYSIS 5 Building Envelope Systems:The building insulation values are based upon prescriptive options 1 and 4 of the 1997 ELCCA Guidelines.The roof and wall components of the baseline building description contain insulation values that are greater or equal to the prescriptive requirements listed in Table 3.1 of the 1997 ELCCA Guidelines.The roof and wall components were not studied because the selected materials and insulation values meet or exceeded the quantities and materials required by the ELCCA Guidelines. a. Roof - The recommended roof insulation consists of R-38 batt roof insulation as described in the baseline building description. R-30 rigid is_recommended for the Gymnasium No alternatives were studied. E; b Walls - The recommended wall insulation is the baseline wall insulation consisting of R-19 fiberglass batt insulation. The gym will have insulation integral with the block wall. No alternatives were studied. is C. Glazing The baseline glazing system of clear double pane glass with thermal i break aluminum frames, U-value of 0.60 and shading coefficient of 0.63 L d. Doors - The proposed R-2 insulated metal' doors are recommended. No alternatives were studied. e Floors - The proposed R-10 rigid perimeter insulation is recommended. No alternatives were studied. B. ANNUAL OPERATING BUDGETS The calculated annual energy cost of the recommended Alternative 1 is $29,259/yr or$0.79/sq ft-yr and the predicted maintenance cost is $10 625/yr or$0.29/sq. ft-yr �L C. ENERGY USE INDEX COMPARISONS The analysis predicts an Energy Use Index (EUI) of 36,807 Btu/sq ft-yr utilizing the selected !1 Baseline Alternative u D. WORKPLAN TIMELINE UPDATE U There have been no changes to the work plan since the workplan submittal. Ir _.I i 3 Jefferson Elementary School Port Angeles School District Ener y Lite C cle Cost Analysis Summary Table Installed Annual Annual Maint. & difference Energy Annual Maint. & Operating Life Cycle Installed From Use Energy Operating Cost Diff From ::30:year ycle Diff From Alternative Descri tion Cost, $ Baseline, $ Btu/SF/Yr Cost, $ Cost, $ Baseline, $/Yr , $ Baseline Baseline individual split system heat pumps with air cooled outdoor condensing units, supplemental electric heaters, DDC Temperature Controls and air side economizers. $474937 35 807 $29,259 $10625 $1 541 112 Alternate 1 Water source heat pumps with closed circuit fluid cooler propane fired hot water boilers variable speed pumps, DDC temperature controls and air side economizers, $651 020 $176,083 63 498 $29686 $14565 $3,940 $1 807 471 $266,359 Alternate 2 Individual fan coil units with integral hot water and chilled water coils, centrifugal chiller with cooling tower heating provided by propane boilers, DDC controls and air side economizers $755 930 $280,993 56,566 $25,289 $13,465 $2,840 $1 815 802 $274690 Alternate 3 Individual fan coil units with integral electric resistance heaters and direct expansion cooling coil, air cooled outdoor condensing units, DDC temperature controls and air side economizers. $519542 $44605 44 970 $34364 $11 250 $625 $1 710,659 $169547 Alternate 4 Same as Alternate 3 except delete the air conditioning capability (DX cooling coil and outdoor condensing units) $462,193 ($12744) 35,001 $30,104 $10,000 ($625) $1 543,913 $2,801 RICE Group, Inc. 07/30/20011 47 PM ®Washington State Department.of Public Facilities Energy General Administration Division of Engineering and Architectural Services Characteristics Form Agency Name City Reporting Date Port Angeles School District Port Angeles 30-Jul-01 Project Title/Occupancy Type Project Number No.of Occupants Jefferson Elemenatry School 450 Building Name Gross sf Net Usable sf Jefferson Elemenatry School 36,940 36,940 Envelope Component* Description U x A = UA % Total Roof Type 1 Plywood Deck, R-38 Batt Insulation 0.035 28860 10101 18% Roof Type 2: 6' Rigid Insulation over metal deck 0.033 8080 266.64 5% I Wall Type 1 4' Brick,6' wood Stud, R-19 Batt. 0.055 11627 639 485 12% Wall Type 2: 10' Concrete Block 0.16 6207 993.12 18% 0% Door Type 1 Insulated Metal Door 04 354 141.6 3% 0% Window Type 1 Double Glazed Thermal Break 0.59 3004 1772.36 32% 0% Floor type 1 Slab on Grade 36940 - 0% 0% Perimeter Insulation F-Value Length Thickness/Type R-Value 0% 2' ThicTIP011 rene 10 0.55 1317 724.35 Gross Wall U FaA max Code UAmax UATotal/UAmaxx100% 0.396080.39 8.76% UA Total 55477 100% is Mechanical Heating Fuel Cooling Plant Heat Recovery Elect./Heat Pumps Outdoor Condensing Units CFM Type Area Served AFUE COP N/A 3.5 N/A N/A N/A F„ HVAC System Type(s) Minimum OSA EUI(Btu/sf-yr) Air to Air Heat Pumps 15 CFM/Person 35,807 i� Lighting Building Wattage Outdoor Wattage Indoor Ltg. Power Density Submitted by- All Areas 4.6 kW 33.8 kW 0.91 W/sf (Affix professional stamp and sign) Area 1 Fixture,Lamp, Ballast type: Ltg.Power Density Classrooms 3-1-amp,32 W T-8, Electronic 0.96 W/sf Area 2 Fixture, Lamp, Ballast type: Ltg. Power Density Libra 3-Lamp,32 W T-8, Electronic 0.8 W/sf �P tips =. Area 3 Fixture, Lamp, Ballast type: Ltg.Power Density co z Corridors 2-1-amp,32 W T-8, Electronic 0.8 W/sf iJ Area 4 Fixture, Lamp, Ballast type: Ltg. Power Density Gymnasium HID, Metal Halide, Core&Coil 1.0 W/sf Firm Name/ELCCA Analyst Rice Group, Inc. Lee W Bogard l , JEFFERSON ELEMENTARY SCHOOL ENERGY LIFE CYCLE COST ANALYSIS PROJECT DESCRIPTION The Jefferson elementary school is located within the city of Port Angeles, Washington. The existing school consists of a single building situated on a gently sloping hill. The site is not wooded and contains ball fields adjacent to the school buildings. All of the existing classroom and gymnasium areas will be demolished. New construction will consist of approximately 30,000 square feet of floor area.The building will stretch in the east-west } direction with the gymnasium addition to the south. All areas of new construction will be a single story structure The classroom additions at the East and West side of the existing structure will contain classrooms. The center portion of the school consists of the existing single level structure containing the administrative offices and library At the South end of the administration area is the gymnasium, Commons and kitchen. A typical Elementary School schedule was assumed. Classes are scheduled from September until mid June Hours would be from 8:00 a.m. to 2:00 p.m. Monday through Friday and minimal = use on weekends. The administration area would be used from 7:00 a.m. to 4:00 p.m weekdays with a small amount-of weekend and-after hours use The gymnasium and Commons schedule f' follows the class schedule with some additional night summer and weekend use Jefferson Elementary School will be used to educate children from kindergarten through sixth grade A warming kitchen will provide lunches for the students to be eaten in the commons.The gymnasium and commons are located at the South end of the school for easy community access for use during and.after school hours. I. �- All mechanical and electrical systems serving the school will be new 1, SUMMARY of UTILITY ASSISTANCE The city of Port Angeles was contacted to determine the availability of rebates or other energy conservation incentive measures. The results of our research indicate that no economic assistance is available for this project at this time 1 l_. r-M e 2002 S p.. Dec Jan Aug Se ID Task Name J Apr -1 a Jun Jul Aug ....._1. Mar M Oct Jefferson Elementary .1'..Jun School f...... _p 2 E I Schematic Design 3 Design Development -construction Document -- ---- Bid Period 1. 6 Construction Phase ) ._•--..