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Permit 0513-M - HOLADAY PARKS
0513-m 91-078 holaday parks inc hvac 4600 south 134th place . : CODE' COMP IANCE . ...:...: :,.' u P •k lG : 1 . FIRE PR• E TI•N: EMEMNIMODetectors • N/A m - ems): DESCRIPTION OF WORK: Add rooftop air conditioning units, supply and return and exhaust ductwork :rilles re_isters diffusers exhaust fans cabinet heaters CONTRAC • : Holada - Parks . Inc . APPROVED FOR i ' / , : . -7 .� / BUILDING ISSUANCE BY: /,/./ f , ; ,` : . / OFFICIAL ..� DATE: - .2 - Yl Seattle, I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this mechanical permit. / V / • SIGNATURE: C .( //t L /2 / - /t (_- - Ail t (2 t DATE: 4- ' ",- • -/ PRINT NAME: (' (%1" /0/ i '((, -- k COMPANY: ' :.:.::.. ..:. : AR al E C r IAIPORMAT/ON:::: :::€ .: i:';;:. >::.: .:: :14 ::;< :>: >s:: : , SITE ADDRESS: 4600 S 134 P1 SUITE NO. PROJECT NAME/T N NT: Holaday Parks, Inc ( VALUE OF WORK: $ 69,300.00 TYPE OF WORK: (New /Addition 0 Modifications (1 Repair ( ) Other: DESCRIPTION OF WORK: Add rooftop air conditioning units, supply and return and exhaust ductwork :rilles re_isters diffusers exhaust fans cabinet heaters PflOPERTY OWNER: Holaday - Parks, inc. (PHONE: 292 - 1160 AI/DRESS: 616 First Avenue, Suite 600, Seattle, WA !ZIP: 98104 CONTRAC • : Holada - Parks . Inc . PHONE: 292 - 1160 ADDRESS: 616 First Avenue, Suite 600, Seattle, WA ZIP: 98104 WA. ST. CONTRACTOR'S LICEN ► • HOLADPI379NO EXPIRATION DATE..! 9 -01 -91 CITY OF TUKWILA Department of Community Development - Building Division u wi a 9 188 6300 Southcenter Boulevard, T k 'I WA 98 (206) 431 -3670 MECHANICAL PERMIT NO. VL. - �- ) DATE ISSUED: V INSPECTION WORD fell fo___ tlorls AI_:Ioasf _ hou ___ sdvsr► l DATE DATE(S) REQUIRED INSPECTIONS PHONE NO. APPROVED INSPECTOR CORRECTION NOTICE ISSUED 1 - Rough - inNents /Ducts 2 - Fire Final 3 - Planning Final 4 - 5 - Mechanical Final n 431 -3670 575 -4407 431 -3680 1 c'j MECHAN'CAL PERMIT (POST WITH PLANS IN A CONSPICUOUS LOCATION) • Other: FEES AMOUNT RECEIPT #1 DATE'.. Basic Permit Fee Unit Fee $15.00 i `f j ; 120.50 9D � 4.a 'TOTAL 69.38 Plan Check No.: 91 -078 -M OTHER AGENCIES: Plumbing/Gas Piping - King County Health Department (296 -4732) Electrical - Washington State Department of Labor and Industries (277 -7272) This permit shall become null and void if the work is not commenced within 180 days from the date of . issuance, or if the work is suspended o r abandoned for period of 180 days from the last inspectio PERMIT NO. CONTAdTED v DATE READY ✓, 1 9 ( DA E NOTIFIED )/ a & q ' Bit & PERMIT EXPIRES 2nd NOTIFICATION BY: (Init.) AMOUNT OWING L( 3RD NOTIFICATION BY: ) MECHANICI. PERMIT APPLICATION TRACKING PLAN CHECK NUMBER �i - 01 -m, ciit BUILDING - initial review cg FIRE O PLANNING O OTHER ,BUILDING - firm' rAViAw REVIEW COMPLETED PROJECT NAME SITE ADDRESS INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that any time the status of the project may be ascertained. • Plan corrections shall be completed and approved prior to sending on to the next department. • Any conditions or requirements for the permit shall be noted on the plans or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ". DEPARTMENTAL REVIEW "X" In box indicates which departments need to review the project. . i..r.r r ?� ` �i'' ir:�: >$:i�i:� M1 �r � �'ioiif .•" Trc • :11-1 VV p f ei" I - • ((ROUTED) s/ z' INIT: INIT: P `�i'L �:•:iY 2511 5- 23911 INIT: - \o o4& Par Kam, :_nc . I /�//��qq•�� �J 1 SUITE NO. 4 d.f Cr., CONSULTANT: bate Sent - FIRE PROTECTION: r Sprinklers FIRE DEPT. LETTER DATED: 5- z y- 9 SCREENING REQUIRED? REFERENCE FILE NOS.: UMC EDITION (year): ( q V (Yes 5:{ Date Approved � Detectors f ) N/A INSPECTOR: Yes =IMO SITE ADDRESS SUITE # 4600 SOUTH 134th PLACE VALUE OF CONSTRUCTION - $ $69,300.00 PROJECT NAME/TENANT HOLADAY- PARKS, INC. TYPE OF WORK: ® New /Addition Q Modifications Q Repair Q Other: DESCRIBE WORK TO BE DONE: Add rooftop air conditioning units, supply & return & exhaust ductwork, grilles, registers, diffusers, exhaust fans, cabinet heaters, unit heaters, gas pipin ..... TYPE.. :. .:.<:<... >::.:::.;:;:::;:::,:<. ,.;:.;::: ,:::::<::: RATING/SIZE UNITS >::;: ; :: �::::::.,> : >: >::: >:: �:<:>:.::>:>.;:: : >�:.:�:::: >;:: >:::��:: >:::;RAT SIZE . . SEE EQUIPMENT SCHEDULE IIM -5 ZIP 98104 WA. ST. CONTRACTOR'S LICENSE # Ho- LA- DP- I379N0 EXP. DATE 9 /1/91 BUILDING USE (office, warehouse, etc.) OFFICE NATURE OF BUSINESS: MECHANCIAL CONTRACTORS WILL THERE BE A CHANGE IN USE? ® No 0 Yes IF YES, EXPLAIN: WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? ® No 0 Yes IF YES, EXPLAIN: PROPERTY OWNER HOLADAY- PARKS, INC. PHONE 292 -1160 ADDRESS 616 1st AVENUE, SUITE 600 SEATTLE ZIP 98104 CONTRACTOR HOLADAY- PARKS, INC. PHONE 292 -1160 ADDRESS 616 1st AVENUE, SUITE 600 SEATTLE ZIP 98104 WA. ST. CONTRACTOR'S LICENSE # Ho- LA- DP- I379N0 EXP. DATE 9 /1/91 . DESCRIPTION •..: • :::::,.:',.AMOUNT::.:: RCPT.It : .. • DATE :... BASIC :PERMIT $15.00 UNIT(S) FEE 0Qb PLAN _CHECK: FEE::::: 3"_f6 OTHER• TOTAL `- 10 CITY OF TUKWILA Department of Community Development - Building 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 PLAN CHECK NUMBER ��� —m APPLICATION MUST BE FILLED OUT COMPLETELY MECHAi :JCAL PERMIT APPLICATION Mechanical Fee Worksheet must also be filled out and attached to this application. FEES (for staff use only) BUILDING OWNER OR AUTHORIZED AGENT CONTACT PERSON ADDRESS DATE APPLICATION D 616 1st AVENUE, SUITE 600 SEATTLE CORINNA RATYNSKI /JEANIE THORNTON DATE PHONE 5/13/91 292 -1160 CITY /ZIP 98104 PHONE 292 - 1160 APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. A completed "Mechanical Permit Fee Worksheet" must accompany this permit application. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and Dia1i� +i+u i Go w uo at,A;tiu►8ii ;or uia+l rc iovr. BUILDING OWNER / AUTHORIZED AGENT If the applicant is other than the owner, registered architectengineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. VALUATION OF CONSTRUCTION The valuation is for the work covered by this permit and must be filled in by the applicant. This figure is used for budget reporting purposes only and not to calculate your fees. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.- The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 304(d) of the Uniform Mechanical Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development at 431 -3670. DATE APPLICATION EXPIRES 06/16/00 g SIiMrrrAL CHECIIST MECHANICAL Completed mechanical permit application (one for each structure or tenant) Two (2) sets of mechanical plans, which include: • Floor plan • System layout • Elevations (for roof mounted equipment) • Heat Loss Calculations C Structural calculations stamped by a Washington State licensed engineer may be required if structural work is to be done (2 sets) Note: Hood and duct systems require a building permit for the duct shaft. DESCRIPTION UNIT COST NO. OF UNITS X TOTAL COST BASIC FEE $15.00 SUPPLEMENT PERMIT FEE $4.50 1 Installation or relocation of each forced -air gravity -type furnace or burner, including ducts and vents attached to such appliance, up to and Including 100,000 Btu/h. $9.00 X 2 Installation or relocation of each forced -air or gravity -type furnace or burner, including ducts and vents attached to such appliance over 100,000 Btu /h. $11.00 x 3 Installation or relocation of each floor furnace, including vent. $9.00 X 4 Installation or relocation of each suspended heater, recessed wall heater or floor- mounted unit heater. $9.00 2— X Ra 5 Installation, relocation or replacement of each appliance vent installed and not included in an appliance permit. $4.50 x 6 Repair of, alteration of, or addition to each heating appliance, refrigeration unit, cooling unit, absorption unit, or each heating, cooling, absorption, or evaporative cooling system, including installation of controls regulated by this code. $9.00 X 7 • Installation or relocation of each boiler or compressor to and including three horsepower, or each absorption system to and including 100,000 Btu /h. $9.00 x 8 Installation or relocation of each boiler or compressor over three horsepower to and including 15 horsepower, or each absorption system over 100,000 Btu /h and including 500,000 Btu /h. $16.50 X 9 Installation or relocation of each boiler or compressor over 15 horsepower to and including 30 horsepower, or each absorption system over 500,000 Btu /h to and including 1,750,000 Btu/h. $22.50 X 10 Installation or relocation of each boiler or compressor over 30 horsepower to and including 50 horsepower, or for each absorption system over 1,000,000 Btu /h to and including 1,750,000 Btu /h. $33.50 x 11 Installation or relocation of each boiler or refrigeration compressor over 50 horsepower, or each absorption system over 1,750,000 Btu /h. $56.00 X 12 Each air - handling unit to and including 10,000 cubic feet per minute, including ducts attached thereto. (NOTE: This fee shall not apply to an air - handling unit which is a portion of a factory- assembled appliance, cooling unit, evaporative cooler or absorption unit for which a permit is required elsewhere in this code.) $6.50 9 X �, . .) 13 Each air - handling unit over 10,000 cfm. $11.00 X 14 Each evaporative cooler other than a portable type. $6.50 X 15 Each ventilation fan connected to a single duct. $ 4.50 1- 1 x IT. c id toc;i1 ventilation system wnicn is not a portion of any heating or air - conditioning system authorized by a permit. $6.50 X 17 Installation of each hood which is served by mechanical exhaust, including the ducts for such hood. $6.50 X 18 Installation or relocation of each commercial or industrial -type incinerator. $11.00 X 19 Installation or relocation of each commercial or industrial -type incinerator. $45.00 X 20 I Each appliance or piece of equipment regulated by the code but not classed in other appliance categories, or for which no other fee is listed In this code. $6.50 L X D(0,0() 135. �. 06/IW90 SUBTOTAL PLAN CHECK FEE 1 b 33 rt r_ $ IVI / 3 GRAND TOTAL CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 THIS WORKSHEET MUST ACCOMPANY YOUR MECHANICAL PERMIT APPLICATION. MECHAi(. AL PERMIT FEE WORKSHEET , Project Name / Addres s L /r6 . y • Authorized Signature FINALAPP.FRM ....(:) City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188-7661 (206) 575-4404 Needs shift inspection TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM FT /Retain current inspection schedule __Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: // Hood & Duct: Halon: Monitor: re • ,, • Pre-Fire: Permits: Gary L. VanDusen, Mayor i Control No. , Permit No. ,ic ,/ 2, --- ■ • - ' Suite # Date T.F.D. Form F.P. 85 CITY OF TUKWILA 62o0 SOUT 10ENTER BOULEVARD, TUKWIL1, 11'ASIIINGTON 08188 Plan Check #91- 078 -M: Holaday- Parks, Inc. 4600 S 134 P1 /'HONE d %01;) 4;1Y• 1800 Gary L. VanDusrn, Mayor THE FOLLOWING COMMENTS APPLY TO AND BECOME PART O E APPROVED 0 PLANS UNDER TUKWILA MECHANICAL PERMIT NUMBER / - m 1. No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. 2. Plumbing permit shall be obtained through the King County Health Department and plumbing will be inspected by that agency, including all gas piping (296- 4722). 3. Electrical permit shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (277- 7272). 4. All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. 5. Readily accessible access to roof mounted equipment is required. 6. Any exposed insulations backing material to have Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 7. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition), Washington State Energy Code (1990 Edition), and Washington State Regulations for Barrier Free Facility (1990 Edition). 8. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for , or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Fire Department Review (513) Control #91 -078 -M Dear Sir: May 22, 1991 Gary L. VanDusen, Mayor Re: Shamrock Center Building - 4600 South 134th Place, Bldg. B, Tukwila, Wa. The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. All sprinkler drawings shall be prepared by companies licensed to perform this type of work. Drawings shall first be approved by the Washington Survey & Rating Bureau, Factory Mutual Engineering or Industrial Risk Insurers, then by the Tukwila Fire Department. No sprinkler work shall commence without approved drawings. (City Ordinance. #1528 & NFPA 13, 1 -9.1) (UFC 10.305) (Duct work over 4' wide or which obstructs the sprinkler system will require protection above and below the duct). Maintain sprinkler protection for all enclosed areas. (NFPA 13, 4- 1.1.1) (UFC 10.302) 2. H.V.A.C. units rated at 2,000 cfm require auto - shutdown devices. These devices shall be separately zoned in the alarm panel and local U.L. Central Station supervision is required. 3. All required occupancy separations, area separation walls, and draft -stop partitions shall be maintained and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 10.401) (Protect penetrations in rated walls). Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Gary L. VanDusen, Mayor The Tukwila Fire Prevention Bureau PROJECT: c,_ �...7n rto,2 (;, PERMIT NO. (257 ,ei, SITE ADDRESS: 416) cx.3 cSp , A. ` -6 Ax _ DATE CALLED: TYPE OF INSPECTION: A Li _ --- DATE WANTED : ' m ' C j--/ .�-'�/ a.m. SPECIAL INSTRUCTIONS: REQUESTER: PHONE NO.: INSPECTION RESULTS /COMMENTS: 74 7; / 1 INSPECTOR: E G.,c,t' ■�1h - DATE: r 'f_/3 —' / . u ,,.... aea..,.......,..,...... u..,» n...... n... a..,.,,..r,..,... a„>....._.. ...w,.�. CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: S .I `__ CL -p, PERMIT NO. 0 DATE CALLED: / SITE ADDRESS: `C ' # ( 3 TYPE OF INSPECTION: ( Int„,e/&vgA./e, G DATE WANTED: g - /t - '7 / SPECIAL INSTRUCTIONS: REQUESTER: PHONE NO.: 433- 3715 INSPECTION RES /COMMENTS: I s rir .. ..,/ v J / INSPECTOR: / / DATE: ?--/O-9/ CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 a::`...,.._. ...M.. ..� ;aan:� M ;ter -x.;, s _.....,,. CITY OF TUKWILA Building Division 8200 Soulhcentor Blvd. Tukwila, WA 98188 433-1845 Permit No. 5 3 t Date _...,f / f1, Job Address sly 3 / CORRECTION NOTICE The following items are found to be in violation of Ordinan ce and shall be corrected. B -e /o) 7, 4/6i' / zse I7, i r� Gi 7 4 - A �a c , •- L r Signed Bui ing Official/Inspector PROJECT: h .Jlij LA,. ! - PERMIT NO. • — / SITE ADDRESS: i / I D Y ii DATE CALLED:. - j TYPE OF INSPECTION: C1/Vl,(�{�„� DATE WANTED: '7-' 3 r f m D.1t SPECIAL INSTRUCTIONS: REQUESTER: PHONE NO.: 43 g 1 INSPECTION RESULTS /COMMENTS: �? Q �1..1v"1i'Q...N . c c 110 r —. 1' A J 1 C .St- INSPECTOR: � k- 1, -- ) 2-__• DATE: * '. )- 9 1 r«� vovaa,x:': viv: t+.+ rvxu: rcxvr. v.:^ .aiux::t vf�,Y..nao�n, , fts�:rxrF xrP�.:±,� :+::% t-«•,^; H," n.» tr` Y' t."::'.''•.'F Y:, h.; t,' ifti..` tc:+„ r, 5! a: rt�si�' f:.: i! i, R: R:- U;:^. i;' �2k' s: Kfi $'flk"�SIUh.' . CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 4 1 -3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 CITY OF TUKWILA Building Division 6200 Southcenter Blvd, Tukwila, WA 98188 433.1845 Permit No, 0 5 k3` \Date 1 St f 1 Job Address 4 ( S (# 4 CORRECTION NOTICE The followipg items are found to be in violation of Ordinance tik and shall be corrected. P_''t AITY 0 ► F -FttS> A n -c i-L.. `Signe Building .Official /Ins•pector h 1 ORTANT]: MANUFACTURING OF THE TRUSSES WILL NOT BEGIN UNTIL SIGNED APPROVALS FROM THE CONTRACTOR, ARCHITECT, AND ENGINEER OF RECORD HAVE BEEN RECEIVED. The above is to'ascertain that all parties have reviewed the drawings, thus insuring that the order will be processed with the maximum degree of accuracy for all. ENGINEERS NORTHWEST, INC. is not responsible for the design or performance of this product. ENGINEERS NORTHWEST, INC. has reviewed the applied loads only for conformance to the construction documents and has reviewed absolutely nothing else. APR 0 4 1991 it z e j Date RECEIVED APR 03 iggt E M. v ENGINEER OF RECORDS: ENGINEERS NORTHWEST, INC. ARCHITECT: EDBERG /CHRISTIANSEN ARCHITECTS CONTRACTOR /OWNER: P.O. BOX 532 6013. 234'th S.E. WOODINVILLE, WA 98072 JOB NAME: SHAMROCK CENTER (2061 481 -0900 NORTHWEST STRUCTURAL SYSTEMS /SHAMROCK CENTER ASSOC. DATE: APPROVED BY: APPROVED BY: APPROVED BY: NOT BEGIN UNTIL TOR, ARCHITECT, RECEIVED. all parties us insuring ed with the - all. NGINEERS NORTHWEST, INC. STIANSEN ARCHITECTS JOB NAME: THWEST STRUCTURAL SYSTEMS /SHAMROCK CENTER ASSOC. (206) 481 -0900 SHAMROCK CENTER 3/11/91 APPROVED BY: APPROVED BY: APPROVED BY: DATE: P.O. BOX 532 6013 - 234th S.E. WOODINVILLE, WA 98072 _ Submittc.l No. ra - SUBMITTAL REVIEW has b- • checked fc compliance the Contract •lents as follows: Exceptions Taken Corrections as Noted Revise & Resubmit REJECTED as Unacceptable Note: In no way does this review relieve Subcontractor of respons- ibility for making all necessary dimensional and job checks rccuired for the complete and satisfactory instalration of his t•. -1c covered under t; terms ci i. ; S;:1;,:ontract. ROBERT E. C.-i r l r:. . z•i F,'.. t`T ION, INC. By __ _. _ Date T /" RECEIVED MAY 13 1991 PERMIT CENTER • r uesignieuaa uwision MAY 091991 RECEIVED 0 / o Cr CT 0 48" 6" 48" 45 96" .96" 72' 48" 1 1 1 0 9 96'-0" (12-EQUAL SPACES AT 96"o.c. " P.C. .-. — : I I B2 I B2 1 B2 , II B3 I B2 I 4 ill B5 III B2 B2 C I B3 Prit ■11W5 i ` �I ® Ill B5 III B2 . 1 2 il 111 (6 som 1 la © 1i 1B2 I OMB B2 , A B2 d B2 3111111ei .: : 5 4" GL I EAM 4 ,„411111111(44 1 -9" 0 A. Le J1 41111 el 11 B2 ^ `170 ^^8/I 5' i } ' - | ^r5' l/B" G.L. I B3 olia 1� i B3 "Cc Zo B2 c I\ I i 33' -6" -0" (12 -EQUAL SPACES AT 96 "o.c.) 33'- 33' —‘" GENERAL NOTES: 1. ALL TRUSSES SHALL BE SPACED AT 96 "o.c. UNLESS NOTED OTHERWISE. STEEL ANGLE LEDGER WITH (4x4) TOP PLATE TO 6" P.C. PANEL.(SEE STRUCTURAL PLANS) AN CONVENTIONAL FRAMING DESIGNED AND PROVIDED BY OTHERS. (SEE STRUCTURAL PLANS) `''\ INSERT TRUSS BETWEEN 96 "o . c . SPACING FOR MECHANICAL UNIT LOADS AS SHOWN. S. USE SIMPSON "HW416" JOIST HANGER FOR TRUSS TRUSS TO BEAM CONNECTION.(SEE SIMPSON CATALOG FOR HANGER INSTALLATION.) TYPICAL 6 3/4" GLU -LAM BEAM UNLESS NOTED OTHERWISE. (BEAM SHALL BE DESIGNED & PROVIDED BY OTHERS.) TYPICAL 6" P.C. PANEL WITH (4x4) CONTINUOUS NAILER ON STEEL ANGLE. HOLD -BACK TRUSS 1/4" FROM FACE OF BEAM FOR STEEL BRACKET AT BEAM TO BEAM CONNECTION.(SEE STRUCTURAL PLANS FOR JOIST HANGER DETAIL) , 9. "$$ "- DENOTES TYPICAL MECHANICAL UNITS OVER TRUSSES. (SEE MECHANICAL PLANS FOR LOADS)(8 -UNITS TOTAL) 10. 12KIDENOTES SKYLIGHT OPENING IN ROOF...DESIGNED AND PROVIDED BY OTHERS. CAUTION!!! MECHANICAL UNITS MUST BE LOCATED AS SHOWN. NOTIFY TRUSS ENGINEER FOR CHANGES IN LOCATION. JOB NAME: SHAMROCK CENTER (BUILDING - "B ") SCALE: 1/16" = 1 DATE: 3/ 8,/ 91 REVISION: 3/ 21/ 91 TRUSS CO.: ROOF TRUSS SUPPLY, INC. WOODINVILLE, WASH. PLAN: PARTIAL ROOF FRAMING RECEIVED CITY OF TIIKWILA MAY 1 3 1991 PERMITCENTER Design / bUIIa wVt�ion MAY 09 1991 RECEIVED (2) "CN18"- 3x17.9 SPLICE PLATES, ONE TO TOP & BOTTOM (TYP. (2) "CN18"- 3x17.9 SPLICE PLATES, ONE TO EACH FACE (TYP.) C -2.5x6 C -7x7.7 (4)C -3x7.7 (SPL) DOUBLE (4x2) BOTTOM CHORD BOTTOM CHORD SLICES MUST BE STAGGERED AS SHOWN. BOTTOM CHORD SPLICE DETAIL DOUBLE (4x2) 2400F MSR DOUG -FIR TOP & BOTTOM CHORDS (4) "CN18" 3x17.9 (SPL) (2) -4x2 C- 7x11.9 2400F (4x2) 2400F MSR DF TOP CHORD LET -IN C -7x9.4 (4) "CN18" 3x17.9 (SPL) 2100F TOP CHORD SPLICES MUST BE STAGGERED AS SHOWN. 1950F 1650F DOUBLE (4x2) TOP CHORD 1500F TOP CHORD SPLICE DETAIL C -7x9.4 C- 7x14.5 ** USE SIMPSON "HW416" JOIST HANGER SEE SIMPSON CATALOG FOR HANGER INSTALLATION. [NOTE: HANGERS SHALL BE PROVIDED BY OTHERS] ** 1450F 2 DOUG -FIR WEB $$$ %%y T)OhTRT.R (4Xo)1450f MSR TRUSS SPAN 30'- .00" LOAD DURATION INCREASE - I SPACED 96.0" O.C. LOADING LL + DL ON TOP CHORD - DL ON BOTTOM CHORD - TOTAL LOAD - SINGLE MEMBER FORCE T In -5480 R In 0 W I= T 2- --9222 B 2- 5400 W 2 T 3- ••12155 B 3- 9222 W 3 T 4- -14091 8 4- 12155 W 4 T 5- -14091 B 5- 15204 W 5- T 6- -15640 B 6- 15204 W 6 T 7- -15640 h 7- 12155 W 7- T 8- -14091 B 8- 9222 W B- T 9- -14091 13 9- 5400 W 9- TI0- -12155 1310- 0 W10= TIl- -9222 W11 212- -5400 W12 W13- WI4- W15 W16- W17 W18 W19- W26- W21- W22- W23- LEFT - 4800 RIGHT - BEARING AREA REQUIRED ESQ. JOINT 14 7.68 OF / 11.8 JOINT 24 7.68 DF / 11.8 LEDGER BEAM DESIGNED PROVIDED BY OTHERS (4x4) 412 DOUG -FIR VERTICAL LEG -DOWN 1200F ALL WEB MEMBERS: (4x2) STANDARD OR STUD GRADE HEM -FIR, UNLESS NOTED WEB %%% C- 5.5x9.4 < -- Span to 30 -00 -00 Symmetrical about centerline Scale: 1/2' JOB NAME: FT FILE NO.: FT-30-30-40(120) NOTES: DBL TCB .REF.: UBC -15 DATE: 1/30/1991 REV: 3/11/91 DES. BY: DJO SEQ W- C- 7x11.9 7 -00 -00 / C -7x7. C -7x9.4 5 -00 -00 "CN18" C- 5.5x9.4 9x13.6 C -3x6 115 - - MAXIMUM TO CENTERLINE OF TRUSS. 3 -00 -00 0 4 (30 ") CV (4x2) 2400F MSR DF TOP CHORD LET -IN 7x11.9 115 -00 -00 MAXIMUM TO CENTERLINE OF TRUSS. 2400F 2100F C -7x9.4 (4) "CN1 3x17.9 (SPL) C -7x9.4 5 -00 -00 1950F TOP CHORD SPLICES MUST BE STAGGERED AS SHOWN. DOUBLE (4x2) TOP CHORD C -7x9.4 C- 7x14.5 "CN18" C- 5.5x9.4 9x13.6 3 -00 -00 TOP CHORD SPLICE DETAIL C -3x6 ** USE SIMPSON "HW416" JOIST HANGER SEE SIMPSON CATALOG FOR HANGER INSTALLATION. [NOTE: HANGERS SHALL BE PROVIDED BY OTHERS] ** 1650F 1500F 1450F T 1- T 2- T 3- T 4- T 5- T 6- T 7- T 8- T 9- T10- T11- T12- LEFT - 4800 RIGHT - 4800 TRUSS SPAN 30 .00" LOAD DURATION INCREASE - 1.15 + SPACED 96.0" O.C. LOADING LL + DL ON TOP CHORD - 35.0 DL ON BOTTOM CHORD - 5.0 TOTAL LOAD - 40.0 SINGLE MEMBER FORCES -5400 -9222 -12155 - 14091 -14091 -15640 -15640 -14091 -14091 - 12155 - 9222 - 5400 R 1- 0 B .2 5400 B 3- 9222 B 4- 12155 B 5. 15204 B 6- 15204 b 7- B 8- B 9- 810- BEARING AREA REQUIRED 180. INI JOINT 14 7.68 DF / 11.85 HF JOINT 24 7.68 DF / 11.85 HF LEDGER BEAM DESIGNED & PROVIDED BY OTHERS (4x4) 4/2 DOUG -FIR VERTICAL LEG -DOWN 1200F 12155 9222 5400 0 W 1- W 2- W 3- w 4- W 5- W 6- W 7- w 8- W 9- w1a- WI1- W12- W13- W14- W15- W16- W17- W18- W19- W20- W21- W22- U23- PSF PSF PSF -4740 6915 - 4210 5142 - 3340 3946 - 2543 2689 - 653 -1546 605 - 653 605 - 1546 -653 2689 - 2543 3946 -3340 5142 - 4210 6915 - 4740 ALL WEB MEMBERS: (4x2) STANDARD OR STUD GRADE HEM -FIR, UNLESS NOTED BELOW: $$ MINIMUM 4x4 / ,0 %%2 DOITRT. (410)100f MSR WEB 7%% General Notes, unless otherwise noted: 1. Design to support loads as shown. All lateral force resisting elements such as temporary and permanent bracing to be designed and provided by others. 2. Design assumes the top and bottom chords to be laterally braced at 3' - 0" o.c. and at 12' - 0" o.c. respectively. 3. For recommended bracing details, see "Bracing Wood Trusses, BWT - 76" by the Truss Plate Institute. + 4. (1 x 4) continuous lateral web or chord bracing required to roof diaphragm where shown + . ++ 5. (2 x 4) impact bridging or lateral bracing recommended where shown ++ . 6. Installation of truss is the responsibility of the respective contractor. 7. Design assumes trusses are to be used in a non - corrosive environment and are for "dry condition" of use. 8. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 9. Design assumes adequate drainage is provided. 10. Plates shall be located on both faces of truss and placed so their center lines coincide with joint center lines. 11. "0" indicates flush positioning of plate. 12. Digits indicate size of plate in inches. 13. For basic design values of the Computrus Plate, indicated by the prefix "C ", see I.C.B.O. R.R. #4211. 14. The Computrus Net Section Plate is indicated by the prefix "CN ", the designator (18) indicates 18 ga. material is used. All others are 20 ga. 15. Nails shall be "Common" type unless noted otherwise. NOTE: SINGLE MEMBER FLAT TRUSS SPACED AT 8'- 0 "o.c. SUPPORTING LOADS AS SHOWN ABOVE LEFT. 1 /( /O 'TRUSSED BRACING PANEL "XX" BETWEEN TRUSSES FOR LATERAL STABILITY.1 /1 /// OFF PANEL SPLICE NOTE: OFF PANEL POINT SPLICES ARE LOCATED AT 1/5 THE PANEL LENGTH t6" AT EITHER END OF THE PANEL INDICATED. NOTE: FOR SHORTER SPANS NOT SHOWN, STUB OR DELETE WEBS SYMMETRICALLY ABOUT CENTERLINE OF TRUSS. DEFLECTION CRITERIA: LIVE LOAD L/680 TOTAL LOAD L/426 SS HF CITY O n 4AV t L 1441 PERMIT CENTER Design/ uun MAY RECE UMW 1991 VEIL ATTACH BRACE PURLIN WITH 1 NAILS STAGGER AT 9 "o.c. TYPICAL TRUSS SPACED AT 96 "o.c. C -3x4.3 (2)16d NAILS-PURLIN TO BRACE WEB (4x2) BRACE BOTTOM CHORD (4x2) BRACE TOP CHORD (4x2) BRACE WEBS (2)16d NAILS PURLIN TO VERTICAL IN BRACE WO/ (2)16d NAILS - PURLIN TO BRACE TOP CHORD FILE NO.: TRUSS "XX" NOTES: 2/2 REF.: TpI -15 DATE: 3/12/1991 DES. BY: RS /BP SEQ.: W PURLIN TOP CHORD BOTTOM CHORD WEB LEGEND (3)16d NAILS - BOTTOM CHORD OF BRACE TO BOTTOM CHORD OF TRUSS AT 96 "o.c. (2x4) OR (2x6) PURLINS AT 24 "o.c. WITH SIMPSON JOIST HANGER EACH SIDE TO TRUSS TOP CHORD BY OTHERS. 2400F C- 1.5x2.6 2100F (ATTACH TO PLYWOOD -1 DIAPHRAGM WITH 10d NAILS AT $ MINIMUM 2 x 4 1200F MSR WEB $ TYPICAL BRACE BETWEEN TRUSSES PURLIN (2)16d NAILS - PURLIN TO BRACE TOP CHORD (2)16d NAILS - PURLIN TO BRACE WEB (3)16d NAILS - BOTTOM CHORD OF BRACE TO BOTTOM CHORD OF TRUSS AT 96 "o.c. 96" I_ 24" TO 36" 1950F 1650F 1500F 1450F 1200F $$ MINIMUM 2 x 6 #2 HEM-FIR WEB $$ (a@ MINIMUM 2 x 8 #2 HEM-FIR WEB ®® ALL WEB MEMBERS: (4x2) STANDARD OR STUD GRADE HEM -FIR, UNLESS NO 2400F 2100F 1950F 1650F 1500F 1450F 1200F SS OF #1 DF #2[)F SS HF N t , _ X _ C II X ALL WEB MEMBERS: (4x2) IIMUM 2 x 4 1200E MSR WEB $ STANDARD $$ OR STUD GRADE HEM -FIR, UNLESS NOTED OTHERWISE: PERMIT CENTER MINIMUM 2 x 6 #2 HEM -FIR WEB $$ IIMUM 2 x 4 1450F MSR WEB $$$ ©0 MINIMUM 2 x 8 #2 HEM-FIR WEB @ j ATTACH TO PLYWOOD - DIAPHRAGM WITH 10d NAILS AT 9 "o.c. TYPICAL BRACE BETWEEN TRUSSES Pal co ATTACH BRACE TO PURL IN WITH 16d NAILS STAGGERED AT 9 "o.c. PURLIN AT 24 "o.c. (2)16d NAILS PURL IN TO VERTICAL IN BRACE (4x2) BRACE WEBS PURL IN (2)16d NAILS - PURLIN TO BRACE TOP CHORD (2) 16d NAILS - PURLIN TO BRACE WEB TYPICAL TRUSS SPACED AT 96 "o.c. (3)16d NAILS - BOTTOM CHORD OF BRACE TO BOTTOM CHORD OF TRUSS AT 96 "o.c. ) OR (2x6) PURLINS 4 "o.c. WITH SIMPSON T HANGER EACH TO TRUSS TOP D BY OTHERS. C -3x6 96" (8' —(r) C- 1.5x2.6 1 1/2" (4x21 - 24" TO 36" (OPTIONAL BRACE BOTTOM CHORD EXTENSION) } OPTIONAL TRUSS SPACED AT 24" TO 36 "o.c. 1 1/2" 1 1/2" General Notes, unless otherwise noted: 1. Design to support loads as shown. All lateral force resisting elements such as temporary and permanent bracing to be designed and provided by others. 