•••• 7 i. Substantial Completion 08101 Milestone Project:Project/ Task External Tasks Date.Thu 08/23/01 Split Summary External Milestone Progress Project Summary 800"W# Deadline Page 1 Utility Rates as of January, 2001 Billing RESIDENTIAL ELECTRIC 11.00 BASE+ .0385 PER KWH WATER inside city 12.55 BASE+1.01 PER 100 CF � outside city 18.8$base+.0149 per cu ft SEWER 0-430 cu ft 3120 4318 above 34.65 Flat water rete $2710 SOLID WASTE 90 GAL 19.80 300 GAL 68,60 NSF CHECK CHARGE $20.00 MEDIC 1 3.50 MONTHLY ELECTRIC COMMERICAL WATER - RATE 8 DESCRIPTION BASE USAGE DEMAND RATE'&DESCRIPTION G1 Gen Svc 1 phase $15.00 .0386 per kwh $0.00 BASE USAGE G2 Gen SVC 3 Phase C1 5/8 Inside city $17.80 .0082 per cf $37.50 .0386 per kwh $0.00 C2 3/4 inside city $18.95 .0082 per cf -r GS Gen Svc Dem 1 hese C3 1"inside city $20.95 .0082 per cf P $30.00 .0257 per kwh 2.53 per kW C4 1 12"inside G6 Gen Svc Dem 3 phase $75.00 1 .0257 per kwh 2.53 per kW C5 2"Inside $36.90 .0082 per cf �y $56.15 .0062 per cf N1 Non Profit 1 phase $15.00 0432 C6 3"inside city $100.85 .0082 per cf N2 Non Profit 3 hese Per $0,00 C7 4"inside city $164.85 ,0082 per cf P $37.50 .0432 per kwh $0.00 CS W inside city $324.80 .0082 per of P1 Primary Svc Sept-May $200.00 .0264 per kwh C9 8"inside city $518.55 .0082 per cf Demand 6 am-2pm 3.14 per kW SEWER Demand 2pm-10pm 1.57 per kW Demand 10pm-Spm 0 RATE 8 DESCRIPTION BASE t; cf USAGE P2 Primary 9 $200.00 .0150 Svc June-Au per kwh CSC $8.10 .0229 per Demand 6 am-2pm 3.14 per kW SOLID WASTE Demand 2pm-10pm 1.57 per kW 90 al can Demand 10pm-6pm 6 $19.80 per can 0 300 gal can $68.60 Per pickup JEFFERSON ELEMENTARY SCHOOL ENERGY LIFE CYCLE COST ANALYSIS BUILDING ENVELOPE ,.r The following are the recommended descriptions for the building envelope for the Jefferson Elementary School. Building U-Value calculations,wall and roof sections, and component descriptions. Buildina Component Descriptions: • Roof/Ceiling The roof of all areas of the building except the Gymnasium is constructed of wood trusses supporting a plywood deck, R-38 batt insulation and membrane roofing The roof of the existing classroom portion of the school is constructed of sloping wood trusses supporting a plywood deck with R 38 batt insulation and single ply roofing membrane Classrooms and offices shall have suspended acoustical ceilings. The roof above the Gymnasium consists of a metal deck with 6 of rigid polystyrene insulation (R-30) and built-up roofing plys. f Walls: The exterior walls are composed of brick over plywood sheathing, 6 wood stud • with R-19 Battt-insulation and-5/8' gypsum wallboard-at the interior The-gymnasium will have 10' CMU walls with insulated Cores. • Floors: Floors are slab on grade with R 10 rigid polystyrene perimeter insulation extending i, 24 inches beneath the slab • Windows:There is approximately 3,004 square feet of regular glazing making up 11%of the gross wall area. All regular glazing is clear double pane with thermal break. The regular glazing and frame unit U-value is 0.60 and a shading coefficient of 0,88. • Doors: Doors are steel with a honeycomb core having an R-value of 2.4 f l RICE GROUP CONSULTING ENGINEERS Lynnwood, WA MECHANICAL DE51GN CONDITIONS Project Name: JEFFER50N ELEM.SCHOOL Date: 5/15/01 Location: Port Angeles,WA Job No. 01-077 By: RJB Design Data Station: Port Angeles,WA Winter Outside: 24 Inside: 70 T.D 46 Annual Degr Days: 5347 Ammer Outside 05: 75 WB• 59 Inside DB• 75 %RH: 40 T.D 0 T Outdoor Temp. Range: 16 Average Temperature: 67 I. CONSTRUCTION AND U VALUES between At Between At Framing Framing Framing Framing Roof No.1: Classrooms R= R= Roof No.2: Gymnasium R= R= T Outside Surface: 0.17 0.17 Outside Surface: 017 017 h' Composition Roofing. 0.33 0.33 Composition Roofing 0.33 0.33 5/8' Plywood 0.78 0.78 6"Polystyrene Insulation 30.00 30.00 12' Batt Insulation 38.00 0.00 Metal Roof Decking 0.03 0.03 6' Truss Members 0 24 0.00 6.88 _. Air Space_ 0.93 0.93 5/8' GW5 0.56 0.56 Inside Surface: 0.61 0.611 Inside Surface: 0.61 0.61 R= 41.38 10.26 R= 31.14 3114 Framing: 017 U =1/R= 0.024 0.097 %Framing: 0.17 U=1/R= 0.032 0.032 U = 0.037 U= 0.032 (U)(T.D)=btuh/5.F = 1.7 (U)(T.D) =btuh/5.F = 1.5 Wall No.1: Existing R= R= Wall No.2: Classrooms R= R= Outside Surface: 017 017 Outside Surface: 017 017 is 4 Face Brick 044 0 44 4"Face brick 044 044 4' Common brick 0.80 0.80 1' Air Space 1.01 1.01 1"Air Space 1.01 1.01 1/2"Plywood Sheathing 0.63 0.63 1/2' Plywood Sheathing 0.63 0.63 6' Batt Insulation 19.00 0.00 6"Batt Insulation 19.00 0.00 2 x 6 Framing at 16 0.00 6.88 2 x 6 Framing at 16' 0.00 6.88 I 'I Inside Surface: 0.68 0.68 Inside Surface: 0.68 0.68 R= 22.73 10.61 R= 21.93 9.81 Framing: 0.23 U =1/R= 0.044 0.094 %Framing: 0.23 U=1/R= 0.046 0102 i U= 0.056 U= 0.059 ;i (U)(T.D)=btuh/5.F = 2.6 (U)(T.D)=5tuh/5.F = 2.7 I' f i t'� RICE GROUP CONSULTING ENGINEERS Lynnwood,WA MECHANICAL DE51GN CONDITION5 Project Name: JEFFER50N ELEM.SCHOOL Date: 5/15/01 Location: Port Angeles,WA Job No. 01-077 By RJB r - CON5TRUCTION AND U VALUES Between At Between At Framing Framing I Framing Framing i- Wall No.3: Gymnasium R= R= i Wall No.4• Not Used R= R= Outside 5urface: 017 0171 Outside Surface: 017 017 10' Concrete Block,Filled Cells 5.43 5.431 f i t fes. Imo,. Inside 5urface: 0.68 0.68 Inside Surface: 0.68 0.68 K= 6.28 6.28 R= 0.85 0.85 1. %Framing: 0 U =1/R= 0159 0.159 %Framing: 0 U =1/R= 1.176 1.176 �. U = 0.159 U = 1.176 (U)(T.D)=13tuh/5.F = 7.3 (U)(T.D) =Btuh/5.F = 541 r Glass Type 1: Glass Type 2: Not Used Description: Double Glazed Description: I. U= 0.6 U = 07 (U)(T.D)= Btuh/5.F = 27.6 (U)(T.D)=15tuh/5.F = 32.2 Shading Type: Blinds, Light Color Shading Type: Shading Coefficient: 0.58 1 Shading Coefficient: 0.88 � J Door Type 1: Glass Door Type 2: Not Used Description: Description: �.� U= 0.6 U = 0.6 (U)(T.D)=13tuh/5.F = 27.6 (U)(T.D) =Btuh/5.F = 27.6 Type 5k li ht T e 1: Not Used Infiltration: CFM/L.F Btuh/L.F I=``a Y�9 ems. , Description: Doors Type 1: 4.0 199 U= 1.2 Doors Type 2: 2.0 99 (U)(T.D)=Btuh/5.F = 55.2 Windows Type 1: 0.5 25 5hading Type: Windows Type 2: 0 Shading Coefficient: 0.54 u Perimeter 1.51ab on Grade: Insulation R Value: 101 Description: Concrete Btuh/L.F = 30.01 BtuhIS.F = 2 i i. I � I � I I I I !T-Mff-RIDGE VENT I r—' 1, llas E5 PER STRIlC1lJRAL I. l L L. ACOUSTIC CEILING CONT.FIRE BLOCKM at V-09 COMMON ZONING BAm BWCK VO$fR W/ AcWORS PER STRIIGT. 't ;� P AIR SPACE 3d BLDG PAPER OVER Wa'OSB SIFATNAJG § R-19 BATT INK LATION F;- 2x8 STUDS'at 16'OX I L�� 5/89 TYPE W GIIQ SOLDIER 1 COME TOP OF 1 R 29 WGID INS L SLAB,STEN W4LL t FOOTSIG PER EXTERIOR WALL A-4.1 SCALE: V = T-O" +/- CCMPOSITiCN ROCFMG b•RIGID MSUL IW NAIL BASE FETAL DECK Pfd-MF V STEEL TRJ.m .11 I TD.CMU IF is I a:. BOTTOM CW= ��i A8.1 SIM i i ', Yh I� 1 L :x: G1'MNF3001 M r. 300 SPLIT FACESMOOTH FACE CMU CMU (FAMTED)UV GRAI ILLAR l FILL ML GROUT'and > FEW.Ply STRUCTURAL f` isn N — 1 b'CONG SLAB i- I - FM STRUCTURAL. TD SLAB ' y 1'RM NSUL (__ 1:-;' SLAB,STEM ULALL. t FOOTMrs FM — — STRJCTWAL 3 EXTERIOR WALL JEFFERSON ELEMENTARY SCHOOL ENERGY LIFE CYCLE COST ANALYSIS LIGHTING ANALYSIS i The following is a description of the proposed lighting designs for the Jefferson Elementary School.The recommended designs were selected because they meet the prescriptive requirements of the W.S.E.O guidelines Table 3.2 and no alternatives were analyzed.There is a table of lighting levels and densities listed below in this section. �. Classrooms: The proposed lighting system consists of three lamp fixtures with T8 lamps with parabolic lands and high power factor energy efficient electronic ballasts. The calculated lighting power density is estimated to be 0.96 watts per square foot No lighting options were considered for the classroom because the baseline system meets the prescriptive requirements. I,t Library- The proposed lighting system consists of three lamp fixtures with T8 