2. Design assumes the top and bottom chords to be laterally braced at 3' - 0" o.c. and at 12' - 0" o.c. respectively. 3. For recommended bracing details, see "Bracing Wood Trusses, BWT - 76" by the Truss Plate Institute. + 4. (1 x 4) continuous lateral web or chord bracing required to roof diaphragm where shown + . ++ 5. (2 x 4) impact bridging or lateral bracing recommended where shown ++ . 6. Installation of truss is the responsibility of the respective contractor. 7. Design assumes trusses are to be used in a non-corrosive environment and are for "dry condition" of use. 8. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 9. Design assumes adequate drainage is provided. 10. Plates shall be located on both faces of truss and placed so their center lines coincide with joint center lines. 11. "0" indicates flush positioning of plate. 12. Digits indicate size of plate in inches. 13. For basic design values of the Computrus Plate, indicated by the prefix "C ", see I.C.B.O. R.R. #4211. 14. The Computrus Net Section Plate is indicated by the prefix "CN ", the designator (18) indicates 18 ga. material is used. All others are 20 ga. 15. Nails shall be "Common" type unless noted otherwise. Vesign/uuila uivision MAY 0 9 1991 RECEIVED TRUSS BRACE "XX "- REQUIRED FOR LATERAL STA- BILITY OF TRUSSES AT 96 "o.c. (SEE TRUSS LAYOUT FOR TYPICAL LOCATIONS) LAN ONG 1 TYP. TOP CHORD BOTTOM CHORD T1 28' -5" 27' -10" T2 28' -11 1/8" 28' -4 1/8" T3 28' -10 1/8" 28' -3 1/8" T4 28' -9 7/8" 28' -7 7/8" T5 28' -4 3/4" 27' -9 3/4" 4x4 l #2 DOUG -FIR BRG. BLOCK DOUBLE (4x2) 1450F MSR END VERT. WEB 4x4 DOUG WE 4x8 l #2 DOUG -FIR WEB 4x6 !P2 DOUG -FIR WEB (4x2) 2400F MSR TOP CHORD LET -IN DOUBLE 4X2 2400F MSR BOTTOM CHORD (2 EQUAL PANELS t AT TOP CHORD) DOUBLE 4X2 2400F MSR TOP CHORD BOTTOM CHORD ti , 2' -6" (4x2) 2400F MSR TOP CHORD LET —IN 4x4 112 DOUG —FIR WEB 2 —4" 4X2 4X2 2' -4" 4X2 4X2 1 DOUBLE 4X2 2400F MSR BOTTOM CHORD (2 EQUAL PANELS AT TOP CHORD) DOUBLE 4X2 2400F MSR TOP CHORD SHAMROCK CENTER ROOF TRUSS SUPPLY 13/11/1991 TOP CHORD (SEE SCHEDULE) 2' —4" 2' —4" \ BOTTOM CHORD 4x4 112 DOUG —FIR WEB —6" (4x2) 2400F MS R TOP CHORD LET —IN II 41c6 1i2 DOUG —FIR 4X2 4X2 _ n " 4X? 4X2 4x8 112 DOUG —FIR WEB RECEIVED CITY OF TI IKWILA MAY 1 3 1991 PERMIT CENTER 4x4 112 DOUG —FIR BRG. BLOCK 3 1/2" DOUBLE (4x2) 1450F MSR END .VERT. WEB Design /ttlLola Umsion MAY 09 REC ED r CING WOOD TRUSSES: i J COMMENTARY AND RECOMMENDATIONS i 6Z TRUSS PLATE INSTITUTE, INC., 1976 yam, l INTRODUCTION In recognition of the inherent safety of a properly braced roof sylphs, the appalenl lack of knowledge of how, when, end whew to install edwereie bracing, and in the whitest of public safely. the Tfuts Plate Institute, Inc. In conlultalron south its Component Menul,clurers Council m.mbenhip, has undertaken IM pneparelon of lheu wont mendetmnl Substantial concentrated study and debbwrstwe twine by the TPI Technical Advisory Committee icomprning a memhenhip of IM chill llruclural engineers o1 member plate manufacturing tombola'. wore ientelwn at the acedtmlc community, and Independent consulting . glneerlf have been devoted to Inn effort. Consult/bon with the TPI Component Menuleclufall Council Mt ,palled in Winging practical held handling and erection problem% Into a therper locus. Inclusion of the !gainers recommendations for on91le handling and erection procedures is one direct recall of the consultations. It n planned to Judy Nether and enlarge upon thew tentative recommendation/ While the recommendation/ for bracing contented herein are technically sound, d II not Intended that they be considered the only method for Wong a roof system. Neither should thew recommMWa. font be interpreted as superior to or a ctanderd that would receswrily be petered in lieu of an architect's or engineer'/ design Ise beating for a particular tool ly,llm. These recommendations for biting wood Outset originate from the collective eepetience of leading technical personnel in the wood Iruu indultr y. but must. dug to the nature of responsibilities involved, be pewntad only al a guide lot the use of a qualified building designer, builder. 0r erection conbaCtor. Thus, the Two Plate Institute *openly disclaims any reipon/bddy for damages arising from IM use, ipPlica• bon. or reliance on the recommendation, and information contained Mean by building designers or by erection centracfal �i . i C.eiw„o,a eote Iwo 1YI MK eh Ova sew eel eh IrY. dewy., Flip. Ile) Figure 11b) 4 owelesso wren, cawedwee vie., wee misfile .At lao e 4..� CCunM. i *I lOan ewe, i reel MKae. Mel e..rwl low al kww.e M ea was wr.aed r.. a IM Dew wow vv.% ll n resommerubd that diagonal bracing /minimum 2.inch thick nominal lumber) be metalled al soprommataly a 46 degree angle to 1h► lateral brace. Diagonal bracing Mould be attached to the oppenile side of the same member requiring lateral bracing. Thin bracing may be continuous o Imwm111rn1 of the building designees option, former, it is ',commended Met intermittent spacing not exceed 20 feel, Or Twice IM hOrllonlal run Of 114 diagonal Inning e pound braces should be located dandy in lint with all roan of Ivv chord continuous lateral bracing. Otherwise, the top Nord of IM Ines duo can bend sideway{ and allow the Irukwc to Milt. This shift, however alight, pull a tremendous /Main on all connections of the Wacrnp system, I.e., IM weight of the ousel would then be added to any wind force or consbuction load such as bundle. of plywood or tool Mingles Knifing to by the trusses over All nailing of bracing should be done so that it the vowel should tend to buckle of Up, the nails will be loaded laterally. no1 in withdrawal It to not ',commended to nail scabs to the end of the building to Ivaco IM first Huss Thew sc.bs can bleak oil 01 putt out, thus &lowing a total collapse Al Dunes are NI in place, the budder or 'fiction contractor mud apply sullwi.nt temporary bracing to hold the Outset plumb, in allpnmenl and in a sale Condition until IM permanent bracing, decking, and/or shuttling Can be installed. Temporary br,clng Mould be sal lest than 2.4 dimension lumber and Mould be as long as practical for handling The ow of Mort tpecer pieces of lumber between *discord morn is not recommended, unless used temporarily in propitiation Ise immediate installation of hanger continuous bracing 18.feet minimum length) Temporary bracing lumber should be nailed with two double heeded 16d nails at every intersection with the braced member nit assembly of groups of trusses, on the pound, into structurally units which are then lilted in10 Om es alwmbMs is an 'able alternate to the one el a lime method E sect spacing between trusses should be maintained as bracing is installed to avoid the Mlmdous practice Of removing bracwg 10 adlult spacing as Sheathing is applied This act of "edluating spacing" can cause bums to topple it a hey conneclien Is ramoved if the *Hong lime Teats bracing mull be applied to three planet of referent, in the roof totem 10 insure stability I Top chord Manning) plane, 2. wed member plant of rerbtel Plane PelptndmCular 10 If WW1, and 3. 00110w chord lathing) plane 1 Top Chord Plana. Milli important 10 the builder or erection continuo it gloving in the plane cal the top Omit That lop thOfds are sun epllble to lateral husk ling betide they ant braced Or Sheathed 11 it However ulelully wood trufws ate designed end fabricated. alt Ind is Of stake in the final erection and Crewing of a tour on floor tysltm ft is at this critical /rage of construction that Marty of Ile really significant design assumptions are either fulfilled or ignored If Ignored, the consequences way dull in a cullame ol the timeline, ..turn at best Is a substantial loll of time and materiels, and which al worst could mull in a lost of life The Trutt Platt Institute 'Design SpecmficabuM lot Light Metal Plate Connected Wood Tropes" are lei01nmennael Ion the design of Indlwdual wood tililiet as In in tun all olnpilnenlI only Lateral bracing, et may be requited by design to reduce buckling length of individual buts members, is a part of the wood Iron design and it the only bracing Thal will be specilstd on the Inns design drawings Lateral billing is tit be supplied in the site specified and installed al the location specified on the troll delgn drawings by IM builder or erection contractor The building design of , ntt ✓ctor must aster lain that the specified lateral bracing is prosody installed and that this Moony is sullicietdly anointed in restrained by 'bonnet bracing to prevent Its movement Special design requirements twin as wind bunny, owlet Pacing, seismic basing, Mohr pmt, shear walls, Ili othet load IIaltlet dements and then connections to the wood tru till must be conbdered wparalely by the building designer He shall detenming sue, location, and method of connections lot diagonal bracing as needed to mist thew loran Diagonal or crop Outing is recommended in the plane formed by the lop chords, in the plane formed by the bottom chords and perpendicular to the bush web membets, at needed fun 1M overall stability of the entire structure (rust bracing mid connection details Mould be shown on the building designer's flaming Alen et part of the design drawings Brecino malen■ll tae not usually furnillyd as Wei of the wood truss package, and Mould be provided by the builder on erection comraclat The builder or erection contractor Il ra&Nnsioly for proper wood from handling and 101 proper temporary bracing He must assure that the wood trusses tae not structurally damaged during erection end that they are maintained in alignment before, during, end alter installation Temporary or erection bracing may follow, but not necessarily be limited to, the building designer's framing plan 11 is recommended that erection bracing be applied we each trued placed in baboon Flpwe 1(41 Fine lid) twiry Mow e• car rwe.ry envoi ,.1e weal ere mat. tittpel b ,ere rine ahi e.ewnlwy wed aMthne 0.erw wait naiad ie emit .an .1 we. wow*. who/ ., led t le rq.i.a 11 KMeewrrl.t 10 nos. ,nil. sari STAGE TWO: During Truss Election the bumldu of erection contractor mist take adequate precautions to atlule that the wood (busses are not &nrclurally damaged Proper rigging, including the vu Of ipeaoe, halo arid multiple pick up points, when requited, 1s necessary to present damage during handling tenlallvl recommendations ale presented in the Appends. holeto It it most rmporlant to bract Ins but truss a1 the end oh she building 'acutely All olhe' busses all lied II the Intl buts, thus the Note L en. WA Lyles .I sew.% ll... se•l -t Flpen 341 recommended that continuous lateral bracing be mktalled within 6 inches of the ridge line or mitt line and al approximately B feel to 10 Int intents between the nage line ul sloped Ilutwt of tenlm line of Ilal truss and she caws. Fur double member trusses ems spacing between laluab may be Increased to 12 feel to 14 feel. Diagonals, located between the laleral bucrng and let et approximately 45 degree angles, loam the Wangles ',gutted lot stability in the plane of IM lop chord NOTE' Long spans or hooey luaus may 'equity clowt spacing between lataral bracing and Clown inluvah between diagonals Figure 31.1 dlueiratn temporary bracing in she plane al the lop Chord Ise gable tissues II posaihh, the rn Ialenal bri:,rg Inv Mr sop Chu,. 1'nr be placed on the undelolde of she buy chord to that q will not have to be removed as the plywood neck mq is oohed the IluOVS cat Then hold New ely even during Ilse decking process It is equally lmfonteru Inv the huildrr in etedmou Cnntracloi lu inslell bracing in the plane of the lop shoed for Ilal runt Of !low Ousts The us. of a %mular bracing pallets' is ',commended for sal flat busses Particular attention is directed to bucing at she e 1.11 flat lioness) shown In Figure 71b) 2. Web Member Plow. It is also necesuny to mstall temporary bracing in the plane ol t web membets This bracing is usually the l.'tl wltns.r nvu If Its ,m. I. le a.... w.N.r lietl a,.l. lkds.nsl lolled wn..w 11 soars cal tee* hat � , F . iw leis Mh.ry ew II Nell m.w nA1M . „ Iwel Mtee.rt eyy .e.wtr.e N him *woe. 1 whuv i l rest .•.tat 7- tee YAW Mee.. wl 110n, The deign of wood nose* m accordance with TPI damn oiswle assumes I Trust member ere Imhauy straighl, uniform m bola etdlon, and umlorm m design prOperlln 2 Trusses tae plane tt'uctutal components, installed venially, Wired to 'event Instil movement, and prallel Id each other at the deign spacing 3 Then members Ile pinned Of 'omit for detsrmlnalion of twat totes only 4 There it eihtitiA101y 0 chord members at pints for det.mfM bon of rnorllw,l thettel 5 Compranlun members are laterally restrained at specific totee lions or intervals 6 Superimposed dead or five loads act vertically, wind loads ere applied normal to the plane of the lop chord, and concentrated bads are applied al a paint. 