lamps with parabolic lands and high power factor energy efficient electronic ballasts. The calculated lighting power density is estimated to be 0.8 watts per square foot No lighting options were considered for the library because the baseline lighting system I meets the prescriptive requirements. • Gymnasium: The proposed lighting system- consists of high bay pendant mounted, industrial, 200 watt metal halide fixtures with pulse start lamps and ballasts. Calculated i. lighting power density is estimated to be 1.0 watts per square foot No lighting options for the gymnasium or considered because the baseline lighting system meets the prescriptive requirements. • Corridors: The proposed lighting system consists of three lamp fixtures with T8 lamps with parabolic lands and high power factor energy efficient electronic ballasts. The calculated lighting power density is estimated to be 0.8 watts per square foot No i - lighting options were analyzed because the baseline system meets the prescriptive requirements. Exit lights will be LED type • Exterior Exterior lighting consists of 250 watt pole mounted metal halide fixtures, time clock and photocell controlled. Security lighting will consist of wall mounted metal halide ! fixtures. r N. L t. t' _ � lA f,,1 ■ 1 I re mm - ,It I • ■ mill .■ slam WE JEFFERSON ELEMENTARY SCHOOL .. - D. 08/23/02 ///moi%7'i%s _ � �i■1�I=�=1�tii;�llii= �- lulus �� ,�. ��.WE ■� ! ■ice Ei Iwpe:si ,fg 1■6.i =.�• E� 11 ii€a ■wl IMF- 11111h • Mimi iii . •' .. •. �• NIL= 111 1tE JEFFERSON ELEMENTARY SCHOOL--- .. D. 0: • NGINEERED ELECTRICAL SYSTEMS onsulting Engineers Incorporated �' yBEIIIEVUF, WA 98005 PHONE II ro F II r v F, �:■��■■■1��■■■■■� � ,■'i■I■■ SII 1■�:__�■■■IiF��■■■■■ .SII ��■�++��■ �' SIE m:em ,1■!,' __"i�■:C7%■�' ..`■ill ��MRIMM"Im � III■■,��■■■■■■■/ ./•1/■I.1 i-�5..■■ �N im■�N&.�,�Feld/■■i�ll�i/1>■■■1111 � �� ; IMMEM,s■■■.';�NIG��■■■1111 �' 1■ta__J■■■■■■ ■■f�i■■111171�i�i C WE=" 7��tlll■IIS � �■��■�■ JIM a O■■■11 ■■ice M%1"��■ JEFFERSON • ' SCHOOL .. - D. 08/23/02 111111111111111111111 Jill iii" `i' y • i JEFFERSON ELEMENTARY SCHOOL - ENERGY LIFE CYCLE COST ANALYSIS I HVAC ANALYSIS The following is a description of the recommended HVAC system for Jefferson Elementary School The recommended Alternative (marked with an *) was selected as a result of its lowest life cycle cost Life cycle cost spreadsheets and computer simulation output are contained at the end of this section Supporting installation and maintenance cost data is contained in the Appendix. i The Baseline HVAC system serving the Jefferson Elementary School is based upon an air to air heat pump design. Each air to air heat pump will consist of an indoor fan coil unit refrigerant piping, outdoor condensing unit and integral supplemental electric heater All heat pumps throughout the building will be equipped for the capability to provide 100 percent outside air to comply with the requirements for the economizer system. The kitchen and restrooms are served by local exhaust fans that exhaust all air to the outdoors and are controlled by the central EMCS system. A Direct Digital Control (DDC) Energy Management Control System (EMCS) will be installed to control all HVAC units. Control features include 365 day scheduling, optimum start and outside air lockout during morning warm-up ((— -Compressor- Reversing Valve (Heating Position) i' f Indoor Coll 1 Outoor coil ff 1 IT. r Filter Drier Indoor Outdoor Metering f MeterinMeteringI vice 3) I, Indoor Check Outdoor Check Valve Valve Air to Air Heat Pump Configuration JEFFERSON ELEMENTARY SCHOOL ENERGY LIFE CYCLE COST ANALYSIS Alternative No. 1 The system for this alternative consists of individual water source heat pumps connected to a central condensing water loop The condenser wafer loop is circulated throught the piping system by variable speed centrifugal pumps.The cooling tower acts as the device to reject the heat to the atmosphere Propane fired hydronic boilers provide supplemental heat to the condenser water loop when required No wells are utilized. u:- Cooiing Tower h, Expansion Tank Air Separator meter i 70°E Hunt FwWs i Ar F IT, ...............-..___..-... Units Ming ® Units Operating in Coating Mode in Heating Mode n JEFFERSON ELEMENTARY SCHOOL ENERGY LIFE CYCLE COST ANALYSIS { Alternative No. 2: The system for this alternative consists of individual fan coil units to serve individual classrooms and groups of offices. Larger air handling units will serve areas such as the Gymnasium and Library Each fan coil unit consists of a supply fan, filter section, DX cooling coil and hot water heating coil. Each fan coil unit will be located near the spaces they serve Heating will be provided by a propane fired hot water boiler located in a boiler room. Cooling for each fan coil unit will be provided by individual air cooled condensing units. No central cooling plant equipment will be required (chiller tower etc ) The air cooled condensing units are composed of refrigerant compressors, condenser coil and condenser fan, and will be located near the fan coils they serve 40 Horizontal Installation Outdoor Unit Indoor Unit ff Alternative No. 3: The system for this alternative is the some as Alternate No 2 except electric li resistance heating coils are used in place of the heating water coils. No boiler or central plant equipment is required. Alternative No. 4. The system for this alternative is the same as Alternate No 3 except no air conditioning equipment will be provided.The fan coils will contain only supply fans, electric _i resistance heating coils and air filter sections. JEFFERSON ELEMENTARY SCHOOL �- ENERGY LIFE CYCLE COST ANALYSIS ENERGY MANAGEMENT CONTROL SYSTEM A Direct Digital Control (DDC) energy management system (EMS) will be installed to control all heat pumps, building exhaust fans and the domestic hot water system. Control features include 365 day scheduling, optimum stop/start economizer cooling and outside air lockout for morning warm up VOC sensors are recommended for use with the systems serving the Commons and Gymnasium, due to the high but periodic occupancy schedule. Control of the ventilation air dampers by the occupancy sensors for classrooms are not recommended since it is determined that they are not cost effective for a classroom application Occupancy sensors are recommended for lighting control. 1 . f I. t 1 E, i,, I JEFFERSON ELEMENTARY SCHOOL ENERGY LIFE CYCLE COST ANALYSIS DOMESTIC HOT WATER Domestic Hot Water (DHW) is provided by central propane fired water heaters and distributed to all areas of the building. A domestic hot water recirculating loop will provide hot water to all areas of the building during occupied periods. All water heaters are controlled by the EMCS. DHW use was calculated at 0.6 gal/person-day using ASHRAE Handbook estimates. is I: r i �R f; 7 � JEFFERSON ELEMENTARY SCHOOL ENERGY LIFE CYCLE COST.ANALYSIS APPENDICES { TITLE SECTION ECR Work Plan A I' Controls Checklist B Project Timeline C f_. Verification Checklist D ELCCA Spreadsheets E Cost Estimate Information F O & M Information G i' Building Floor Plans H r—' is I' MAY-23-2001 WED 03 06 PM GA/EAS FAX N0, 3605869186 P 03/07 May 18 01 01 09P RICE Group Inc _yg5-672-2094 P 2 D D� IN1Ytdditpl0n 51ta1 awmM�t m GenerAmminwation Division of Engineering and Architectural Services ELCCA Work Plan f' Project Description Project Title: Jaffe...Eleni.School Date: S/18/01 Agency Name: Port Angeles S.D.8121 Agency's Prof,If' Prof,Manager Roger Easling Ph 3601157-8575 Fax: 360-457-4649 Building Area: New 24,250 Sf Remodel 12,690 Sf Total Area at Completion: 36,940 st i Building Life: 30 years Location PL Angeles.Wasningmn Functional Uses: Momentary School Etsctrfc Utility:Cily of Port Angeles Gas Utility: NIA f Contact: Gail McLain Contact: L Phone: 360.417.4706 Phone: Fundable Measures: NIA v Current Design Phase: Schematic design VIE Date: Est Bid Date: 8/15!01 ELCCA Analys Lee W.Bogard Phone: 425.774-3829 Firm Name: RICO Group,Inc. Fax: 425-672-2084 compliance Proscriptive Path Env. ugnting Prototypical Design' Method: Detailed Analysis Mechanical 11 the AneHtt mmmmmdt Lit"a dNterani Wilding ft.a wdmn jestiAoOM mud be suMndted to ane aoptwid by the Reviewer. , Building Ernre(Ope (Provide separate form for new and retnodelad areas) L J Framing Insulation Thickness/ Approximate REMODEL Type Material R-Value Areas(s Root/Calling Preawiptdve: Option 1 Fiberglass Beta R-38 12,465 proposed: RoofiCalling Prescripllve: Proposed: i3,631 �.J Wan Prescriptive: Option 1 Fiberglass Batt R-18 Proposed: L Wall PresrAptive- .9 Proposed: %of Gross Wall U Value 1 Glazing Prescriptive: Option 1 33% U=0.60 1,732 LProposed: Doors Proscriptive: Opuon 1 U=0.50 42 f Proposed: Floor Proscriptive: Option 1 R-19 3.485 Proposed: slab Perimeter Prescriptive: Option 1 Stym Foam R-10 238 Proposed: 1 ' t MAY-23-2001 WED 03 06 PM GA/EAS FAX N0. 