7 In addition to the lateral bracing specified by the hula daigaae, the building designee will pawl sufficient Waging al need angle to she plane of she truss 10 hold every Ouse member In the position assumed lot it In design B The building designer Inot the Slum deigee) welt tpwcdy sufficient busing and cunn.tlrpnl to wllhetand lateral loading of the *Mlle mocha( The theory of bracing to to apply sufficient wppot al right engln to the plane of the sluts to hold every (ruts member In the position assumed lot it in design Thud theory mull be applied at three stages. STAGE ONE: During Building Design end Trula Oe.ign itd,vidual dun members are checked for buckling, and lateral bracing to pacified At ragweed for each oust. member The bmldinp designer must %pacify how this lateral bracing d to be anchored or restrained to pawns lateral movement should all bus& member, 10 braced, tend to buckle together as shown in Figure lift This ivy be accomplished by: I Anchorage to solid and walls !Figure 11C11. 2. Diagonal bracing in the plane of web mambas IF pun I lit)). 3. Other mains as determined by the budding design. Fite 210 bracing system depends to a yeas extent on hew well IM flog ewe le ho aced One selislactory method is for the Inn trust lop chord to be bread to a stake driven Into the gourd end warily anchored• The ground Wee* died should be wpporled as shown In Figure 7 or it es ape m buckle Additional wound braces, In the opposite direction, Inanda the building are also ',commended terry irn• ., 'wt., Fmure 3110 e Lem. were ntat 7 w vrn.wrr OP' oir New Lw rear rams — IMI lea. IruMt Installed at the same locations specified on the afchllaesural plan lot permanent bracing, and may become part of the permanent facing. II is recommended IMt diagonal bracing be added It each web number (purring COnhnuoul lateral Wacing. 11 nOna b IpeCdled, II Is recommended inn it be placed al no gran than II Int intoning Wong she dun length lot root Nunes and S Int Intervals for flop Outset It is not gene/411y necessary lot diagonal bating to run continu• wetly lot the lull length of the building but d is recommended INt the Ipacing between sell of diagonal bracing not emceed 20 feel. or twice IM horironlel run of the diagonal bracing. Rows of 2s6 Ierongbeces may also be used to brace flow bunts where diagonal beating le Impractical Figure alai illustrates diaconal bracing In IM glare of IM web member, Figure 41111 illustrates the lateral monemenl that may occur d lateral bracing is used without degonal WKiry. 3 Bottom Chord ►Ien., In older to hold popes spacing on the bollom chord, templlaly bracing d HCgmmMded In she Weed of the bottom chord Continuous taulal bracing at no Peeler then II Not to 10 feel till Comer along the oust length is l,eonVMrded full length of the budding, nmled 10 Me top of the bottom chord. DiapDW bating :34th S.E. WC 208) 481 -0900 • ;LATER ASSOC. INTRODUCTION In recognition of the InM1en1 safely of it properly braced tool lytlem, the apparent One Or knowledge of how, when, end where t0 Install edesyelt bracing and in IM morel 01 public safety. IM Trull Plat* Inlblut", Inc , m conlulles,On with ill Component Menuf.turerl Council memtrrsh has undertaken IM preperatien Of IheN recom• monthlong. SabttI0Ml car tnttald Rudy end deliberative levee by IM TPI Technical Advisory Committee (comprising I membership of Ihe chid Structural engineers of member plate manufacturing compamet, flora *rotative of the ecedemic community, and independent c0mulW4 engineers' have been devoted to Ihr+ effort. Conlult4lon with tan TPI Component Manufacturers Council has Mulled In bunging practical laid handling and etectan pobeml mho a Sherpa lotus. Inclusion of Ihe tentative recommendalrons for on•111e hllldhng end erection procedures 11 one dlecl result of Iha consultation. 11 if planned to Rudy further end en4rge upon thew lentalmo rKOmmerdalions. While the recomnend*tlom for bracing contained herein ere technically round, 11 11 not intended that they be considered IM only method lot bracing a root lyuem. Neither IhOUd thew recommend*. Isom be inprprnd es 'upshot to or it standard that would necessarily be pref.red in lieu of an erchaesl's or engineers design la baiting lot *macular 1001 system. Thew recommendations for bracing *rood aural orteinete from the collective exponents of tedeng techn.ul pommel in Ihe wood 11010 idultly, but moot, due to the nature of responsibilities involved, be ptrnld only et • 9udl for Us* use 01 a gwlard binding designer, builder, or erection conlaclol. Thus, the T,uu Plate Institute erpusty disclaims any responlbrbty for damages arising front the use, appllu• bon, or reliance on the recummendatsone end mfoemalion contained herein by building designers Or by erection tontracl0ra. charm 1(11 Figum 1(b► 11 to recommended that d,aporel breams (minimum 2.inch Mock nom,Ml lumber, be installed el approximately • 46 dere* ergw to IM lateral bract Diagonal [urging should be attached to the opposite side of the Mme member Ilquir.ng Were bracing. Thal bracing may be continuous or intermittent at the building designer's option. however, 11 n recommended That initrmllenl spacing 1101 exceed 70 feel, Or tame she hor,lon4( run of the diegonel bracing • t%x«ewM moo *Moe me e"1. beer.' Cewl...we„l le..r «W.e ewe. 111.r teethes N e1 wrb ..ae4malt et the w l..a 116.4r M IN NM • ground braces should be located directly in line with all rows of 1w. chord continuous lateral bracing. Olherwrw, the top chord of the lust Our can tend sideway* Ind allow the trusses to shin, This shift, however night, puts a tremendous strain on all connecllons of the bracing system, I.e., Ilse weight of the bows would then be added to any wind force or construction load such as bundlee of plywood of roof Jingles tending to hp Ow taws over All nailing of bracing should be done a IMI If ohs outset should land to buckle or tip, the nails will be loaded laterally. not In withdrawal. 11 is 1101 recommended to nail scabs to the and oI the building to tweet the loll 1431 These webs Can break 011 or pull out. thus 111pw1rg s • tool collie Al thaws 1r+ s1 in place, the builder or erection contractor must apply sulhclenl temporary bracing to hold the Hums plumb, In alignment and in a We condition 'mot the permanent bracing, decking, and /or sheathing cantle s e installed. Temporary bran should be nol less than 2.4 dimension lumber end should be 41 lag es practical for handling The use of short (pacer piece* of lumber between dlecent ukases Is not recommended, unless sand temporarily in preparation for lmmd,le inn/Welton Of longer conbnuoul Wong 16 minimum length) Temporary bracing lumber should be nailed watt two double heeded I6d nails 41 every intersection wall the braced member 'i1 assembly of woup* of outset, on IM ground, into structurally un114 which ere then lifted 1010 place a assembles 1s an rabbi eller n110 lo the one at atoms method Easel spacing between Itutwl should be maintained as bowel is Installed 10 ovoid 1111 Mnrdour practice of removing bonne 10 edlust 1WCmg et sheathing it applied This 101 01 "et/town) sprang" con cause lows to topple of o key tonn*chon a removed el the wvong Woe, Trutt Dating must be applied to three planet of Memo in the root intern to insure stability 1. Top chord (shushing) plane. 2. web Maui, plane or vertical plane perpendeculat to wwe, and 3. bottom chord Icerhngl plane 1 Top Chord Paine. Mott important to the build, or er17C110n 0001,4(10 11 batum9 in the tool u1 sae top chord Two 109 Lhords 4,t 101Cep0ble It) literal Luck Amy helm, they 411 braced or Ihee1Md 11 a IIOWNe, CJalutl,. *nod liotte1 11 Mk, in Int nests ntcnon and bracing Of 4 IMO Of (loo. 11 II e0 41 this crllcal stogy of construction thin many 01 IM really egndreenl dearer+ •*bimptidnt are onner fulfilled or fanners 11 tenoned, Iha t0nWOUlntes may 141011 1r+ a tullente 01 Iht slhr,I,tl, *Nth 11 best 11 a lubtlanhal 1o11 of lime end malelydl, a which a1 w0a1 could 1/1011 In t 1011 01 1,11 The Trutt Plan Institute - Design Specifications IOr Llghl Mersa Plate Connetld n m Wood Trottel" ate re ,mendd lot the design of individual YAM IRAN, 41 111u1 turd 1 01Igpnenit 11111y L I brining el may be required by Moen to reduce buckling 4nglh of Individual Iles* m0014(1, I • pall al IM wood butt design and 11 the Only bl.ting that will be %petaled on the Iu11 design u drawings Lerer11 brume it u1 be supplied , she sat specdd a 1 pe initi led al the button 'pentad On the lull deaeen drawings by IM builder or erection contractor The building designer or inspector mull n terlain that oho *milled lateral bating I properly pistolled and that this bracing d lulhumly 'intuited or n*lalned b deg s ,mel bracing to prevent la movement Spectral dehen ?Muulmtnn WO as wind Orating, purlil bracing, stoma brume, diaphragms. there wall*, sir colon load liana!! element* and then 0000,01,onl to 1hr wood Outset mutt be conpdeted separately by the budding designer He anal determine Oct, 10001,00, and method of COnnecbnnl lo. dragons/ bracing at needed to resist these force Diagonal or crow hating n ',commended In IM plane formed by the lop chords, in the plane formed by the bottom chords e end perpendicular to the butt wb m.mherl, at needed lot IM overall arability of I enure structure T11111 Mime and connection dela,l* Mould be shown on Ihr building drllgncl't le mong ply et put of the design drawings Owing materials are not uluelly furnished at ors 0l IM wood Outs peckege, and should be provided by the builder or erection contractor The budder or erection contractor is resoonuble for pour wood cwt handling and for proper temporary brbeine He must elute Mal tan wood trusts are nos llrutlurllly damaged dump erection and that They ere maintained on ebgnmenl before, during, and e11er inllellet,On Tempol,1y Of 1fet1100 tuning may IOIIow, but not heceseily be limited to, the budding designer's recommended ming plan. It is recommend that ereCt10n bracing be epplred w arch Our it placed m post lion figure Val O;e NOW LNq ens Iona, *Mr fee•P•1111.00 WHIN Hoes. 3(.I 1.44 u,w1 rani tree 41 WO ,.ra nNI w, a • M ereop car teW" e•erh.1 "ere wad fan .401. .wltl'M 111«1 Ya,.t Iew.a. Prof w an w awr11,10 010......0 11001 «N,., .w eww Ma (00 4 .e /.11.10 Cowiea w. wee- 1e ewe . 44.444.4.41 Il C.'M. Iww,,40N woo 0.4.. KO Weil 14 •.a/.e, ,de el wog «••n 111 *4 w'M•••1 W 14.011 Y r« l.r 1r f1,04....0f1,04....0f1,04....04.01, A wlw Nome hal, ome IId) tT AGE TWO: Outing Truss Erection the builder or erection contractor mt1* lake adequate precautions to assure that the wood Irusws NB 1101 structurally damaged Proper rigging, including the use of speeder Mrs and multiple pack up pumb, Mara rationed, I nursery to prevent damage during handling. tentative tecomm.ndahont elf presented in the Append., hereto It ,1 most rmp011ant to Were Ina hall Iron al the end 0l the ec building lutely All other 110111/ 410 tied to the boot IIU1l. Ihut the recommended Mot continuous alo.al bracing be installed within 6 Inches of the ridge line or onto. line and at approximately 8 feel to 10 lest inlIrvaIt between the ridge line .l slop maws tws or tenon line of uw flat thaws and the 14011. Fur double numb,/ Puffin Pot sowing between laterals may be increased to 17 len to I4 ryes, Oragonals, located between the WW1 bracing end sea al e9poxlrnaialy 45 degree angles, bum the triangles requited lot nobility in the pane of the lop Chord NOTE'. Long 1pen1 or hooey loans may require (1014f pe f Icing between alms bracing and closer maWd eg . Mtwren deonelr Flours Sal illustrate, temporary basing in the pane of the lop salad Ica gebe bonus 11 coulh4, thy rNn.,•,.n,•y lateral bra:,ng 10, time sup rh:dd 1' Id be placed on IM underside of the tun chord to that .1 01111 not haw to be removed at the plywood necking ,1 spoiled The 1 ale Into held Nervily even du IM decking 9(00111 11 11 equally important Inr the build., or erection cosmetic. to Install bracing on the plane of 114 1o11 chord la 1141 run1 sir loci 001441 T ow al 1 land., brume ot(1rit 11 acummand.d for 411 flat :mewl Particular attention n directed to bracing al the end of w Ibt Outset as shovel in F lute 31b). 2. Web Member ►lele. 11 it 1ao 01(01141y 10 101(411 temporary bracing in the plant of the web members That bracing it usually 1 wewyr 1.w11 II 1I 4111 Iree■10111 40*' M. . we. Yell aa .M11re11.111 .1Iy .'�_ 1 team will,. .1[110 0* 1 el .444 r M.a e.w ..w.t M a *.* Mien en '+1«wl* The Ih•Oly of bracing a to apply sufficient Support of right M91ee to the plain of the Iruf1 to hold every trues member in the position d anum for a in deign Tha theory mutt be applied 11 three Kopf. STACIE ONE: Owing Building Dew end Trues ChM ee Deleon individual fl members are checked for buckling, and lateral bracing le specified es required for each our member. The building deeper Man opacity how IMI 411x1 b/almg 1 10 be exhorted or rNh(elled 10 pevera (.1en1 movement should all trues members, SO bread, 4M 00 buckle together as shown in Flgute (MI. This may be e d ompli$Ilby: 1. Anchorage to soled end walls 1 Flure IICIL 2. Dragonet bracing on tan plane of web Member.If*oull 3 Other moans es determined by fha wa budding ges*, fw Fi e 2161 brlgino system depends to a wen eaten; on how wan IM lint rues 4 Mated. • One satisfactory method is for the feral Irur (Operand SO bread be brac to a lake driven mho the pun warmly ground and wmly e4ehomd. The pound brace •wl M should be supported a1 own in Figure 2 or It r *ps buckle Additional ground braces. on the the direction, innate 1 building ere also f .onlrnended. s1w.4, b..10 61 .tall I 41 .tall 7k ♦. Nuys alb) and uniform m dea properties 2 Tames ere plena etrudutel eompOnent /, Installed vertically, bilged to prevent lateral movement, and parallel to arch 011ie al the d0lgn looting a That mantra ere gentled at looms lot determ,Mllon of exist fortes only 4 there is continuity of chord members el pints (0r determinia rinn 01 *0111.01 11111,41. 5 Comptalon memtel/ sat laterally restrained et 1petdle WO. 11ont Of Intervals 6 Sune/ Mlu wind mpo*d dead or love load1 act vlly, loads we d, an applied normal to the 91901 of the top chord Ooncwntatd loads art applied al e Kum. T In addition to the lateral bracing ,pecrhed by IM true" deegne, the budding designer will 110.19 Ica *lcoent Meting et viol angles to Me plant 01 the bull 10 Mkt ovary truss membar M the po,dlon alWmd for 11 m shrews. 6 The budding de*.pnel lam the Huge "pacify *Menet) will "pacify 1.111C1111 totting and connections 10 vnlhete d 4 4 1,111 1019.9 oI the entire strutture. 3 lea i1.610 r T 1 • l r'i r — v.'r NO W laws Wong OOP Of , cats me Nue* noel awe.* N w.•eewMIV e" tea •11.w11 installed at the tamer locations tpeclhed on Ins erchitectural pion 101 permanent bacmo, and may become part of the permanent bracts , It is recommended *hat diagonal bracing tr added al Nnh wan member requiring continuous 4(1,11 bracing. 11 none 1* lreclhd, It le recommended that it be placed at no puler than 16 lest interests sloop the Truss length lot tool Posies and 6 feet intervals foe flop 110,11 It I riot gent/illy necessary lot dlegonal bracing 10 run oontinu' oully for the lull length of 1M building bus II i1 npomme dd that the *pacing between wit of diagonal Wm' not aacesd 20 feet, of twice the horaon111 run of IM diagonal brecing. A ova of 7a6 stro/1'lwcka may also be used to brut floor trustee where dlegon•l glean9 le 1mpacuul F;pure Cal illustrates diegonel bracing In Ihe plane of the web members, Figurr 4111) Muslrate/ 1he Were" mOnenvenl that may occur 11 lateral bracing 11 uteri without degonet block* 3. Bottom Chord Plane, In pan to hold paper Kochi 00 IN bosom chord, lemoura,y bracing i1 recommended in tan one of the bottom chord Contmuoul 41ria1 bacmg at no greater than 6 WI 10 10 feel *n tames dung the 1 14411 I NUM full rail/ IM building. noted to the lop of lee bottom chord. Diagonal Wrong :34th S.E. WC (206) 481-0900 • ;LATER ASSOC. I g_IeaIE.ozIgale_BI6.. IIIIIIlIIRII11IR1P! I iliiUi II I/ 11111,1111111111101 1�5iiitiffs! ®S ®fr I_EIINII/11 1I/_�I_ Iii i�litia ail! Is11�11m11�1IS11 Ire 1:zzl / -i:p 7, 1 ;_ Figure a1i) Fiore gib) belwean (steals Owed at approumalely 45 degrees 1s recommended for stability of the bottom chord. Diagonal bracing in the plane of the bottom chord is generally not ',quoted Ihrnvghuul the length of the building, but it is recommended that sl be Inral,d al lead 11 each and of IM building. In most caws, le Treat y Ii .c.nq in the plane of IM bottom chord is installed at the locations specified sin IM architectural plan for permanent breung, and is, the/glove, Info on place as permanent besting. Figure 5 Illustrates bracing in the plane of the bottom chord. Full bundles of plywood should not he placed on lrusset.'hit construction load Would be limited to S Cheep of plywood on any pall Of guides and should be located ltlatent to On lup,urls. No aces, cementation of any construction materials (such a, gravel or shingles) Neff gib) Wow., be. bele Iry Pardo bp$1. Mil •.e 11 aa•.w•la. 101.1 , .11„01 Plum All) &N.. 55.•4$ ,w ri w« 1...l , M. 1010, •410.'1 ,. l.•y■• •h a,rMoy more •• bane ..W dadowe a IM a•e 1000 . ••I, wee 10 toed 11 ten Ss IS No e.t.d. 10•110v.11.4 four arrn•. a.o. row •v.'•4$ IM MM•1 I .1511,p1•11 Ce.n.vv1111wa le a .0.10.1 11 but *0_Ill nv1M11•nw. 111011, aea. hN in 0001 I,r•ehi Pv0.11•.IweN II purling ere used, spaced nut to exceed the buckling length of the lop chord, and adequately .ueched to the lop chord, It is atom• mended That diagonal bracing be applied In the underside nl the loo Chad to prevent lateral shit log of Ihs turbo, Figure 61a) illustrates the woolly fur anutylnq diagonal bracing in the Plane of IM lop chord despite the use of slowly spaced purllnl II Is recommended that this diagonal bracing. Is shown in Figure Sib), be Installed on both odes of Ihr ridge fine in all end bays II the building emceed' 60 lit in knglh, thus bracing should be repeated at Ulnae) no greater than 20 fin. 2. Web Member Men, The purpow of this bracing it t0 hold the muss in • vertical polibOn and to maintain the design 'peeing. In addition, Ohio lateral bracing may be required to Shorten the buckling below Nun 5 should be ulaced nn the t in any one area, they Should be Wad out evenly noel a large area Mat to avoid overloading any one truss. All mechanical equlpmenl should be located only on the trusses teclhally Jeugned to suopult 11. II should not be dropped or even set lamportrlly in any other area unlit, Ilse trusses an adequately shored. All (loot Ironies should be adequately shored it pallytl of masonry materiels are to be stored lemporardy until t nest higher walls are finished. STAGE THREE: Permanent Bracing is designed and saddled by the archllKl Or engineer for the structural safety of the budding, II is the tesponubdllr of the building designer to indicate foe, location, and alltchm,nls for all termanent bracing as required by design analysis. In want, it is desirable to design and locale all bracirq so that it may work together wools other Ituctutal parts of the budding (such as thus walls, portal frames, bearing walls, columns, beams, etc.) to whirr, total structural 1,1100141y. length of a web morale As described earlier in the discussion of building d,s.ln and nun design (STAGE ONE), diagonal bracing a end anchorage it mental lu nabobs. the lagnl basing. Diagonal bating in the plane 01 the web members is also uwd to dnlnbule unequal loading to adwrent truseas and lo Ipnd lateral forces to diaphragms n• slyer walb, Spacing of rows of diagonal bracing in the plane of the webs is a matter of judgment to be made by the building designer, and will depend upon the Dun span, truss eonf gure. lion, type of building, and the loadirg. Generally, lot roof trusses, the %Datong ranges Irom 12 feet to II 1151 dersystam ndq upon how d Wales to the bracing in the Plane of tad lop chord. F Ilna trusses the cross bracing should be approsimetely 8 tad on centers. Lateral 2.8 strong backs may also be d la some on • Figure I and Figure 4 Montvale bracing in the plane of the wale, 3. Bottom Chord Plane. This bracing Is rs4uaad to maintain the true deign oratorio and to provide lateral support to the bottom chord to refill bud lung toren in the event of reversal of strew due 10 wind uphh or unmual tool or floor loadings. For multMb bearing trusses or unmlever conditions, portions of me hollum chord b^rnrne Compression member, and should be braced laterally to re/■l (lucking to the Mme manner as the lop chord of simple Wan Irllnes. Bayne In the plane of the bottom chord is also dersigned to transfer lateral forces doe In wind or wssmlc loads Into olds yells, sheer walls or other renting 11uCtuM ,lerrlenly Dlagonels between continuous lateral badil•g verve to stebdlre the bottom chord. II is recommended that one co•,pl,te bay ol diagonal bracing be installed at each end of any budding, and additional such bays be located al specified lntervels not to eased 20 lots. hour, $ illulUHes Ih, or of bracing In the plane of the honor's chord Thew recommendations for bracing wood (rust have ban derived from the cohecllve erperience of leading technical personnel in the wood truss ^ but must, due to the nature of renpontibflities involved, be presented only as a guile fur the use n1 a qualified building defienrs, budder, or •rielion connector 51.5_x. 11. Plglwt All) ,�..r• • Nava. 1«0 NNM aF r e1110a41enr0r . • r •..r•��.. 10 101 . MINN al ben ..w 11 14_7_ awes +mar fit a 7r7 M our Pore C•.,..., Wm/ 55x•4$ add Vert is 10101 Ir1M M II •••. a ar.r e«n1 Gene. 51401 N even hooted For trust lent between 30 let and GO let a eupaWM lasing Tre Flow 08131 IS I! • ,1 10•1 M 00..0 Prep 1.a. a•N 5.114 In ,erl 110 lea Coda 1.a betir Maeda 1 woe. 'udder Figure CO Permanent bracing must provide sullicwnt appal at riebt angles to the plane of the trust to hold Pony truss wombat in the position 'Humid for It in desiln. In addition, pnmanenl beading must be designed to resist lateral fortis imposed on the completed building by wind or saism Tortes. Permanent bracing may be subdivided onto three logical Compo• nenls' 1. Top Chord Plane. This brslng is Mired to resist level movement of the top chord. II plywood floor a roof sheathing it properly applied with staggered joints and adequ /le nailing, a contmu out diaphragm action Is developed and additional bracing in IM plane is geneally not required. Some mete' roofing m•terlall may be depended upon to act as a diaphragm when properly lapped and nailed. Selection end use of dwell materials is et the discretion of IM building designer. APPENDIX It is intended that IMO appendix contain only tentative rams. mvdahonc that may be used at a guide to on ett handling and erKlbn until a more complete statement can be prepared. There may be some Instances in which additional precautions will be necnury. UNLOADING. II pot.1ble, nowt shall be unloaded on relahwly .15500th ground. They shall not be unloaded on rough terrain that would cause undue lateral train that msgh1 result in d,siorhon of hues loin's. Dumping of hunt, is an acceptable practice provided the1 the Pullin are not damaged or isce/nvely stressed in the act cal dumping The budder 1hall provide proleclmn Irons dames. That may be sued by on site Conduction Khvisy. STORAGE. Core shall be taken so as not 10 allow e.cessive bending of Iran, of to allow tipping or loppbng while the muss., Ire bonded or when she bending is removed II trusses fabricated with Iii. retardant belled wood must be doted prior 10 erection, they should be stored in a vertical position to prevent war containing chem teethed from the wood from standing on the plate/. A further precaution may be taken by providing • cover for the trusses that will prevent madly/. nom coming in direrI Contact with the Russel and which can be ventilated In prevent cOnd.nMbon ERECTING TRUSSES. The truss erector or budder shall take the necessary Precautions 10 insure that handling and erection procedures do not reduce the load canyon capeclly ol the must Trusses shall be installed plumb, el specified spacing and sn•plene ILa., (runts will be properly aligned). For lulling mutes with loans in excess 01 60 feet, s s racom. mended that a strong back be used at illustrated in Figure Af31. The WWI back should be allached In the Inn .had end web members al interests of epprotlmelaly 10 (el Fnithel the strongbacb should be al oe a►ow IM and Might of the truss a as to prevent overturning The • • between laterals paced at approumately 45 Mpeel is recommended for tlabilily of the bottom chord. Diagonal bracing in the plane of the bollom chord is generally not required IMmrghoul IM length of the building, but it Is recommended that it be !mated at 10131 at each and of IM building. In most cams, temporary snaring in the plane of the bottom chord is installed al the locations specified Pn the erchdaclural plan for pe MaMnl bracing. and it, th rillro% Intl in place as permanent bracing. Figure 5 Illuttrales bracing in the plane of the bottom chord. Full bundles of plywood should not be placed on Irvun. This donetruttion load should be limited to B sheep of plywood on my pair of 110111$ Ind Should be totaled pflacent to the supports. NO eattee concontralion of any construction materiels Nth at gravel or shingles) ° W a50ra1 al Mr. 00111100111110005 l0 i , 11)151, ate. % /t' ♦ A/s�Y //1M rYYIL t'".:�I�I�I�IiIU ' �,ni tonnionnit ' • iai'iIiI Ina mom I►!IUIN maw ��I '�ri•�� 11• �r ? ".