3605869186 P 04/07 May 18 01 01 09p RICE Group Inc 425-672-2084 p 3 i wmnt00"slate OePartsieet of GeneralAdministration ELCCA Work Plan Division of Engineering and Architectural Sen+ices i. Project Description ProjectTitis: Jefferson Elem.School Date: 5!18(01 - Agency Name:part Angeles S.D.#121 Agency's Proi.S.' Proi.Manager. Roger Eseling Ph 360467-N75 Fare: 360.457-4649 Building Area. New 24.250 St Remodel 12,690 St Total Area at Completion: 36,940 SI Building Life: 30 years i Location Pt.Angeles,Wa8htngt0n Functional uses: Elementary Schon► Electric Utility:Oty of port Angeles Gas Utility WA Contact: Gall McLain Contact: Phone: 360-417.4708 Phone: Fundable Measures: N/A r Current Design Phase: Schematic design VE-Date: Est.Bid Date: 8/15/01 ELCCA Anelys Lee W.B 0080d Phone: 425-774.3829 1. FName: RICE Group,Inc. Far: 425-672-2084 irm compliance Proscriptive Path Env UgAGng Prototypical Design" Method: Detailed Analysis Mechanical It the Analyst mwmmands usme a dtlfeisnt Wading lib.a Wrkm WIC Wn mum bO sk&frtled ro and 6PPtoved by die Revrewef. 0—BuIlding Envelope (Provide separate form for new and remodeled areas) �, .. Framing Insulation Thlcknesd Approxlmata NEW CLASS ROOMS Type Material ItValue Areas Ise Roof/Ceiling Proscriptive: Option 1 Fibelgiass Elate R-38 16,026 Proposed: Roof/Ceiling Prescriptive: I` Proposed: F Wall Prescriptive: Option 1 Fiberglass batt R-19 7.996 Proposed: y Watt Prescriptive: Proposed: %of Gress Wall u-value 1 Glazing Proscriptive: Option 1 13% U■0.60 1.272 Proposed: Doors Prescriptive: Option 1 1.100.50 444 Proposed: Floor Prescriptive: N/A Proposed: Slab Perimeter Prescriptive: Option 1 Styro Foam R-10 796 L Proposed: I; I i MAY-23-2001 WED 03 06 PM GA/EAS FAX N0. 3605869186 P 05/07 May 18 O1 01 lop RICE Group Inc 425-672-2064 P 4 INWal MWN Stag up="at General Administration ELCCA Work Plan Divtsion a(Engineering and Architectural Services Project Description Project Title: Je(rereun Eletn.Scituul Date: WWI Agency Name: port Angeles S.D.p12t Agency's Pr0J.0' t Proi.Manager' Roger Easling Ph 360.457-8575 Fax: 360.457649 Building Area: New 24.250 S1 Remodel 12.690 Sf Total Area at Completion: 3B."o S( Building Life: 30 years Location Pt.Angeles.Wasshln9ton Functional Uses: Elementary School Electric Uttllty City of Port Angeles Gas utility. NIA Contact: Gail McLain Contact: Phone: 360.417.4708 Phone: Fundable Measures. NIA Current Design Phase: Schematic design VE Date: Est Bid Date: 8/16101 ELCCA Anslys Lea W Bogard Phone: 425-774-3829 Firm Name: RICE Group.Inc. Fax: 42"72-2004 Compliance Prescriptive Path Env. Lighting Prototypical Design" j Method: Detailed Analysis Mechanical j; it ft Anelvat MMMMoaaf'�a dit-1 building life,a w"W iwtlfie�tiw+nuffi ba subntllrod to and Up—ad OY��►Rev�Bwer. Building Envelope (Provide separate form for new and remodeled areas) Framing Insulation Thickness/ Approximate NEW GYMNASIUM Type Material R-value Areas(sf) RoctiCaliing Presoriptive: Option 4 Polystyrene R-30 8.080 �`. Proposed: Roof/Ceiling Prescriptive: f(, Proposed: Wall Prescriptive: Option 4 Integral Poystrsne R-9.5 6.207 Proposed: Wan Prescriptive• Proposed: %of Gross Wall U value 1 Glazing Prescriptive: Option 4 0% U=0.60 Proposed: Doors Prescriptive: Option 4 U=0.50 105 Proposed: Floor Prescriptive: N/A Proposed: Slab Perimeter Prescriptive: Option 4 5ryra Foam R-10 266 1. Proposed: 1 MAY-23-2001 WED 0307 PM GA/EAS FAX N0, 3605869186 P 06/07 May 1.B Ol 01 lop RICE Group Inc 425-672-2004 p 5 I t_ighting Systems Baseline System Space 1 S ace 2 Space 3 Space 4 Area Function: Classroom Muhl-purpose Circulation Library L Space Name: Typical Gymnasium Corridors Libnvy Fixture Type:. 3-Lamp Pendant 2-tamp 3-Lamp Lamp Type: F032T8 Metal Maude F032TO F032T$ Ballast Type: Electronic MID Electronic Electronic Fixture Lumens: 3 t 2 2 Lighting Power Density(Wisf): t.25 Proposed spacel Space 2 Space 3 S ace 4 Space Nanta: CM$m= Gynmaslum Conidws Lary Fixture Type: Parabolic Pendant Recessed Paraodic L&mp Typo* F032TS Mehl Halide F032T8 F032TO i; Ballast Type: Electronic HID sectronle Elearonic Fixture Lumens: 3 2 3 UghHng Power Density(wisf)= t 25 7.0 0.8 0-8 s � ! �' "�"'~ Lighting Design ey-Micheal Case phone: 428.454• W �� Camp •Engineered Electr1091 Systems 6 ED Exit Signs: — Yes X No If No,.Other.. Ughting Occupancy fsensor Control: yesix I Nal I if No,Other Describe Lighting Controls:(Classroom dayllghting etc.) omuwm sensors.davegnt venom.MA*swdeniep WMechanical.Systems Descree terminal units,areas served.central fans,dlstrlbutlon system.healing AGUE,coo"COP fuel sour0ee,heal recovery type,estimated ehn and area served by to system.HVAC controls,and energy management system. Ptsieriptive:TJNe Air to air spilt system heat pwnps,electric hraUnp cols,air eoonomlznra. Alternative 1 Title Water source(teat pumps.propane lined hydronic bollers,etosso bop fluid cooler Alternative 2: Title Fan Coll units.nydronic healing calls with propane fined boilers,chilled water cooling 0009 1, with water chiller and cooling tower,with economizers. r Alternative 3: 11de Fan Coll units with electric healing toile and DX cooling Dolls with atmdensing unit for each -,u., cooling coil,with economizers. I'- Alternative 4(If required): rifle Altemobve 3 without air condltloning electric heating coils omy,with economizers. Renewable Energy Resources: Energy Simulation Model: DOE 2 I Weather Station: Port Angeles,WA Control Features. Yes X No Ventilation Controls Lpp �� .LP� jts No uvQC Sensors e N Occupancy Sansor Control of Outside Air Dampers s 1 C v Z No Morning Warm-up Cycle i Yes 7, Nor Fixed Damper MAY-23-2001 WED 03 07 PM GA/EAS FAX N0, 3605869186 P 07/07 May 19 01 01 lop RICE Group Inc 425-672-20134 p S Domestic Hot Water(DHW) DHW Units Space 1 Space 2 Space 3 Number of Units: 2 Fri+Space I From soace.l Ce act ' 120,000 Btuh Fuel Type- Propane Type(Indiv.,point of use.COMM,: Central Recirculation Pump used? Yes Time Clock(TC)or FMCS.' Controlled by' Can tmiled by Controlled by Heater elements or burner TC X EMCS ITC U EMCS TC I IEMCS Circulation pumps: ITC IX 11BACS. ITC —nEMCSI ITC HEMCS Kitchen Equipment Describe kitchen equipment. Serving kitchen with oven and dishwasher s.. Ovens: X Elect. Ham. Gas Steam ftars: elect. Gas H; Eleat. Steam drilla: Elect Gas Renewable Resources (Alternative Energy Systems) Describe the renewable resources that you think may have the best potential for this facility. None i The following is a list of potential renewable resources to consider, Geothermal + Solar L11 Heat Recovery Photovoltaics C_;7 Ground Coupled Syvtem Is there a source of waste heat near the facility? Yes ONO I` Reviewer's Comments r I . i.. w ' i ®Washington State Department of General Administration Controls Checklist - Division of Engineering and Architectural Services Agency Name: Project Title: Jefferson Elementary School Proposed Control Systems (describe) DDC Energy Management System I_ Interior Lighting control Type: Q Switched ❑Energy Management Control System(EMCS) P 21 Occupancy Sensors ❑Time Clocks ❑Other(describe) (. Exterior Lighting control Type: ❑Switched ❑✓ Energy Management Control System(EMCS) ❑Photocell Control [--]Time Clocks I- ❑Other(describe) Domestic Hot Water Control Type: ❑Time Clock ❑✓ EMCS No Control Circulation Pump: El Yes []No Circ.Pump Control: ❑Time Clock OEMCS No Control HVAC - j Operating Schedules Typical Weekday Typical Weekend Start Times. 