• N .v» gaY/➢tI s Flgllrg gib) Figure All) 13 to Is limn 111.,11.15 10100 10010 Ore, 10.000, .0'rest' bat 1 5150100 5000 of )4■ bva•e be 0_1 I e5011nN01 GnMwl lame we_ 00,101 M)M, 1051 e►w 00114 It law. lap -. « ,yore % wary 5111/ rasa 050 .I iM 1 501.5001 ' 0 0100 I a 0aee hwa IM clod 10 ,1+° 1 ev 05000.05.0 If 'audits, ore used, Spaced nut to 'acted the buckling length of the top chord, and adequately enriched to the top chord, it is town. mended that diagonal bracing be applied to the underside nl The top chord to prevent lateral shifting of the purlm, Figure 0111 Illuetr.te the necessity for applying diagonal bracing in the plane of the lop chord Moil. the use of closely spaced purloin It is recommended that Mil d,agone! bracing, as Chown in Figure elbl, be installed on both sides of the ridge line 1n all end brit. II the building exceeds 00 feet in length. this bracing should be repeated at Intervals no greeter than 20 feel. 2. Web Month. Plant The purpose of the bracing It to hold IM Puwn In a vertical position and to maintain the design spicing. In addition, this I I bracing may be required to shorten the buckling A suggested procedure for Idt•ng trusses is dluUratod in Figure All) it the truss son don not tweed 30 feat. Figure 5 Pillion; All) ��+,�, ✓. , t."Ir 1001 tI la►aaa,elh ... +••"� le set ml50n, r450111 MA Mw should be placed nn the Pusses on any one area, they ►hound be sawed out evenly over a large ibis sat as 10 avoid overloading any one trues. All mechanical equipment should be located only on IM Irusws specifically designed to tuppud it It should not be dropped or even all lemporarity in any other area unless the trusses are adequately shored, All hoof puma should be adequately shored it pallets of masonry malenall ere to be storsd Iemoorardy until the nest higher walls ere finished, STAGE THREE: Permanent Bracing is designed and Weeded by IM architect or "money far the structural safety of the building. It is the tesponobdity of the building designer to indicate Ids, location, and attachments 1:11 all permanent hewing as required by design analysis. In general, It is desirable to design and locate all bracing so that it ley work together with other structural parts of the budding (such as sheer walls, portal frames, bearing walls, columns, beams, etc,) to achieve IoW structural 'Weds length of a web member. As described earlier in the discussion of building design and Puts design (STAGE ONE), diagonal bracing or end anchorage is essential to stabllra the lateral bracing. Diagonal bracing in the pant of the web members is also used to distribute unequal loading to adprent hums and to spread lateral forces to diaphragms or shear walls. Spacing of rows of diagonal bracing in the plane of the webs is a many of judgment to be made by IM building designer. and will depend upon the truss span, pun configure- lion, type of building, and the loading. Generally, for root trusses, the spacing ranges from 12 hat to I0 left depending upon how it relates In the bracing in IM plans of the lop chord. got IInpr hones the cross bracing should be appotlmataly B bet on centers. Lateral 7a6 strong backs may also be used for some floor systems • Figure 1 and Figure e 4 impale boating in the plane of the web.. 3 Gortons Chord Plane. That bracing It required to maintain IN trots design Mating and to provide lateral support to the bottom chord to rein buts ling forces in the event of reversal of strew due to wind uplift or unMual fool or floor loadings. Fos mulPldp bearing trusses or eantdever cOndillona, portions of the hnuom rhnrd b■nme comprewlen members and r/quld M brKod Iat,rany to 50011 1/ur.tllnq In the wn4 manner as it* lop Chod of simple spin Mmes. Bracing in led plane of the bottom chord Is also designed to transfer lateral forces due In wind nr senmic loads Into side wells, sheer wells or other resisting structural element, Diagonals between Continuous Islardt bae verve to ttablbre the bottom chord. 11 is recommended that one co...p'ell bey of diagonal bracing be Instilled at each end of any budding, and additional such bays be located at specified intervals not to *acted 20 bet. F 'gore 5 iliulhates the ow of bracing in the piano of the bottom rhnrd. Thew recommendations for bracing wood trustee hew been derived Iron the coxediye erp.rience of leading technical personnel in the wood trust •ndustry but mutt, due to the nature of ratponlibilPM involved, be presented only ai a pine fur the sago rat a qualified building designer, budder, or erection connector. 11 It For Puts yens between 30 feat and W feel a suggested lifting procedure is shown or F.gune Al21. It should be noted that the lines Iron the ends of IM speeder bar "toe In." If these lines should "toe out." laey will lend 10 Cause buckling of IM Inns. Peeve AIJI red 1e►w IMO N wF4h41.441 bap foe Pagan efe) Permanent bracing mutt provide sufficient support if right angles to the plane of the Trust to hold every truss member in the position assumed for it in design, In addition, permanent bracing must b designed to resist leterat focus imposed on IM completed building by wind or seismic forces. Permanent bracing may be subdivided into three logical comp°. Mall: 1. Top Chad Plr. This bracing is designed to resin level movement of she lop chord. If plywood floor or roof 'teething {l properly applied with staggered lointe and adequate nelling, a commis out diaphragm action is developed and additional bracing in IM plan Is generally not required. Some motel roofing materials may be depended upon to act an a diaphragm worn properly lapped and nailed. Selection end uoe of thew materiels is at the discretion of the building designer. 11 APPENDIX 11 is intended that this appendi■ contain only tentative recom. medation' that may be used as a guide for on Cite handling and erection until a more complete statement can be prepared. There may be some instances in which additional precautions will be necessary. UNLOADING. It possible, trusty shall be unloaded on relatively smooth ground. They shall not be unloaded on rough terrain that would cauw undue lateral strain that might result in distortion of truss feints. Dumping of Pusan Is an acceptable Mastic provided that Ike trusses are not damaged or e■cnsively stressed in the KI of dumpng The builder shall provide pnotKlmn from damage that may be caused by ompte conetruclan aclhily. STORAGE. Care shall be taken so as not to allow templet bending of . Iruwes Or to allow lipping or toppling whole the trusses an banded or when the banding d removed II trusses fabricated with fire retardant treated wood must be Stored poor to election, they should be stored in a vertical volition to prevent water containing chem.call leeched Irons the wood Isom standing on the plates. A further precaution may be when by providing a cover for She Irutte% that will prevent moisture Irnm Coming on direct contact with the trusses and which can be ventilated In prevent condensation ERECTING TRUSSES. The truss erecter or builder shall take the necessary Precautions to inure that handling and «action procedure do not reduce the load carrying capacity of the Inns Trusses shall be installed plumb, at specified sating and i■.plsM 11.e., irulwl will be properly aligned'. tg For tilting trustee with sans In •stets of 60 feet, d is mom. mended that a strong back be used at illustrated in Figure At3l. TM strong back should be attached In the Imp rhnrd and web members at {Marvell of approumately 10 Net Furlhcl, the sbrongbacks should be at or above the and height of the truss was to prevent overturning The alkullbeck can be of any material with sufficient strength to safely carry the weight of IM truss and sullic.enl rigidity 10 adequately resist bending of the truss. Is • RECEIVED CITY OF TUKWILA • u MAY 13 1991 PERMIT CENTER cross bracing detail splice blk truss spaces EVALUATION REPORT t . ' Iwgi It III r 1 .10.11 «, W,vn .'. 6b . ICIBO Evaluation Service, Inc. A subsidiary corporation of the International Conference of Building Officials Filing Category: FASTENERS —Steel Gusset Plates (066) COMPUTRUS TRUSS PLATES COMPUTRUS, INC. 1307 -11 WEST SIXTH STREET, SUITE 114 CORONA, CALIFORNIA 91720 I. Subject: Computrus Truss Plates. II. Description: A. General: The Computrus Truss Plates are punched from Nos. 18 and 20 gauge galvanized sheet steel meeting mechanical requirements established in U.B.C. Standard No. 27.1 for A 446 Grade A or higher steel. The plates have 9.4 teeth per square inch of plate, each approximately lb inch in length and approximately .106 inch in width. The teeth are punched in pairs. with each pair spaced 1 /4 inch on center along the width of the plate, and .85 inch on center along the length. Alternating rows of teeth are staggered .10 inch from adjacent rows. The "CN" series plates are identical to the "C" series, except that every third row of teeth is omitted. Plates are available in increments of 1/. Inch in width, up to 12 inches, and .85 inch in length. as required by the design. The plates are applied to truss members in pairs on each face of each joint with a power press constructed in accordance with the manufacturer's specifications. B. 1989 Supplement to the U.B.C.: This report is unaffected by the Supplement. C. Identification: The Computrus series C plate is embossed with the letter "C" for the No. 20 gauge plate and "C 8" for the No.18 gauge plate. The No. 20 gauge CN series is identified by the letters "CN" embossed on the plate, and "CN I S" for the No. 18 gauge plate. ili. Evidence Submitted: Descriptive literature, details, calculations and load tests are submitted in compliance with U.B.C. Standard No. 25 -17. Findings IV. Findings: That the Computrus Truss Plates described in this Report No. 4211 April, 1990 report comply with the 19813 Uniform Building Code, subject to the following conditions: I. The connectors are installed as set forth in this report. 2. Allowable loads are as set forth in Table No. I. 3. The allowable loads may be increased for duration of load in accordance with Section 2514 (c) 4. 4. Connectors are installed in pairs on opposite faces of the mem- bers connected and are not installed at locations where knots occur. 5. Application of truss plates to wood members with a moisture content exceeding 19 percent requires that only 80 percent of the load values in Table No. I be used. Plans submitted to the build- ing official for approval must indicate a maximum moisture content for the wood ut the time of plate installation. 6. Stresses at the net section of steel plates are not in excess of the values permited in Chapter 27 of the code. The maximum tensile load is determined by multiplying the efficiency ratio times the gross area of the plate times the steel design stress. 7. Where one -hour fire - resistive construction is required, see Evaluation Reports Nos. 1352 and 1632. 8. The allowable load values are recommended only when plans, truss designs and calculations are submitted and accepted by the building official as showing compliance with the Uniform Build- ing Code and specifying that fabrication inspection will be pro- vided in accordance with Section 2S10 (f) of the code. 9. Trusses are individually designed in accordance with recognized engineering principles. This report is subject to re- examination in two years. TABLE NO. I-- ALLOWABLE LOAD IN POUNDS PER SQUARE INCH OF PLATE CONTACT AREA RECEIVED CITY OF Ti IKWILA MAY 1 3 1991 PERMIT CENTER Evaluation reports of ICBO Evaluation Service, Inc., are issued solely to provide information to Class A members of 1CBO, utilizing the code upon which the report is based. Evaluation reports are nut to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommendation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The 1CBO Evaluation Service, Inc., technical staff has reviewed the test results andlur other data, but does not possess test facilities to make an independent verification. There is no warranty by 1C1JO Evaluation Service, Inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Page 1art LUMBER SPECIES EFFICIENCY RATIO SPRUCE —PINE —FIR HEM —FIR SOUTHERN YELLOW PINE DOUGLAS FIR-LARCH IN PERCENT Direction of Loed with Direction of Load with Direction of Load with Direction of Loed with Direction of Load with Respect to the Length Respect to the Length Respect to the Length Respect to the Length Respect to the Length TYPE OF of the Plate of the Plate of the Plate of the Plate of the Plate O'to45' 46'to90' O'to45' 46'to90' 0'1o45' 46'to90' 0'to45' 46'to90' 0• g0' PLATE C 165 146 165 146 204 161 204 161 59 42 CN 110 97 110 97 136 107 136 107 74 42 EVALUATION REPORT t . ' Iwgi It III r 1 .10.11 «, W,vn .'. 