7:00 AM N/A Stop times: 4:00 PM N/A i is Proposed Mechanical Alternatives: jAir to Air HP's IFan Coil Units I FCU's&Elect. INo AC Individual Room or Zone Control(describe): Control System: ❑Time Clock QEMCS �F- Control Type: ❑✓ DDC ❑Pneumatic ❑Power Line Carrier Thermostat Type: 0 Night Setback Q Override ❑On/Off ❑Proportional ( Capabilties Capabilties !l Thermostat Setpoints: Heating Cooling Night Setback `` 70 Deg F 74 Deg F 55 Deg F Ventilation Air Controls. ❑Fxed Damper ❑CO2 sensor Sensor ❑morning Warm-Up cycle ❑Occupancy Sensor Control of Outside Air Dampers Economizer Controls: Q Dry Bulb Temperature Control ❑Enthalpy Controls ❑None 21Integrated ❑Non Integrated Monitoring Capability-ty• ❑Building El Other Describe: Central Systems Supply Air Temperature Heating/Cooling Heating Reset Capabilities: DYes E]No Describe:Single stage compressor Cooling Reset Capabilities: ❑✓ Yes ❑No Describe:Economizer&single stage compressor �I Water-Loop Temperatures Heating Reset Capabilities. ❑Yes ❑✓ No Describe:Min.70 deg.For heating Cooling Reset Capabilities: E]Yes ❑✓ No Describe:Max.90 deg. For cooling Fan Control'. Inlet Vane: ❑Yes No Describe: Variable-Speed Controller* ❑Yes No Describe: Washington State Department of ELCCA General Administration i Division of Engineering and Architectural Services Verification Checklist Date:July 30,2001 Project Number: Project Title:Jefferson Elementary School Agency Name: ELCCA Analyst:Lee W.Bogard Firm Name:The Rice Group,Inc. Phone Number:425-774-3829 E Envelope Description Recommended As Rec'd? Describe if Other than Recommended Roof System 1" ❑Y ❑N i R-38 Bait Insulation,plywood,asphalt shi les Roof System 2" Ely ❑N Wall System 1" Ely ❑N 8"Brick,6"wood stid,R-19 Bait insulation,1/2"gypbd. Wall System 2" Ely ❑N CMU Block Walls,Insulated Cores i' Wall System 3" Ely ON [1L Glazing and Frame ❑Y ❑N Doulble glazed,clear,aluminum frame w/thermal break �., Doors ❑Y' ON Double glazed&Metal Floor Insulation 0 ❑N N/A Slab Perimeter ❑Y ❑N Insulation 2"polystyrene,R-10 "Describe type and level of insulation,framing material and exterior finish Lighting Description (Describe number lamps/fixture,and lamp and ballast type) Recommended As Rec'd? Describe if Other than Recommended Space 1 Name ❑Y ON Classrooms 3-Lamp,32 W T-8,Electronic [ Space 2 Name ❑Y ❑N ;i Library 3-Lamp,32 W T-8,Electronic Space 3 Name ❑Y ❑N f; Corridors 3-Lamp,32 W T-8,Electronic Space 4 Name ❑Y ❑N Gymnasium HID,Metal Halide,Core&Coil {; Space 5 Name ❑Y [IN Space 8 Name ❑Y ❑N Space 7 Name ❑Y ❑N 'I Space 8 Name Ely ❑N Washington State Department of - General Administration Division of Engineering and Architectural Services ENERGY LIFE CYCLE COST ANALYSIS SPREADSHEET 'ELCCA98.XLS' 31 Jul-01 ------ ---------------------- ----- --------------PROJECT DATA------------------------------------------------------- PROJECT Jefferson Elementary School Rice Group,Inc. _ ALT No. Baseline Air to Air Heat Pumps Lee W Bogard i --- ---- DISCOUNT & ESCALATION Real Rates per E&AS June 1998----------------- ------ Q&A. 1 =Yes Years: Rate: 0=No Real Discount Rate(i) 1,998 2,030 1.9% Electricity 1,993 2,000 07% IOU Electric 0 (Public Owned Utility) 2,001 2,020 04% POU Electnc(PUD)** 1 2,017 2,030 04% Natural Gas Fuel? 1 Natural Gas 1,993 2,000 07% Propane Fuel? 0 2,001 -2,010 0.6% Oil Fuel? 0 2,011 2,020 07% Coal Fuel? 0 Maintenance 1,998 2,030 0.5% Wood/Renewable 0 Replacement 1,998 2,030 00% Inflation(Nominal not used) 1,998 2,030 3.5% P, $1,541,112 =30-year LCC ---- ANNUAL REAL CASH FLOWS------------- --- --- ------------ --------- --------------- (Begin) First& Annual Annual Annual Total Present Present Present Year Replace. Maint. Nat.Gas Electric Annual Worth Worth of Worth of Costs Costs Costs Costs Costs Factor Annual Cumulative 2001 $474,937 $10,625 $0 $29,259 $39,884 (1+i)^-n Costs Costs 2,001 $474,937 $474,937 1.00 $474,937 $474,937 2,002 0 10,678 0 29 464 40,142 0.98 39,393 514,330 2,003 0 10,732 0 29,670 40,402 0.96 38,909 553,239 2,004 0 10,785' 0 29,878 40,663 0.95 38,431 591,670 2,005 0 10,839 0 30,087 40,926 0.93 37,958 629,628 2,006 0 10,893 0 30,298 41 191 0.91 37 491 667 119 2,007 0 10,948 0 30,479 41427 0.89 37,003 704,122 2,008 0 11,002 0 30,662 41,665 0.88 36,521 740,644 2,009 0 11,058 0 30,846 41,904 0.86 36,046 776,690 2,010 0 11113 0 31,031 42,144 0.84 35,577 812,267 2,011 1,000 11168 0 31,217 43,386 0.83 35,942 848,209 i` 2,012 0 11,224 0 31405 42,629 0.81 34,657 882,866 L2,013 0 11,280 0 31,593 42,873 0.80 34,206 917,071 2,014 0 11,337 0 31 783 43,119 0.78 33 760 950,832 2,015 0 11,393 0 31,973 43,367 0.77 33,321 984153 2,016 101,565 11 450 0 32,165 145,181 0.75 109 470 1,093,623 Li 2,017 0 11,508 0 32,390 43,898 0.74 32,483 1 126,106 2,018 0 11,565 0 32,617 44 182 0.73 32,084 1,158,190 j= 2,019 0 11,623 0 32,845 44 468 071 31,690 l 189,880 s. 2,020 0 11,681 0 33,075 44 756 0.70 31,300 1,221 180 2,021 0 11740 0 33,307 45,046 0.69 30,916 1,252,095 2,022 0 11798 0 33,540 45,338 0.67 30,536 1,282,631 2,023 0 11,857 0 33 775 45,632 0.66 30,160 1,312,792 I� 2,024 0 11,916 0 34 011 45,928 0.65 29 790 1,342,581 2,025 0 11,976 0 34,249 46,225 0.64 29 424 1,372,005 2,026 0 12,036 0 34 489 46,525 0.62 29,062 1401,068 1' 2,027 0 12,096 0 34 730 46,827 0.61 28,705 1 429 773 2,028 0 12,157 0 34,974 47130 0.60 28,353 1458,126 2,029 0 12,217 0 35,218 47 436 0.59 28,005 1486,131 2,030 0 12,278 0 35 465 47 743 0.58 27,661 1,513 791 2,031 0 12,340 0 35,713 48;053 0.57 27,321 1,541,112 Totals: $577,502 $344,690 $0 $972,952 $1,895144 $1,541 112 =30-year LCC 1 st+Repl Maint Fuel Elec IN Washington State Department of -General Administration Division of Engineering and Architectural.Services i ENERGY LIFE CYCLE COST ANALYSIS SPREADSHEET "ELCCA98.XLS' 31 Jul-01 r ------ ------------- --- ---------------------PROJECT DATA---------------------------------------------------- PROJECT Jefferson Elementary School Rice Group, Inc. i ALT No. Water Source Heat Pumps Lee W Bogard -------- DISCOUNT & ESCALATION Real Rates per E&AS June 1998- ----------------------- Q&A. 1 =Yes Years: Rate: 0=No Real Discount Rate(i) 1,998 2,030 1.9% Electricity 1,993 2,000 0.7% IOU Electric 0 (Public Owned Utility) 2,001 2,020 0.4% POU Electnc(PUD)** 1 2,017 2,030 04% Natural Gas Fuel? 1 Natural Gas 1,993 2,000 07% Propane Fuel? 0 2,001 2,010 0.6% Oil Fuel? 0 2,011 2,020 07% Coal Fuel? 0 Maintenance 1,998 2,030. 