6b . ICIBO Evaluation Service, Inc. A subsidiary corporation of the International Conference of Building Officials Filing Category: FASTENERS —Steel Gusset Plates (066) COMPUTRUS TRUSS PLATES COMPUTRUS, INC. 1307 -11 WEST SIXTH STREET, SUITE 114 CORONA, CALIFORNIA 91720 I. Subject: Computrus Truss Plates. II. Description: A. General: The Computrus Truss Plates are punched from Nos. 18 and 20 gauge galvanized sheet steel meeting mechanical requirements established in U.B.C. Standard No. 27.1 for A 446 Grade A or higher steel. The plates have 9.4 teeth per square inch of plate, each approximately lb inch in length and approximately .106 inch in width. The teeth are punched in pairs. with each pair spaced 1 /4 inch on center along the width of the plate, and .85 inch on center along the length. Alternating rows of teeth are staggered .10 inch from adjacent rows. The "CN" series plates are identical to the "C" series, except that every third row of teeth is omitted. Plates are available in increments of 1/. Inch in width, up to 12 inches, and .85 inch in length. as required by the design. The plates are applied to truss members in pairs on each face of each joint with a power press constructed in accordance with the manufacturer's specifications. B. 1989 Supplement to the U.B.C.: This report is unaffected by the Supplement. C. Identification: The Computrus series C plate is embossed with the letter "C" for the No. 20 gauge plate and "C 8" for the No.18 gauge plate. The No. 20 gauge CN series is identified by the letters "CN" embossed on the plate, and "CN I S" for the No. 18 gauge plate. ili. Evidence Submitted: Descriptive literature, details, calculations and load tests are submitted in compliance with U.B.C. Standard No. 25 -17. Findings IV. Findings: That the Computrus Truss Plates described in this Report No. 4211 April, 1990 report comply with the 19813 Uniform Building Code, subject to the following conditions: I. The connectors are installed as set forth in this report. 2. Allowable loads are as set forth in Table No. I. 3. The allowable loads may be increased for duration of load in accordance with Section 2514 (c) 4. 4. Connectors are installed in pairs on opposite faces of the mem- bers connected and are not installed at locations where knots occur. 5. Application of truss plates to wood members with a moisture content exceeding 19 percent requires that only 80 percent of the load values in Table No. I be used. Plans submitted to the build- ing official for approval must indicate a maximum moisture content for the wood ut the time of plate installation. 6. Stresses at the net section of steel plates are not in excess of the values permited in Chapter 27 of the code. The maximum tensile load is determined by multiplying the efficiency ratio times the gross area of the plate times the steel design stress. 7. Where one -hour fire - resistive construction is required, see Evaluation Reports Nos. 1352 and 1632. 8. The allowable load values are recommended only when plans, truss designs and calculations are submitted and accepted by the building official as showing compliance with the Uniform Build- ing Code and specifying that fabrication inspection will be pro- vided in accordance with Section 2S10 (f) of the code. 9. Trusses are individually designed in accordance with recognized engineering principles. This report is subject to re- examination in two years. TABLE NO. I-- ALLOWABLE LOAD IN POUNDS PER SQUARE INCH OF PLATE CONTACT AREA RECEIVED CITY OF Ti IKWILA MAY 1 3 1991 PERMIT CENTER Evaluation reports of ICBO Evaluation Service, Inc., are issued solely to provide information to Class A members of 1CBO, utilizing the code upon which the report is based. Evaluation reports are nut to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommendation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The 1CBO Evaluation Service, Inc., technical staff has reviewed the test results andlur other data, but does not possess test facilities to make an independent verification. There is no warranty by 1C1JO Evaluation Service, Inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Page 1art 4 1n/ k; NOTE: ALTERNATE ENGINEERING CALCULATIONS FOR ATTACHED TRUSS ENGINEERING FILE NO.: FT- 30- 30- 40(96) - CONDITION II ONLY. (SEE ATTACHED TRUSS ENGINEERING FOR MISCELLANEOUS DESIGN CRITERIA) LOADING LL DL ON TOP CHORD DL UN su r 1'C)M CwHURD '1 U 1'NL LOAD T 1" T 2* T 3u `y' Au I 5u T btu 'r 7es 'r 9u T10• T11u T1210 TRUSS eP N 3(11- .00 LOAD DURATION INCREASE 1,15 + SPACED 96, 0" C1. C. IC ('OI C LL +•ul." SING -5 5 41 - 122' /0 •-141':4 -14194 -15716 -1 5?16 - 1414:' -14145 - 1'197 -9250 JOB NAME: SHAMROCK CENTER (BUILDING -n) RE: ENGINEERING CALCULATIONS FOR TRUSS FILE NO.: FT- 30 -30- 40(96) COND. TT cITYO ruKwILA TRUSS CO.: ROOF TRUSS SUPPLY, INC. MAY 1 3 1991 WOODINVILLE, WA, 98072 DATE: 5/9/1991 P.O.BOX 458, GQTHELL, WA. 98041 8 1 u D 3u 13 4' E4 5u 1:+ 6» W 7u S 9u h10" timuNts AREA JOINT 14 A. JOINT 24 7. a o. cl LL 3 W 1+ MEMBER FORCES W 1u W 2u W au W 4u W 5u W 6- W 7u W 80= W 9u .W1Ou WI1" W12u W13u W14m W15" W16u Wi7u W160 Wig" W2Ou W21i7 W822= W2310 5541 9.3".'50 12270 15295 15270 lavaa 5415 0 t 0 3A RIGHT u 46 Moos, 3910-234TH ST. , WOODINVILLE. WASHINGTON 9$(179 35.0 P SP 5.0 PSP 40.0 ma G. (.t" -4970 - 4.32;3 51 %4 -25:31 2672 .4)53 tiaa -62i -1563 -6:;3 2706 -a:5.155 5 160 .•- 4aot►, 6934 -4742 PERMITCENTER RE6Uxf114) (SU. IN) O6 DF= / 12.44 HF CONDITION 11 70 DE= / 11.06 HP SHEET ':1/t 4 May IC GUNC 1.1.4.01..m' E 1 NL4LL T 1u -5848 P T 2u -6947 1• a ='+ -1 1423 7 4u -13033 T t,'s -13033 T 6u - 14219 T 7u - 14219 7 tia -1269t I 'lu -12s96 T10u -10910 'r 11 u -0861 712u 4826 u 4 619 JOE NAME: SHAMROCK CENTER (BUILDING-6) RE: ENGINEERING CALCULATIONS FOR TRUSS PILE NO.: FT- 30 -30- 40(96) COND. III TRUSS CO.: ROOF TRUSS SUPPLY, INC. WOODINVILLE, WA. 98072 DATE: 5/9/1991 P,O,BOX 458, BOTHELL, WA. 98041 NOTE: ALTERNATE ENGINEERING CALCULATIONS FOR ATTACHED TRUSS ENGINEERING FILE r..� NO.: FT 30 - 30 - 40(96) - CONDITION III ONLY. (SEE ATTACHED TRUSS ENGINEERING FOR MISCELLANEOUS DESIGN CRITERIA) Lt 2e0 13 .3u L :i 4u a Id la as 1+ 6u 8 ' 8 '7u tt 1 010 500.0' LDS 11' j► MLiME4i R F Uril:;i f ro 0 W 1 iu 3u 423 Mu 5246 8947 1140::3 13923 13754 10918 6261 4826 0 DEAR I NO AREA REWIRED (SW. IN) JOINT 14 1.:37 OF / 11.40 HP. JOINT 24 6.635 DI= / 10.57 HP 5910.234TH ST., WOODINVILLE, WASHINGTON 98072 IRLAIA SPAN 30 .00" LOAD DURATION INCrZI n U W ., 1.15 + LOt D1Nt3 LL + ILL ON 70P CHORD) d 35.0 1 : 4 $ 1 1 DL ON POT TOM CHORD a t5.0 P9F- 11I r1 L LOAD ex 40.0 F'VP . c -4566 W 6721 W -4102 W 4`f'?6 w :3!41 W 62 333 W 7e' -2144 W Hu 22x6 w . --M7; W 10u -1236 • WIlu 412 W 12u -572 W 1:3u 646 W141= -1470 W15= -- a W16= ►:470 W17' -23o7 W14. 121' 3574 W 19u -3004.. W2Ou 4621 W21' - •3765 W22u 6101 RIGHT a 42F1 'CONDITION III SHEET 1 /1 (206) 487 3371 JOB NAM.R1 SIIAMUR C NTIk 4UMING -13) RE: ENGINEERING CALCULATIONS FOR TRUSS ._.. FILE NO.: FT *30 -30- 40(96) COND. IV TRUSS CO.: ROOF TRUSS SUPPLY, INC. WOODINVILLE, WA. 98072 DATE: 5/9/1991 '1'C.` C. » C: L1..4-DLy 400.0 1..8S tp 6i SINGLE_ MFIP1vri.fl FORCES Y i= -5113 8 1= c1 W lid 7 w= -8813 ' 2= 5118 W 2 T 3= -1/462 8 3= na l 3 w .3ttl 1 4t+ -• 1'soEGL3 n 4= 11462 W 4m • -13068 8 5r. 13953 W ¶3 T S' - 14246 8 6s3 137 W 6 'r 7.a -14246 8 7= 10934 34 W J' 7 8= -12714 1+ f!= 8271 W 8= .r 9a: -12714 8 9= 4032 W 9= 71c1 =y -10932 810= 0 W10' T11= -8 271 W11= 712= -4832 W12= W13= W14= W15= W16= W17= W19= W 0m Wt ?1=+ W M 2 1 w,., W23= P.Q.BOX 458, BOTHELL, WA. 98041 NOTE; ALTERNATE ENGINEERING CALCULATIONS FOR ATTACHED TRUSS ENGINEERING FILE NO,; FT - 30 - 40(96) - COND. IV ONLY. (SEE ATTACHED TRUSS ENGINEERING FOR MISCELLANEOUS D13IGN CRITERIA) TRUSS SPAN 30 .00" LOAD DURATION INCREASE! = 1.15 ervo.up 84.0" U. C;. LOADING LL + 1)L ON TOI' WHOM) - ; -,. a F'SF DL ON BOTTOM CHORD = '5. f5 PSP 'rCrrfat- LOAD a= 40.0 PSF= LEFT m 451" RIGHT = 6. 0" --4462 6555 - 399' ) 4970 -3837. -572 - 1030 407 -572 - 1476 -572 2476 -2311 3581 -300 8. 4627 -3769 6187 -4233 >:+r~ARINU AREA R UU1fi :D MU. IN) JOINT 14 7. aa DF / 11.15 HP JOINT 24 6.86 DP / 10.150 HF 5910 - 234TH ST., WOODINVILLE, WASHINGTON 98072 (206)487 -3371 CONDITION IV SHEET 1/1 • r r ■ TOE $: 868 ;BLDG /SYSTEM: HP —C -ENTRY AREA- /58 80 FT DESIGN SUM: INSIDE 74 OUTSIDE 83 PEAK LOAD: AUG 1 PM ( CUND WIN: INSIDE 70 OUTSIDE 19 SOLAR GAIN GLASS TYPE ts1 SHADED• 0 SO FT X 11 X NN GLASS 0 SO FT X 11 X NE GLASS 0 EE GLASS 0 SE GLASS 184 SS GLASS 140 SW GLASS 156 WW GLASS 0 NW CLASS 0 SHADED 0 MN GLASS 0 NE GLASS 0 EE GLASS 0 SE GLASS 0 88 GLASS 0 SW GLASS 0 WW GLASS 0 NW GLASS 0 NN WALL NE WALL EE WALL SE WALL SS WALL SW WALL WW WALL NW WALL SOFTX94 X SO FT X 158 X SO FT X 15/ X SO FT X 138 X SO FT X 157 X SO FT X 1:j8 8 X SO FT X 94 X WALL TYPE #2 - 0 SOFTX6 0 SO FTX 11 0 SOFTX18 0 SO FTX 24 0 SU FT X 25 0 SU FT 17 0 • SO FTX 12 0 SO F'1' X 8 COOLING LOAD ESTIMATE HOLADAY— PARKS .IH1:. 1 1 .17 .19 . 5 .8S ►69 .22 .13 GLASS TYPE ts2' SO F'1' X 11 X 1 SOFTX11 X1 SO FT X 94 X .17 SU FT X 158 X .19 SO FT X 157 X .5 SO FT X 138 X .8S 5O FT X 15/ X .69 SU FT X 158 X .22 SO FT X 94 X .13 X .5/ = 0 BTU /HR X .57 = 0 X .57 - 0 X .57 = 0 X .57 = 8233 X .57' = 9140 X .51 = 9632 X .57 = 0 X .51 0 X 0 X 0 x0 X 0 X 0 X 0 x0 X 0 X 0 SKYLIGHT Ar `(2 SO FT X 179 X,8!54 SOLAR & TRANS GAIN - WALLS & ROOF WALL TYPE ui — LIGHT CONSTRUCTION NN WALL 0 SO F'r X 6 X .08 NE WALL 0 SU ,FT X 11 X .08 E3 WALL 0 SO FT X 18 X .08 SE WALL 354 S0 FT X 24 X .06 SS WALL 419 SO FT X 25 X .08 SW WALL 310 SO FT X 17 X .08 WW WALL 0 ' SO FT X 12 X .08 NW WALL 0 SU FT X 8 • X .08 LIGHT CONSTRUCTION X 0 X 0 X0 X0 X 0 X0 X :0 X 0: 0 0• 0 0 .0 0 0 0 0' 0 0 0 0 0 0' 0 0 0 0 679 838. 421 0, 0 1 /15/91 • BLOC LOAD RECEIVED CITY OF TUKWILA MAY 13 191 PERMIT CENTER NN NE EE SE SS SW WW NW WALL WALL WALL WALL WALL WALL WALL WALL ROOF 758 TRANS GAIN GLASS al GLASS 02 SKYLIGHT PART is 1 PART tit CEILING FLOUR INFIL, INTERNAL HEAT LATENT. HEAT WALL TYPE r. LIGHT 0 S1 kTX6 X0 0 S O F T X 11 X 0 0 SO .E'f . X 18 X 0 0 0 0 0 0• 480 0 0 0 0 0 0 SO FT X 24 X0 SO FT X 25 X0 SQFTX17 X0 SO FT X 12 X0 SOFTX8 X0 90 F'1' X 22 X .03 - EXCEPT WALLS & ROOF SO FT X 6 SUFTX6 SO FT X6 SU FT XO SO FT X0 SUF'TX0 SO FT X0 CFM X 6 X PEOPLE 8 X 249 LIGHTS 1,7 WATTS . X 758 X 3.414 MISC @ ,5 W /SQ. FT. . ROOM SENSIBLE HEAT DUCT & LEAKAGE LOSS 0 SAFETY FACTOR 0 MOTOR HEAT GAIN 15 VENT AIR 120 CFM X 6 X 1.09 INFILTRATION 0 CFM X 4 X .0,68 PEOPLE 8 X 205 VENT, AIR 1,20 CFM X 4 X 0.68 CFM AT 17 DEG (PLENUM) 2034 CFM AT 24 DEG (PLENUM) 1441 CFM AT 17 DEG (NO PLENUM) 2106 CFM AT . 24 DEG (NU PLENUM) 1492 X .61 X 0 X f.bj X0 X0 X 6 • X 6 1.09 CONSTRUCTION SUBTOTAL ( RSH ) LATENT HEAT GRANT TOTAL HEAT STORAGE - NONE...GROSS AREA (20.000 SO FT= TOTAL SENSIBLE HEAT (TSH) = 0 0 0 0 0 0 S00 1756 G 0 0 0 0 0 1960 4399 1294 38852 0 • 38852 0 0 ` 3827 '784 0 • 1640 326 • 1966 • 4•' c9 BTU/HR S/, g 6 8 * ** * ** SUMMARY * ** SUMMARY * ** SUMMARY ** SUMMARY * ** SUMMARY * ** SUMMARY. * ** SENSIBLE TONS .TOTAL 'FUNS • SU.FT. PER TON GLASS PERCENT I1 • .95 191 30,71 1 JOB ft: 8683 BLDG /SYSTEM GLASS a1: GLASS #2: SKYLIGHT: WALL 41: WALL u2: WALL u;3: R00F: CEILING: FLOOR SLAB: PERIME'T'ER: PART. #1: PART. #2: INFIL.: VENTIL :: HP-C -ENTRY 480 X .61 0 X 0 I Z %I X 1083 X. .08 0 X 0 X 0 758 X .03 0 X' 0 0 X 0 756 X 0.05 56 X 0.'60 0 X 0 0 X 0 0 X 0 120 X 51 HEATING LOAD HOLADAY- PARKS :INC. X 51 - 149 :32 X 51 - 0 X 51 - /1/?4 X 51 - 4418 X 51 = 0 X 51 0 X 51 = 115' X 51 - 0 X 51 - 0 X 5 189 X 51 = 1713 " X51 - 0 X 51 = 0 X 1.09 = 0 X 1.09 = 6670 BLDG. SUBTOTAL = 29081 DUCT LEAK LOSS: 0 7. X 29081 - 0 SAFETY FACTOR: 0X X 29081 = 0 SUBTO'T'AL = 29081 LIGHT HEAP CREDIT: 0 X X 29081 = 0 GROSS H'CG LOAD LI EQUIVALENT KW = BTU'S BTU'S 29081 BTU'S 8;.5 KW BTU PER GROSS.SQ. FT. = 38.365 WATTS PER G'RUSS SQ.Y'T. = 11.213 OVERALL AVERAGE THERMAL TRANSMITTANCE VALUE ,(U) .1I.i. 1 /15/91 • .BLOCK LOAD „vp,,_ i,„, ze, zioe, 51 blEAS X- I . Z S w.asr.' -,1r" s. ,, TorAt,= - 7 3,,1 1 SOLAR GAIN SKYLIGHT 0 SO FT X 131 X 0 COOLING LUAI) ESTIMATE HOLADAY -PARKS .INI:. JOB #; 869 BLDG /SYSTEM: HI-' -C -SW DESIGN SUIT: INSIDE 74 OUTSIDE 83 PEAK LOAD: AUG 3 PM CUND W1N: INSIDE 70 OUTSIDE 19 AREA =. 1204 SU FT GLASS TYPE ts1 . SHADED 0 SO FT X 11 X 1 X .5/ - 0 BTU /HR NM GLASS 0 8O FT X 11 X 1 X .57 - 0 NE GLASS 0 SO FT X 94 X .13 X .57 - 0 EE GLASS 0 SO FT X 158 X .14 X .57 0 SE GLASS 0 SO FT X 137 X .2 X .5/ - 0 SS GLASS 0 SO FT X 138 X .5 X .57 = 0 SW GLASS 176 SO FT X 157 X .8/ X .5/ = 13/02 WW GLASS 44 SO FT X 158 X .67 X .57 = 2654 NW GLASS 0 SO FT X 94 X. .41 X .57 _ 0 GLASS 'TYPE a2 SHADED 0 SO F'1' X 11 X 1 X 0 - 0 MN GLASS O SO FT X 11 X 1 X 0 - 0 NE GLASS 0 SO FT X 94 X .13 X 0 - 0 EE GLASS 0 SO FT X 158 X .14 X 0 - 0 SE GLASS 0 SO FT X 157 X .2 X 0 - 0 88 GLASS 0 SU FT X 138 X .5 X 0 - 0 SW GLASS 0 SO F'1' X 15Y X .87 X 0 - 0 WW GLASS 0 SO FT X 158 X .67 X0 - 0 NW GLASS 0 SO FT X 94 X .41 X 0 - 0 • 0 SOLAR & TRANS GAIN - WALLS & ROOF WALL TYPE 441 - LIGHT CONSTRUCTION NN .WALL 0 ' 80 FT. X 10 X .08 0 NE WALL 0 SU FT X 11 X .08 - 0 EE WALL 0 SO FT X 11 X ►08 0 3E WALL 0 SO FT X 17 X..08 - 0 5S WALL 0 8U FT X 26 X .08 - 0 SW WALL 601 5U FT X 32 X .08 1538.. WW WALL 166 SO FT X 30 X .08 - 398. NW WALL 42 5O FT X 17 X..08 - :57. WALL TYPE 02 - LIGHT CONSTRUCTION NN WALL 0 5O FT X 10 X 0 - 0 NE WALL 0 SO FT X 11 X 0 EE WALL 0 80 FT X 11 X 0 SE WALL 0 SO FT X 17 X 0 SS WALL 0 5O FT X 26 X 0 SW WALL 0 80 FT X 32 X 0 WW WALL 0 ' SU FT X.30 X 0 NW WALL 0 • SO F'1' X 11 X 0 • 1 /15/91 BLOCK LOAD WALL TYPE Kt' ' LIGHT CONSTRUCTION ' NN WALL 0 SO FT X 11, X 0 NE WALL 0 SQ FT X 11 X 0 EE WALL 0 SO FT X 11 X 0 SE WALL 0 SQ FT X 1% X 0 SS WALL 0 SQ FT X 26 X 0 SW WALL 0 SO FT X 32 X 0 WW WALL 0 .SO FT X 30 X 0 NW WALL 0 • S0 FT X 1% X 0 ROOF 1204 SQ FT X 36 X .03 TRANS GAIN - EXCEPT WALLS & ROOF GLASS #1 220 SO FT X 9 X .61 = 120/ GLASS 42 0 SU FT X 9 X 0 = 0 SKYLIGHT 0 SQ FT X 9 X 0 _ 0 PART :#1 0 SO FT X0 X 0 - 0 PART. a2 0 SO FT XO X 0 - 0 CEILING 0 SU FT X 0 X 9 - 0 FLOOR 1204 SU FT X .05X 9 = 541 1NFIL. 0 CFM X 9 X 1,09 0 INTERNAL HEAT PEOPLE 12 X 245 LIGHTS 1.'1 WATTS X.1204 .X 3.414 MISC M 1 W /SQ. FT. ROOM SENSIBLE HEAT DUCT & LEAKAGE LOSS 0 SAFETY FACTOR 0 LATENT HEAT • CFM AT 17 DEG (PLENUM) 1807 CFM AT 24 DEG (PLENUM) 1280 CFM AT 17 DEG (NU PLENUM)' 1921 CFM AT 24 DEG (NO PLENUM'!) :1360 0 • = 0 0 • .0 0 . 