0.5% Wood/Renewable 0 Replacement 1;998 2,030 00% Inflation(Nominal not used) 1,998 2,030 3.5% $1,807,471 =30-year LCC --- ------ ANN-UAL REAL C A S-H FLOWS- ---------------------------- ------------------------------ (Begin) First& Annual Annual Annual Total Present Present Present Year Replace. Maint. Nat.Gas Electric Annual Worth Worth of Worth of Costs Costs Costs Costs Costs Factor Annual Cumulative 2001 $651,020 $14,565 $4,989 $24,697 $44,251 (1+i)^-n Costs Costs 2,001 $651,020 $651,020 1.00 $651,020 $651.020 I 2,002 0 14,638 5,024 24,870 44,532, 0.98 43,701 694,721 2,003 0 14 711 5,059 25,044 44,814 0.96 43,158 737,880 2,004 0 14,785 5,095 25,219 45,098 0.95 42,622 780,502 2,005 0 14,858 5,130 25,396 45,384 0.93 42,093 822,595 2,006 0 14,933 5,166 25,574 45,672 0.91 41,570 864,166 r 2,007 0 15,007 5,197 25,727 45,932 0.89 41,027 905,192 2,008 0 15,082 5,228 25,881 46,192 0.88 40,490 945,682 2,009 0 15,158 5,260 26,037 46,454 0.86 39,961 985,643 2,010 0 15,234 5,291 26,193 46,718 0.84 39438 1,025,081 2,011 0 15,310 5,323 26,350 46,983 0.83 38,922 1,064,003 2,012 0 15,386 5,355 26,508 47,249 0.81 38,413 1102,416 ' 2,013 0 15 463 5,387 26,667 47,518 0.80 37,911 1 140,327 2,014 0 15,541 5 419 26,827 47 787 0.78 37 415 1 177 742 t 2,015 0 15,618 5,452 26,988 48,058 0.77 36,926 1,214,668 f' 2,016 0 15,696 5 485 27 150 48,331 0.75 36,443 1,251,111 2,017 0 15,775 5,523 27,340 48,638 0.74 35,991 1,287102 2,018 0 15;854 5,562 27,532 48,947 0.73 35,544 1,322,645 2,019 0 15,933 5,601 27 724 49,258 0.71 35,103 1,357 748 2,020 53194 16,013 5,640 27,918 102,765 0.70 71,868 1429,616 2,021 15 000 16,093 5,679 28,114 64,886 0.69 44,531 1474,147 2,022 20,000 16,173 5 719 28,311 70,203 0.67 47,282 1,521 429 j. _, 2,023 0 16,254 5 759 28,509 50,522 0.66 33,392 1,554,822 2,024 0 16,335 5 799 28,708 50,843 0.65 32,978 1,587,800 2,025 0 16,417 5,840 28,909 51166 0.64 32,569 1,620,369 2,026 0 16,499 5,881 29112 51492 0.62 32,165 1,652,533 j, 2,027 0 16,582 5,922 29,315 51,819 0.61 31766 1,684,299 2,028 0 16,665 5,963 29,521 52,149 0.60 31,372 1715,671 2,029 0 16,748 6,005 29 727 52,480 0.59 30,983 1 746,654 i. .i 2,030 0 16,832 6,047 29,935 52,814 0.58 30,598 1777,252 2,031 0 16,916 6,090 30,145 53,150 0.57 30,219 1,807,471 Totals: $739,214 $472,509 $165,900 $821,251 $2,198,874 $1,807471 =30-year LCC lsi+Rept Maint Fuel Elec is n Washington State Department of General Administration Division of Engineering and Architectural.Services ENERGY LIFE CYCLE COST ANALYSIS SPREADSHEET 'ELCCA98.XLS 31-Jul-01 ---------- ---------- ------------------PROJECT DATA ------------------------------------------------ PROJECT Jefferson Elementary School Rice Group,Inc. ALT No. 2 Fan Coil Units.Chiller&Boiler Lee W Bogard ---------- DISCOUNT & ESCALATION Real Rates per E&AS June 1998------------------------- r- Q&A. 1 =Yes Years. Rate: 0=No Real Discount Rate(i) 1,998-2,030 1.9% Electricity 1,993 2,000 0.7% IOU Electnc 0 (Public Owned Utility) 2,001 2,020 0.4% POU Electric(PUD)** 1 2,017 2,030 0.4% Natural Gas Fuel? 1 Natural Gas 1,993 2,000 0.7% Propane Fuel? 0 2,001 2,010 0.6% Oil Fuel? 0 2,011 -2,020 0.7% Coal Fuel? 0 Maintenance 1,998 2,030- 0.5% Wood/Renewable 0 Replacement 1,998-2,030 0.0% Inflation(Nominal not used) 1,998 2,030 3.5% $1,815,802 =30-year LCC ---- --- A N N�U A L REAL CASH FLOWS--------------------------------=- ---- --------------------- (Begm) First& Annual Annual Annual Total Present Present Present Year Replace. Maint. Nat.Gas Electric Annual Worth Worth of Worth of Costs Costs Costs Costs Costs Factor Annual Cumulative 2001 $755,930 $13,465 $10,561 $14,727 $38,753 (1+i)^-n Costs Costs 2,001 $755,930 - $755,930 1.00 $755,930 $755,930 2,002 0 13,532 10,635 14,830 38,997 0.98 38,270 794,200 2,003 0 13,600 10,709 14,934 39,243 0.96 37 793 831,994 2,004 0 13,668 10,784 15,038 39 491 0.95 37,323 869,316 2,005 0 13,736 10,860 15,144 39 740 0.93 36,858 906,174 2,006 0 13,805 10,936 15,250 39,991 0.91 36,399 942,573 2,007 0 13,874 11,001 15,341 40,217 0.89 35,922 978,495 j 2,008 0 13,943 11,067 15 433 40,444 0.88 35 452 1,013,947 2,009 0 14,013 11 134 15,526 40,673 0.86 34,987 1,048,934 2,010 0 14,083 11,201 15,619 40,903 0.84 34,529 1,083,463 p: 2,011 0 14,154 11,268 15,713 41134 0.83 34,077 1117,540 r?`ri 2,012 0 14,224 11,335 15,807 41,367 0.81 33,631 1151,171 2,013 0 14,295 11 404 15,902 41,601 0.80 33 190 1 184,361 2,014 0 14,367 11472 15,997 41,836 0.78 32,756 1,217117 G' 2,015 0 14,439 11,541 16,093 42,073 0.77 32,327 1,249 444 2,016 0 14,511 11,610 16,190 42,311 0.75 31,904 1,281,347 2,017 0 14,584 11,691 16,303 42,578 0.74 31,506 1,312,854 2,018 0 14,656 11773 16,417 42,847 0.73 31 114 1,343,968 (, 2,019 0 14 730 11,856 16,532 43,117 0.71 30,727 1,374,695 �. 2,020 18,000 14,803 11,939 16,648 61,390 0.70 42,933 1417,627 2,021 0 14,877 12,022 16,764 43,664 0.69 29,967 1447,594 2,022 0 14,952 12,106 16,882 43,940 0.67 29,594 1477188 2,023 0 15,027 12,191 17,000 44,217 0.66 29,226 1,506,413 -i 2,024 73,880 15,102 12,276 17119 118,377 0.65 76,782 1,583,195 2,025 0 15,177 12,362 17,239 44,778 0.64 28,503 1,611,698 2,026 64.645 15,253 12,449 17,359 109 706 0.62 68,529 1,680,228 2,027 0 15,329 12,536 17 481 45,346 0.61 27 798 1 708,026 -y 2,028 0 15 406 12,624 17,603 45,633 0.60 27 452 1 735,478 2,029 0 15,483 12,712 17 727 45,922 0.59 27 111 1 762,588 2,030 0 15,560 12,801 17,851 46,212 0.58 26,773 1789,362 2,031 0 15,638 12,891 17,976 46,504 0.57 26,440 1,815,802 Totals: $912,455 $436,824 $351,186 $489718 $2,190,182 $1,815,802 =30-year LCC 1st+Rept Maint Fuel Elec i i Washington State Department of General Administration Division of Engineering and Architectural Services ENERGY LIFE CYCLE COST ANALYSIS SPREADSHEET "ELCCA98.XLS' 31 Jul-01 ------------ ---- --- -----------------------PROJECT DATA------------------------ -------------------- ----- PROJECT Jefferson Elementary School Rice Group,Inc. ALT No. 3 Fan Coil Units,Elect.Ht.&DX Cooling Lee W Bogard ----------- DISCOUNT & ESCALATION Real Rates per E&AS June 1998------------------------- Q&A. 1 =Yes Years: Rate: 0=No Real Discount Rate(i) 1,998-2,030 1.9% Electricity 1,993 -2,000 07% IOU Electric 0 (Public Owned Utility) 2,001 2,020 0.4% j POU Electric(PUD)** 1 2,017 2,030 0.4% Natural Gas Fuel? 1 Natural Gas 1,993 2,000 07% Propane Fuel? 0 2,001 2,010 06% T Oil Fuel? 0 2,011 2,020 07% Coal Fuel? 0 Maintenance 1,998-2,030 0.5% Wood/Renewable 0 Replacement 1,998-2,030 0.0% Inflation(Nominal not used) 1,998-2,036 3.5% $1,710,659 =30-year LCC -------- ANNUAL- REAL CASH FLOWS--- ---- --------------------- -------------------- ----- (Begin) First& Annual Annual Annual Total Present Present Present f Year Replace. Maint. Nat.Gas Electric Annual Worth Worth of Worth of Costs Costs Costs Costs Costs Factor Annual Cumulative E 2001 $519,542 $11,250_ $0 $34,360 $45,610 (1+i)^-n Costs Costs i. 2,001 $519,542 $519,542 1.00 $519,542 $519,542 a. 2,002 0 11,306 0 34,601 45,907 0.98 45,051 564,593 2,003 0 11,363 0 34,843 46,206 0.96 44 498 609,091 2,004 0 11420 0 35,087 46,506 0.95 43,953 653,044 {; 2,005 0 11477 0 35,332 46,809 0.93 43,414 696,459 2,006 0 11,534 0 35,580 47114 0.91 42,882 739,341 2,007 0 11,592 0 35,793 47,385 0.89 42,325 781,665 2,008 0 11,650 0 36,008 47,657 0.88 41775 823,440 2,009 0 11708 0 36,224 47,932 0.86 41,232 864,671 2,010 0 11766 0 36,441 48,208 0.84 40,696 905,367 2,011 0 11,825 0 36,660 48,485 0.83 40,167 945,534 2,012 0 11,884 0 36,880 48,764 0.81 39,645 985,179 2,013 0 11,944 0 37101 49,045 0.80 39129 1,024,308 2,014 0 .12,004 0 37,324 49,327 0.78 38,621 1,062,929 " 2,015 0 12,064 0 37,548 49,611 0.77 38,119 1 101,048 2,016 0 12,124 0 37 773 49,897 0.75 37,624 1 138,672 2,017 0 12,185 0 38,037 50,222 0.74 37163 1175,834. r 2,018 0 12;245 0 38,304 50,549 0.73 36,707 1,212,541 2,019 0 12,307 0 38,572 50,878 0.71 36,258 1,248,799 I._ 2,020 0 12,368 0 38,842 51,210 0.70 35,813 1,284,612 2,021 0 12,430 0 39114 51,544 0.69 35,375 1,319,987 2,022 0 12,492 0 39,387 51,880 0.67 34,941 1,354,928 �` 2,023 0 12,555 0 39,663 52,218 0.66 34,513 1,389 441 2,024 92,350 12,617 0 39,941 144,908 0.65 93,991 1483,433 2,025 0 12,681 0 40,220 52,901 0.64 33,673 1,517106 2,026 0 12,744 0 40,502 53,246 0.62 33,261 1,550,366 1' 2,027 0 12,808 0 40,785 53,593 0.61 32,853 1,583,220 - 2,028 0 12,872 0 41,071 53,943 0.60 32,451 1,615,671 2,029 0 12,936 0 41,358 54,294 0.59 32,054 1,647 724 2,030 0 13,001 0 41,648 54,649 0.58 31,661 1,679,386 2,031 0 13,066 0 41,939 55,005 0.57 31,274 1,710,659 Totals: $611,892 $364,966 $0 $1142,576 $2,119433 $1710,659 =30-year LCC 1st+Repl Maint Fuel Elec IN Washington State Department of -General Administration Division of Engineering and Architectural Services ENERGY LIFE CYCLE COST ANALYSIS SPREADSHEET 'ELCCA98.XLS" 31-Jul-01 --- ---- ------ ------ ----- -PROJECT DATA ---- ---------------- -------------------- ----- PROJECT Jefferson Elementary School Rice Group,Inc. ALT No. 4 Fan Coil Units.Elect.Ht. &No Cooling Lee W Bogard ---- --- DISCOUNT & ESCALATION Real Rates per E&AS June 1998------------------------- Q&A. 1 =Yes Years: Rate: 0=No Real Discount Rate(i) 1,998 2,030 1.9% Electricity 1,993 2,000 07% IOU Electric 0 (Public Owned Utility) 2,001 2,020 0.4% j POU Electric(PUD)** 1 2,017 2,030 04% Natural Gas Fuel? 1 Natural Gas 1,993 2,000 07% Propane Fuel? 0 2,001 2,010 0.6% Oil Fuel? 0 2,011 2,020 0.7% Coal Fuel? 0 Maintenance 1,998 2,030 0.5% Wood/Renewable 0 Replacement 1,998 2,030 0.0% Inflation(Nominal not used) 1,998 2,030 3.5% �. $1,543,913 =30-year LCC ----- --- A N-N-U A L REAL CASH FLOWS---------- ----------------------------------------- (Begin) First& Annual Annual Annual Total Present Present Present Year Replace. Maint. Nat.Gas Electric Annual Worth Worth of Worth of Costs Costs Costs Costs Costs Factor Annual Cumulative 2001 $462,193 $10,000 $0 $30,104 $40,104 (1+i)^-n Costs Costs 2,001 $462,193 $462,193 1.00 $462,193 $462,193 2,002 0 10,050 0 30,315 40,365 0.98 39,612 501,805 2,003 0 10,100 0 30,527 40,627 0.96 39 126 540,931 2,004 0 10,151 0 30,741 40,891 0.95 38,646 579,578 2,005 0 10,202 0 30,956 41 157 0.93 38,172 617 750 2,006 0 10,253 0 31 172 41 425 0.91 37 704 655,455 2,007 0 10,304 0 31,360 41,663 0.89 37,214 692,669 2,008 0 10,355 0 31,548 41,903 0.88 36,730 729,399 �.. .y 2,009 0 10,407 0 31 737 42,144 0.86 36,253 765,652 2,010 0 10,459 0 31,927 42,387 0.84 35,782 801434 2,011 0 10,511 0 32,119 42,630 0.83 35,316 836,750 -i 2,012 0 10,564 0 32,312 42,876 0.81 34,857 871,608 �- 2,013 0 10,617 0 32,506 43122 0.80 34,404 906,012 2,014 0 10,670 0 32,701 43,370 0.78 33,957 939,969 2,015 64,645 10,723 0 32,897 108,265 0.77 83,186 1,023,155 2,016 0 10,777 0 33,094 43,871 0.75 33,080 1,056,235 2,017 0 10,831 0 33,326 44157 0.74 32,674 1,088,909 2,018 0 10.885 0 33,559 44 444 0.73 32,274 1 121 183 9 2,019 0 10,939 0 33,794 44,733 0 71 31,878 1 153,061 I: 2,020 0 10,994 0 34,031 45,025 0.70 31488 1184,549 2,021 0 11,049 0 34,269 45,318 0.69 31102 1,215,651 2,022 0 It 104 0 34,509 45,613 0.67 30,721 1,246,371 2,023 0 11 160 0 34750, 45,910 0.66 30,344 1,276,715 2,024 0 11,216 0 34,993 46,209 0.65 29,972 1,306,688 2,025 0 11,272 0 35,238 46,510 0.64 29,605 1,336,293 2,026 0 11,328 0 35 485 46,813 0.62 29,242 1,365,535 I. 2,027 0 11,385 0 35733 47118 0.61 28,884 1,394419 2,028 0 11 442 0 35,984 47 425 0.60 28,530 1422,949 2,029 0 11 499 0 36,236 47 734 0.59 28,181 1 451 130 2,030 64,645 11,556 0 36,489 112,690 0.58 65,288 1,516,419 2,031 0 11,614 0 36,745 48,359 0.57 27,495 1,543,913 Totals: $591 483 $324414 $0 $1;001,050 $1,916,948 $1,543,913 =30-year LCC 1st+Rep] Maint Fuel Elec I' f q Rice Group, Inc. Job Name Basis for Estimate Rice Job Number Jefferson Elementary School [ ] No Design Completed 01-077 Description (X1 Preliminary Design Cost Estimate [ I Final Design Date: 07/31/2001 Baseline Air to Air Heat Pumps [ ] Other (Specify) QUANTITY I ENGINEERING ESTIMATE DESCRIPTION NUMBER UNIT UNIT COST TOTAL Baseline Individual split system heat pumps with i air cooled outdoor condensing units,supplemental electric heaters,DDC Temperature Controls and air side economizers. D Services i, D10 General Conditions D1010 Mobilization $0.46 $16,992 D1020 Submittals $0.28 $10,343 D1025 Commissioning $0.28 $10,343 D1030 Close-out $0.74 $27,336 D30 Heating,Ventilating and Air Conditioning (HVAC)Systems (` D3010 Fuel Supply Systems $0.00 D3030 Heat Rejection Systems $1.90 $70,186 Air Cooled Heat Pumps w/fan coil units D3040 Heat Distribution Systems $3.50 $129,290 Ductwork only D3060 HVAC Controls and Instrumentation $140 $51716 D3080 HVAC Systems Testing Adjusting $0.10 $3,694 and Balancing i D40 Fire Protection Systems D4010 Fire Protection Sprinkler Systems $2.52 $93,089 Subtotal $412,989 Add Subcontractor Mark-up @ 15% $61,948 Total Subcontractor Cost to General: $474,937 i IT. i MENG Form 3-15-96 Sheet 1 Rice Group, Inc. Job Name Basis for Estimate Rice Job Number Jefferson Elementary School [ I No Design Completed 01-077 Description [X] Preliminary Design Cost Estimate [ ] Final Design Date: 07/31/2001 Alternate 1 Water Source Heat Pumps 1. j Other (Specify) QUANTITY ENGINEERING ESTIMATE DESCRIPTION I NUMBER I UNIT UNIT COST TOTAL C^ h Alternate 1 Water source heat pumps with closed circuit fluid cooler propane fired hot water boilers,variable speed pumps, DDC temperature controls and air side economizers, T D.Services D10 General Conditions- D1010 Mobilization $0.46 $16,992 D1020 Submittals $0.28 $10,343 D1025 Commissioning $0.28 $10,343 D1030 Close-out $0.74 $27,336 i. D30 Heating,Ventilating and Air Conditioning (HVAC)Systems D3010 Fuel Supply Systems $0.19 $7,019 D3020 Heat Generating Systems Boiler Gas Fired Hot Water 750 MBH $0.50 $18,470 Boiler Flue, 16' Dia. $0.06 $2,216 Boiler Controls $0.06 $2,216 Pipe&Fittings $0.23 $8,496 �. Pipe Insulation $0.01 $369 D3030 Heat Rejection Systems Cooling Tower 100 Ton,Centrifugal,Pan Heater $0.60 $22,164 j, Pipe&Pipe Insulation to Cooling Tower $0.10 $3,694 Heat Pump,3 Ton,with Valves and Filters $2.20 $81,268 D3040 Heat Distribution Systems Heat Pump Water Pumping System: Water Pump,7.5 hp $5,000.00 $10,000 Pipe Valves and Fittings $2.20 $81,268 Pump Control Panel $2,500.00 $2,500 f Disconnects&Wiring $3,500.00 $3,500 Pump Supports $750.00 $1,500 Ductwork,GRD's $3.50 $129,290 f' D3060 HVAC Controls and Instrumentation $2.78 $102,693 D3080 HVAC Systems Testing Adjusting $0.22 $8,127 and Balancing D40 Fire Protection Systems ;i D4010 Fire Protection Sprinkler Systems $2.52 $93,089 j Subtotal: $642,893 j Add Subcontractor Mark-up 15% $8,127 Total Subcontractor Cost to General: $651,0201 I MENG Form 3-15-96 Sheet 2 i i Rice Group, Inc. Job Name Basis for Estimate Rice Job Number Jefferson Elementary School C 1 No Design Completed 01-077' Description (X) Preliminary Design Cost Estimate ( 1 Final Design Date: 07/31/2001 Alternate 2 Fan Coil Units w/Boiler ( 1 Other (Specify) ( ] QUANTITY ENGINEERING ESTIMATE DESCRIPTION I NUMBER UNIT UNIT COST TOTAL r Alternate 2 Individual fan coil units with integral hot water and chilled water coils,centrifugal chiller with cooling tower heating provided by propane boilers,DDC controls and air side economizers. i� i D.Services D10 General Conditions D1010 Mobilization $0.46 $16,992 }} 01020 Submittals $0.28 $10,343 !I D1025 Commissioning $0.28 $10,343 D1030 Close-out $0.74 $27,336 fi D30 Heating,Ventilating and Air Conditioning (HVAC)Systems D3010 Fuel Supply Systems $0.19 $7,019 D3020 Heat Generating Systems r Boiler Gas Fired Hot Water 750 MBH $0.37 $13,668 Boiler Flue, 16"Dia. $0.06 $2,216 Boiler Controls $0.06 $2,216 CT' Pipe&Fittings $0.23 $8,496 1: Pipe Insulation $0.01 $369 D3030 Heat Rejection Systems Cooling Tower 100 Ton,Centrifugal, Pan Heater $0.50 $18,470 Chilloner 100 T $2.00 $73,880 Pipe&Pipe Insulation to Cooling Tower $0.10 $3,694 Fan Coil Units,3 ton $175 $64,645 D3040 Heat Distribution Systems i-= Hydronic Pumping System: Water Pump,7.5 hp $5,000.00 $10,000 Pipe Valves and Fittings $3.50 $129,290 Pump Control Panel $2,500.00 $2,500 Disconnects&Wiring $3,500.00 $3,500 Pump Supports $750.00 $1,500 - Ductwork,GRD's $3.50 $129,290 f i D3060 HVAC Controls and Instrumentation $3.00 $110,820 D3080 HVAC Systems Testing Adjusting $0.22 $8,127 and Balancing ;i G`y 040 Fire Protection Systems 04010 Fire Protection Sprinkler Systems $2.52 $93,089 ' Subtotal: $747,803 Add Subcontractor Mark-up 15% $8,127 Total Subcontractor Cost to General: $755,930J i I: MENG Form 3-15-96 Sheet 3 Rice Group, Inc. Job Name Basis for Estimate Rice Job Number Jefferson Elementary School [ ) No Design Completed 01-077 Description [X) Preliminary Design Cost Estimate [ ) Final Design Date: 07/31/2001 Alternate 3 Fan Coil Units, elect. Ht. & DX [ ) Other (Specify) ¢ QUANTITY I ENGINEERING ESTIMATE DESCRIPTION NUMBER UNIT UNIT COST TOTAL j.� Alternate 3 Individual fan coil units with integral electric resistance heaters and direct expansion cooling coil,air cooled outdoor condensing units,DDC temperature controls and air side economizers. D Services D10 General Conditions. D1010 Mobilization $0.46 $16,992 D1020 Submittals $0.28 $10,343 D1025 Commissioning $0.28 $10,343 D1030 Close-out $0.74 $27,336 D30 Heating,Ventilating and Air Conditioning p;1 (HVAC)Systems D3610 Fuel Supply Systems $0.00 D3030 Heat Rejection Systems Air Cooled condensers w/fan coil units&Elect.Ht. $2.50 $92,350 D3040 Heat Distribution Systems $3.50 $129,290 Ductwork only D3060 HVAC Controls and Instrumentation $1.85 $68,339 D3080 HVAC Systems Testing Adjusting $0.10 $3,694 and Balancing C: 040 Fire Protection Systems D4010 Fire Protection Sprinkler Systems $2.52 $93,089 i. h Subtotal: $451,776 Add Subcontractor Mark-up @ 15% $67,766 f` Total Subcontractor Cost to General: $519,542 L F L I_ L1 his i• , �7 MENG Form 3-15-96 Sheet 4 Rice Group, Inc. Job Name Basis for Estimate Rice Job Number Jefferson Elementary School [ ] No Design Completed 01-077 Description [X] Preliminary Design Cost Estimate [ ] Final Design Date: 07/31/2001 _ Alternate 4 FCU, Elect. Ht., No Cooling [ ] Other (S ecif QUANTITY ENGINEERING ESTIMATE DESCRIPTION NUMBER UNIT I UNIT COST TOTAL Alternate 4 Same as Alternate 3 except delete the air conditioning capability(DX cooling coil and outdoor condensing units). D Services D10 General Conditions D1010 Mobilization $0.46 $16,992 D1020 Submittals $0.28- $10,343 D1025 Commissioning $0.28 $10,343 I D1030 Close-out $0.74 $27,336 D30 Heating,Ventilating and Air Conditioning (HVAC)Systems D3010 Fuel Supply Systems $0.00 D3030 Heat Rejection Systems Fan coil units&Elect.Ht. $1.50 $55,410 �^ D3040 Heat Distribution Systems $3.50 $129,290 f Ductwork only D3060 HVAC Controls and Instrumentation $1.50 $55,410 D3080 HVAC Systems Testing Adjusting $0.10 $3,694 I and Balancing D40 Fire Protection Systems i D4010 Fire Protection Sprinkler Systems $2.52 $93,089 I t Subtotal: $401,907 Add Subcontractor Mark-up @ 15% $60,286 Total Subcontractor Cost to General: $462,193 i I i :j i I �` MENG Form 3-15-96 Sheet 5 Rice Group, Inc. Job Name Basis for Estimate RICE Job Number Jefferson Elementary [ I No Design Completed 01-077 Description [ XI Preliminary Design Annual Operating & Maintenance Cost Est. [ I Final Design Date: 07/31/2001 nI Baseline Systems OtherS eci QUANTITY ENGINEERING ESTIMATE DESCRIPTION NUMBER UNIT UNIT COST TOTAL Baseline Individual air cooled split system heat pumps with supplemental electric j heaters Adjust Economizer Dampers 25 EA 2500 $625 D3050 Terminal and Packaged Units Service Outdoor Heat Pump Units 25 EA 100.00 $2,500 Service Heat Pump Filters, Fans, & Valves 25 EA 30000 $7,500 I' Total $10,625 L,. Ic I. I. LJ f fL �J i I Rice Group, Inc. Job Name Basis for Estimate RICE Job Number Jefferson Elementary [ I No Design Completed 01-077 Description [X] Preliminary Design — Annual Operating & Maintenance Cost Est. I I.Final Design Date: 07/31/2001 Alternate 1 Water Source Heat Pumps Other(Specify) QUANTITY ENGINEERING ESTIMATE DESCRIPTION NUMBER UNIT UNIT COST TOTAL i. Alternate 1 Water source heat pumps with closed circuit fluid cooler Propane fired hot - water boilers, variable speed pumps. i' C D3020 Heat Generating Systems r Sevice Gas Burner at Boiler 2 EA 42000 $840 D3030 Cooling Generating Systems Service Cooling Tower&water treatment 1 EA 3,500.00 $3,500 D3040 Heat-Distributing Systems Heating Water Pump System: Service Water Pump 7.5 hp 4 EA 17500 $700 Balancing 1 LS 15000 $150 Adjust Economizer Dampers 25 EA 2500 $625 D3050 Terminal and Packaged Units Service Heat Pump Filters, Fans, &Valves 25 EA 35000 $8,750 Total $14,565 f, . Rice Group, Inc. Job Name Basis for Estimate RICE Job Number Campbell Hill Elementary School I 1 No Design Completed 01-077 Description I X1 Preliminary Design Annual Operating & Maintenance Cost Est. ( 1 Final Design Date: 07/31/2001 Alternate 2 Fan Coil Units HW & Chilled Water Other(Specify) QUANTITY ENGINEERING ESTIMATE DESCRIPTION NUMBER UNIT UNIT COST TOTAL Alternate 2 Individual fan coil units with -- integral hot water and chilled water coils centrifugal chiller with cooling tower heating provided by propane boilers, DDC { controls and air side economizers. i Adjust Economizer Dampers 25 EA 2500 $625 !� D3040 Heat Distributing Systems Heating-Water-Pump System: (^ Service Water Pump, 25 hp 2 EA 175.00 $350 Balancing 1 LS 15000 $150 i; Chilled Water Pump System. Service Water Pump 25 hp 2 EA 175.00 $350 Balancing 1 LS 15000 $150 Sevice Gas Burner at Boiler 2 EA 42000 $840 Centrifugal Chiller Tune-up & adjustments 1 LS 1,00000 $1000 f Service Cooling Tower&water;treatment 1 EA 2,50000 $2,500 { ; D3050 Terminal and Packaged Units Service Heat Pump Filters, Fans, &Valves 25 EA 300.00 $7,500 Total $1.3,465 i� i I.� r, l Rice Group, Inc. Job Name Basis for Estimate RICE Job Number Jefferson Elementary I I No Design Completed 01-077 Description I X] Preliminary Design Annual Operating &Maintenance Cost Est. I ] Final Design Date: 07/31/2001 Alternate 3 Fan coil units with elect. Ht. & DX Cooling r I Other(Specify' QUANTITY ENGINEERING ESTIMATE DESCRIPTION NUMBER UNIT UNIT COST TOTAL i Alternate 3- Individual fan coil units with integral electric resistance heaters and direct expansion cooling coil, air cooled outdoor condensing units, DDC temperature controls ' and air side economizers. i D3020 Heat Generating Systems Clean &repair electric heaters 25 EA 50.00 $1,250 Service Outdoor Condensing Units 25 EA 100.00 $2,500 D3050 Terminal-and Packaged Units Service Fan Coil Filters, Fans, &Valves 25 EA 300.00 $7,500 1. I Total $11,250 46 1 F, �J i f Rice Group, Inc. Job Name Basis for Estimate RICE Job Number Jefferson Elementary [ I No Design Completed 01-077 Description [ X] Preliminary Design Annual Operating & Maintenance.Cost Est. [ I Final Design Date: 07/31/2001 Alternate 4 Fan coil units with elect. ht. &no cooling Other(Specify) QUANTITY ENGINEERING ESTIMATE DESCRIPTION NUMBER UNIT UNIT COST TOTAL I i Alternate 4-Same as Alternate 3 except delete the air conditioning capability (DX cooling coil and outdoor condensing units). is D3020 Heat Generating Systems i H Clean & repair electric heaters 25 EA 100.00 $2,500 4� D3050 Terminal and Packaged Units Service Fan coil motor filters,fans, &valves 25 EA 300.00 $7,500 Total $10,000 r i� I' Imo,. -J " � P t I -- �- i I I 1 .aa i� ;1 S� t`� Loo;lm- mmm `.i Tom— R :i i '1 , I j 3 -—-—-—-—-—-—-—-—-— LINCOLN STREET X-x-x-k- -x x 1KP=X—AT X —x—x'x-._X \ g � � I I �` \ � I � Iii � Tit \per x I � �� I I All ilt- ?I - v,-w' 11 Vo %AA ; I � p \ IL WIN 6 OR ii frn 1 1 ; � I L) LM 520' 7 z I d-- nit rq rl ------- ------------ CHASE STREET Z 19 104 F Dkm REMODEL & ADMON To MMED UNDBIMqg�M-rM • JEFFERSON SCHARC OOL HITECTS , 0010L NO.01024 PORT ANGELES, WASHWGTON me ft'dh%"Do OL ftft MWU%VA DO= er ♦ra MMM(NO)