1300 0 0 0 2940 6987 4109 SUBTOTAL = 35433 STORAGE - NCONE...GROSS AREA (20.000 SQ FT= 0 (RSH). 35433 0 0 MOTOR HEAT GAIN 15% - 5314 VENT AIR 180 CFM X 9 X 1.09 - 1765 TOTAL SENSIBLE HEAT (TSH) 42512 INFILTRATION 0 CFM X 4 X 0.613 - 0 PEOPLE 12 ' X 205 2460 VENT. AIR 180 CFM X•4 X 0.68 - 489. LATENT HEAT - ' 2949 . GRANT TOTAL HEAT = 45461 SENSIBLE TONS TOTAL TOWS SU. FT. PER TON GLASS PERCENT * ** SUMMARY ** *.SUMMARY * ** SUMMARY * ** SUMMARY * ** SUMMARY * ** BTU /HR * * * SUMMARY * ** • ;3.54; 3. /B X18,. 21. JOB .A 869 . BLDG/ SYSTEM GLASS al: GLASS 142: SKYLIGHT: WALL a1: WALL $*2: WALL #3: ROOF: CEILING: FLOOR: SLAB: PERIMETER PART. a2 : 1NFIL, : VSNTIL.: HK-C -SW 220 0 0 809 0 0 1204 0 1204 0 0 0 0 180 X .61 1 X0 X X 0 X X 408 •X X 0 X X 0 X X .03 X X 0 X X .05 X X 0,05 X X 0.60 X X X X 0 X X 0 X X 51 X BLDG, SUBTOTAL DUCT LEAR LOSS: 0 % X 25062 SAFETY FACTOR: 0!. X 25062 LIGHT HEAT CREDIT: 0 % X 5062 HIATING LOAD . HOLADAY- PARKS, INC. 51 51 51 51 = 51 51 51 51 51 31 . 51 = 51 1,09 = 1.09 = OVERALL '.BTU P'FR'.GROS5 SO. FT. 20.815 WATTS PER GROSS 80,14T, = 6,063 AVERAGE 'THERMAL ; Ti Ai1SMITTAMLE' VALUE .(U) SUBTOTAL = 25062 BTU' S 6844 0 • 0 3500 0, v 1842 0 30/0 0 0 0 0 10006 25062 BTU'S 0 0 0 GROSS H'1'G LOAD = 25062 BTU'S,, EUU1VALENT KW = 7,3 KW 1 /15/91. . BLOCK LOAD Z20 (a6 CF G��s SOLAR GAIN SHADED 0 NN GLASS 0 NE GLASS 0 ES GLASS 0 SE GLASS 0 'SS GLASS 0 SW GLASS 0 WW GLASS 0 ,NW GLASS 308 SHADED 0 NN GLASS 0 .NE GLASS 0 EE GLASS 0 SE GLASS 0 SS GLASS 0 SW GLASS 0 WW GLASS 0 NW GLASS 0 NN NE .EE SE SS SW WW .NW WAIL WALL WALL WALL WALL WALL WALL WALL GLASS SQ SU SQ SQ SQ SQ SQ SQ SQ GLASS SU SCE SQ SU SQ SU SQ SQ SQ COOLING LOAD ESTIMATE HOLAOAY- PARKS,INC. JOB K: 866 LELI)G /SYSTEM: HP -C -NW DESIGN SUM: INSIDE /4 OUTSIDE 83 PEAK LOAD: JUNE 6 PM COND WIN: INSIDE 70 OUTSIDE 19 TYPE u1 FT X 16 FT X 16 FT X 126 FT X 164 FT X 135 PT X 93 FT X 135 FT X 164 FT X 126 TYPE u2 FT X 16 FT X 16 FT X 126 FT X 164 FT X 133 FTX93 FT X 133 FT X 164 FT X 126 1 X .5/ 1 X .5I .11 X .37 .08 X .5% .12 X .5/ .12 X .5% .5 X .5Y .87 X .57 .87 X .7 X1 X 1 X .11 X .08 X .12 X .12 X .5 X .87 X .8/ SKYLIGHT 0 SU FT X 44 X 0 SOLAR & TRANS GAIN - WALLS & ROOF WALL TYPE #1 , - LIGHT NN WALL 0 SU FT X 9' X .08 NE WALL 0 SU FT X 11 X .08 EE WALL 0 SQ FT X 11 X .08 SE WALL 0 SU FT X 11 X .08 SS WALL 0 SQ FT X 13 X .08 SW WAIL 0 SQ FT X 39 X .08 WW WALL 0 SO FT X 45 X .08 NW WALL 910 SU FT X 37 X .08 X 0 X 0 X 0 X 0 X 0 X 0 X 0 X 0 X 0 CONSTRUCTION AREA 1526 SU FT 0 0• 0 0 0 0 • 19244 0 0 0 0 0 0 0 . 0 0 0 0' 0 0... 2693. WALL TYPE a2 - LIGHT CONSTRUCTION 0 'SU FTX9. X0 - .0 0 SUF'rX 11 X0 = 0• 0 SU FT X 11 X 0 .0 0 SQ FT X 11 X 0 = 0- 0 SUS FT X 13 X 0. _ .0 0 SU FT X 39 X 0 ' 0 o SQ FT X 45 X 0 = . 0 SU PTX .37 X0, 0 BTU/HR 0 0 0 0 1 /15/91 BLOCK LOAD c. I NN WALL NE WALL EE WALL SE WALL S3 WALL SW WALL WW WALL NW WAIL ROOF TRANS GAIN — EXCEPT WALLS & RUOF GLASS #1 GLASS u2 S} YLIGHT PART u1 PART u CEILING FLOOR INFIL. INTERNAL HEAT WALL TYPE ( 0 SOFTX`9 0. SO FT X 11 0 SQ.FT X 11 0 SO FT X 11 0 SO FT X 13 0 SO FT X 39 0•• SO FT X 45 0 — S (.1 F 1' X 3 7 1526 SO FT X 42 X .03 308 SO FT X 5 X .61 0 SO FT X 5 X 0 0 SOFTXS XO U SO FT XO X 0 0 SOFTXO XO 0 SOFTXO X5 1526 SO FT X .03X 5 0 CFM X 5 X 1.09 LIGHT CONS'PRUCTION X O X 0 X 0 X 0 X 0 X 0 X 0 X 0 PEOPLE 15 X 245 LIGHTS 1.7 WATTS X 1526 X 3.414 MISC L 1 W /S0. FT. • 'ROOM SENSIBLE HEAT DUCT 8 I.EAI(AGE LOSS SAFETY FACTOR MOTOR HEAT UAIN VENT AIR '225 CFM X TOTAL SENSIBLE HEAT LATENT HEAT. (TSH). 0 O 15Z 5 X 1.09 INFILTRATION 0 OEM X 4. X 0.68 • PEOPLE 15 • X 205 • VENT. AIR 225 CFM X•4 X'0.68 LATENT HEAT GRANT TOTAL HEAT • 1922 939. 0 0' 0 0 0 381 0 • 3675 • • 8856.. • 5208 SUBTOTAL = 42918 • STURAUE - NUNE...GRUSS AREA (20)000 SU FT= 0 (RSH) 42918 0 0 • 6437 1226 505411 0 0 0 0 0 0 0 0 0 3075 612 • 3687 • 54268 BTU /HR * ** * ** SUMMARY * ** SUMMARY * ** SUMMARY * ** SUMMARY * ** SUMMARY * ** SUMMARY * **. CFM AT 17 DEG (PLENUM) 2182 SENSIBLE TONS 4.21' CFM AT 24 DEG (PLENUM) 1546 TOTAL TONS 4■52 CFM AT 17 DEG (NO PLENUM) 2226 MET. PER TUN 33% CFM AT 24 DEG (NO PLENUM) 1648 GLASS PERCENT 25.28 JOB #: 866 BLDG /SYSTEM HP-C -NW HEATING LOAD HOLADAY- NAKI(S, INC. : BTU FER. GROSS SU..FT. = ?.0.986 WATTS' PER' GROSS SU.I:T. 6,159 : OVERALL AVERAGE '(HERMAL 'TRANSMITTANCE VALUE (U) .UBy BTU'S- KW GLASS Ni: 308 X .61 X S1 = 9581 GLASS #2: 0 X 0 X 51 = 0 SKYLIGHT: 0 X .0 X 51 - 0 WALL ai: 910 X .08 X 51 - 3712 WALL a2: 0 X 0 X 51 = 0 WALI. #3: 0 X 0 X 51 = 0 ROOF: 1526 X .0 :3 X 51 - 2334 CEILING: - 0 X .0 X 51 - 0 FLOOR: 1526 . X .05 .. X S1 - 3891 SLAB: 0 X 0.05.X 5 = 0 PERIMETER: 0 X 0,60 X 51 - 0 FART, u1: 0 X 0 X 51 - 0 PART. a2: 0 X 0 . X 51 - 0 INFIL.:: 0 X 0 X 1.09: 0 VENTIL.: .225 X 51 X 1.09: 12507 BLDG. SUBTOTAL = 32025 BTU'S DUCT. LEAK LOSS: 0 7. X 32025 0 SAFETY FACTOR: .0l. X 32025 = 0 SUBTOTAL 32025 'BTU'S 'LIGHT HEAT CREDIT :.0 % X 32025 = 0 GROSS HTG LOAD = .32025. EQUIVALENT KW = . . 9,4 1 /15/91 BLOCK LOAD) COOLING LUAU ESTIMATE HULADAY- P'ARKS,INC. JOB st: 865 BLDG /SYSTEM: . HP -C -NE _. DESIGN SUM: INSIDE 74 OUTSIDE 83 PEAK LOAD: JUNE 8 AM CONIC WIN: INSIDE 70 OUTSIDE 19 SOLAR GAIN AREA= 1232 SR.FT GLASS TYPE n1 SHADED 0 SO FT X 16 X 1 X .5/ - 0 BTU /HR NN GLASS 0 SO FT X 16 X 1 X .57 - 0 NE GLASS 264 SO FT X 126 X .75 X .5/ - 14220 HE GLASS 0 SO FT X 164 X .82 X .57 = 0 SE GLASS 0 SO FT X 135 X .61 X .57 - •0 • SS GLASS 0 SO FT X 93 X .48 X .57 = 0 SW GLASS 0 SU FT X 135 X .18 X .57 - 0. WW GLASS 0 SU 1T X 164 X .25 X .57 = 0 • NW GLASS 0 • SO FT X 126 X .25 X .57 = 0 GLASS TYPE n2 SHADED 0 SU FT X 16 X 1 X 0 - 0 NN GLASS 0 80 FT X 16 X 1 X 0 - 0 NE GLASS 0 SU FT X 126 X .75 X 0 - 0 EE GLASS 0 SO FT X 164 X .82 X 0 - 0 SE GLASS 0 SO FT X 135 X .61 X 0 - 0 SS GLASS 0 SO FT X 93 X .48 X 0 0 SW GLASS 0 SO FT X 135 X .18 X 0 - 0 WW GLASS 0 SO FT X 164 X .25 X 0 = 0 NW GLASS 0 SO FT X 126 X .25 X 0 - • 0 SKYLIGHT 0 SO FT X 133 X 0 SOLAR fi TRAMS GAIN WALLS & ROOF WALL TYPE n1 - LIGHT 0 SO FT X -7 X .08 733 SU FT X 19 X .08 NN WALL NE WALL EE WALL 0 SO FT X 2/ X .08 SE WALL 0 5O FT X 10 X .08 SS WALL 0 SU FT X -/ • X .08 SW WALL 0 SO I'T X -7 X .08 WW WALL 0 SU FT X -7 X ►08 NW WALL 0 SO FT X -7 X .08 UUNSTRIICTION • 0 1114 • 0 0 0 0 0 0 • WALL TYPE ts2 - LIGHT CONSTRUCTION NN WALL 0 SO FT X - X 0 NE WALL 0 • SO FT 'X 19 X 0 EE. WALL 0 • • 50 FT X 2? X 0 SE WALL 0 SU FT X 10 X 0 88 WALL 0 • SO FT X -% X 0 SW WALL 0 SO FT X -7 X 0 WW WALL 0 SO FT X -7 X 0 NW WALL 0 • SO FT X X 0 0 1 /15/91 BLOCK LOAD 4 NN WALL NE WALL EE WALL SE WALL SS WALL SW WALL WW WALL NW WALL ROOF 1232 TRANS GAIN - EXCEPT WALLS & ROUE GLASS a1 264 GLASS #2 0 SKYLIGHT 0 PART "1 0 PART 02 0 CEILING• 0 FLOOR 1232 INF1L. 0 INTERNAL HEAT WALL TYPE # r - LIGHT CONSTRUCTION 0 SU FT X i. r' X O 0 SoFTX 19 X0 0 SDFTX27 X0 0. So FT X 10 X0 0 SO FT X -7 X 0 0 SC PT X -Y X 0 0 St) FT X -/ X 0 0 SCOFTX -Y X0 SO FT X -10 X .03 SO FT X -5 X .61 SU FT X -5 X 0 S 0 FT X -5 X 0 SC1F'1'X0 X0 SOFTX0 X0 SO FT X 0 X - 5 SO FT X .05X -5 CFM X.-5 X 1.09 PEOPLE 12 X 245 LIGHTS 1.7 WATTS X 1232 X 3.414 I'IISC U 1.0 W /FT2 SUBTOTAL STURAGI: - NONE...GROSS AREA <20000 SO ROOM SENSIBLE HEAT DUCT & LEAKAGE LOSS 0 I. SAFETY FACTOR 0 MOTOR HEAT GAIN 15% VENT AIR 180 CFM X -5 X 1.09 TOTAL SENSIBLE HEAT LATENT HEAT INFILTRATION 0 CFM X 4 PEOPLE' 12 X 205 VENT. AIR 180 CFM X 4 X 0.68 CH'I AT 17 DEG (PLENUM) 1409 CFM.AT 24 DEG (PLENUM) 998 CFM AT 17 DEG (NO 'PLENUM) '1525 • C.FM AT 24 DEG (NO PLENUM) 1060 (RSH) 0 0 0 0 0 0 0 -370 -806 0 0 0 0 0 -308 0 2940 Y150 4205 28145 FT= 0 28145 0 () 4221 -981 (TSH) = 31385. X 0.68 - 0 2460 489 LATENT HEAT = 2949 GRANT TOTAL HEAT = 34334 .BT'U /HR * ** * ** SUMMARY * *i* SUMMARY * ** SUMMARY * ** SUMMARY *3* SUMMARY * ** SUMMARY * ** .. SENSIBLE TONS • TOTAL TONS . •5LU.FT. PER TON' GLASS PERCENT. 2.61 2.86 430 26.47 JOB #: 845 1LDG /SYSTEM HP-C NE • 0 %'X 26234 0/. X 26234 HEATING LOAU HOLADAY- PARKS, INC. DUCT.LEAK LOSS: SAFETY FACTOR: BTU F'ER : GROSS 90. • FT. = 21.293 :WATTS PER GROSS S0. FT. = •6.25 . OVERALL AVERAGE THERMAL TRANSMITTANCE VALUE (U) _ BTU'S KW GLASS a1: 264 X .61 X 51 = 8213 GLASS #2: 0 X 0 X 51 - 0 SKYLIGHT 0 X 0 X 51 L 0 WALL 41 733 X .08 X 51 = 2990 WALL a2: 0 X 0 X 51 - 0 WALL 42: 0 X 0 X 51 - 0 ROOF: 1232 X .02 X 51 1884 CEILING: 0 X 0 X 51 0 FLOOR: 1232 X .05 X 51 - 3141 SLAB: 0 X 0.05 X 5 = 0 PERIMETER: 0 X 0.60 X 51 = 0 PART. #1: 0 X 0 X 51 - 0 PART. #2: 0 X 0 X 51 - 0 1NFIL.: 0 X 0 X 1.09 = 0 VENTIL. 180 X 51 X 1.09 = 10006 BLDG. SUHTUTAL = 26234 BTU'S 0 0 SUBTOTAL = 26234 LIGHT MEAT CREDXT:" 0 % X 26234 '= - 0. GROSS . H'1'G LOAD 26234 EUU1VALENT KW = r.I. 1 /15/5+1. BLUCK LOAD COOLING LOAD ESTIMATE HOLADAY -PARKS .INC. JOB 14: 864 BLDG /SYSTEM: HP -C -E CORNER DESIGN SUM: INSIDE 74 OUTSIDE 83 PEAK LOAD: AUG 11 AM CONI) WIN: INSIDE 70 OUTSIDE 19 SOLAR GAIN GLASS 'tYPE a1 . SHADED 0 SO FT X 11 X I X .5/ : 0 BTU/HR NN GLASS 0 Std ' F'T X 11 X 1 X .57 : 0 NE GLASS 36 SO FT X 94 X .25 X .5/ - 750 EE.GLASS 0 . SO FT X 158 X .43 X '.57 = • 0 SE GLASS 44 SO FT X 157 X .82 X .57 = 3228 SS GLASS 0 SO FT X 138 X .88 X .57 = 0 SW GLASS 0 SO FT X 157 X .27 X .5/ = 0. WW GLASS 0 SO FT X 158 X .14 X 457 = 0 NW GLASS 0 SO FT X 94 X .15 X .57 0 GLASS 'TYPE 142 SHADED 0 SO FT X 11 X 1 X 0 - 0 NN GLASS 0 SO FT X 11 X1 X0 - 0 NE GLASS 0 SU FT X 94 X .25 X 0 - 0 E1+ GLASS 0 SO FT X 158 X .43 X 0 - 0 SE GLASS 0 SO FT X 157 X .82 X 0 - 0 . SS GLASS 0 SO FT X 138 X .88 X 0 = 0 SW GLASS 0 30 FT X 157 X .27 X 0 - 0 WW GLASS 0 SO FT 'X 158 X .14 X 0 - 0 NW GLASS 0 SO F'1' X 94 X .15 X 0 - .0 SKYLIGHT 0 SO FT X 179 X 0 . SOLAR & TRANS GAIN - WALLS & ROOF. WALL TYPE :41 - LIGHT CONSTRUCTION NN WALL 0 SO F'1' X'-1 X .08 - 0 NE WALL 185 SO FT X 17 X' .08 - • .251 EB . WALL 0 SO FT X 33 X .08 - 0 : SE WALL 260 SO FT X 25 X .08 - 520. •SS WALL 0 S0 FT X 12 X .08 0 SW WALL, 0 SO FT X 2 X .08 0 WW WALL 0 .SO FT X 1 X .08 NW WALL 0 SO FT X 1 X .08 WALL TYPE P2 - LIGHT CONSTRUCTION NN WALL 0 SOFTX -1 X0 • - • NE WALL 0 . SO FT X 17 X 0 EB WALL 0 SO FT X 33 X,0 SE WALL. 0 SU-FT X 25 X 0 SS WALL 0 SO FT X 12 X 0 SW. WALL 0 SO FT X 2 X 0 WW WALL 0 SO FT . X . 1 . X 0 NW WALL 0 SU FT. X 1 X 0 AREA= 66'/ SO PT 0 1 /15/91 BLOCK: LOAD WALL TYPE a;�� . LIGHT CONSTRUCTION NN WALL 0 SQ FT X l X 0 NE WALL 0 SO FT X 17 X 0 EE WALL 0 SQ FT X 33 X 0 SE WALL 0 SO FT X 25 X O SS WALL 0 SO FT X 12 X 0 SW WALL 0 SQ FT X 2 X 0 WW WALL 0' SU FT X 1 X 0 NW WALL 0. SQ FT X 1 X.0 ROOF 667 SQ FT X 5 X ►03 TRANS GAIN - EXCEPT WALLS & ROOF GLASS #1 GLASS a2 SKYLIGHT PART #1 PART tt2 CEILING FLOOR 1NFIL. INTERNAL HEAT PEOPLE 7 X 245 LIGHTS 1,7 WATTS X 667 X 3.414 MISC @ 1.0 W /FT2 ROOM SENSIBLE HEAT DUCT & LEAKAGE LOSS 0 /, SAFETY FACTOR 0 MOTOR HEAT GAIN 15% VENT AIR 105 CFM X 2 X 1,09 TOTAL SENSIBLE HEAT LATENT HEAT 100 SO FT X 2 X .61 0 SOFTX2 X 0 SOFTX2 X0 0 SO PT XO X O 0 SQFTXO .X0 0 SUFTXO X2 667 SOFTX.05X2 0 CFM X 2 X 1.09 CFM AT 17 DEG (PLENUM) CFM AT 24 DEG (PLENUM) CFM AT 17.DEG (NO PLENUM) CFM AT 24 DEG (NO PLENUM) 636 450 699 493 STORAGE - NONE...GROSS AREA <20.000 SQ FT= 0 0 0 0 0 0 0 0 100 121 0 0. 0 0 0 66 0 1715 3871 2276 SUBTOTAL = 12898 0 (RSH) = 12898 0 0 • 1934 = • 228 (TSH) = 15060 * ** SUMMARY * ** SUMMARY * ** SUMMARY * ** SUMMARY * ** SUMMARY * ** SUMMARY * ** INFILTRATION 0 CFM X 4 X 0468 - 0 PEOPLE 7 X 205 - 1435 VENT. AIR 105 CFM X 4 X 0.68 285 LATENT HEAT 1720 GRANT TOTAI, HEAT = 16780 BTU/ HR * ** SENSIBLE TONS TOTAL TONS SUET. PER TON GLASS PERCENT 1.25 1.39 4/9 18.34 HEATING LOAD :JOB a: 864 HOLADAY - PARKS, INC. BLDG /SYSTEM HP -C -E CORNER GLASS a1: 100 X .61 X 51 - 3110 GLASS a2: 0 X 0 X 51 - 0 SKYLIGHT: 0 X 0 X 31 - 0 WALL #1: 445 X .08 X 31 = 1815 WALL a2: 0 X 0 X 51 - 0 WALL #3: 0 X 0 X 51 = 0 ROOF: 667 X .03 X 51 - 1020 CEILING: 0 X 0 X 51 : 0 FLOOR: 667 X .05 'X 51 : 1700 SLAB 0 X 0.05 X 5 0 PERIMETER: 0 X 0.60 X'51 - 0 PART. wit 0 X 0 X 51 - 0 PART. #2: 0 X 0 X 51 - 0 INFIL.: 0 X 0 X 1.09: 0 VENTIL.: 105 X 51 X 1.09 = 5836 DUCT LEAK LOSS :, 0 7. X 13481 SAFETY FACTOR: 0 Z X 13481 ' BTU .PER GROSS SG. FT. WATTS PER GROSS .SO.FT. BLDG. SUBTOTAL : 13481 BTU'S 0 0 SUBTOTAL : 13481 BTU'.S LIGHT HEAT CREDIT: 0 X X 13481 : 0 GROSS HTG LOAD : 13481 EUUIVALENT KW = 3.9 OVERALL AVERAGE THERMAL TfANSMITTANL'E VALUE 1 /15/91 BLOCK LOAD ' JON a: 86% BLDG:/ SYSTEM: HP -C -SE DESIGN SUM: INSIDE 74 OUTSIDE CONI WIN: INSIDE 70 OUTSIDE SOLAR GAIN SHADED 0 PIN GLASS 0 NE GLASS 0 Er.' GLASS 0 SE GLASS 136 SS GLASS 6 SW GLASS 0 WW GLASS 0 NW GLASS 0 NN WALL NE WALL EE WALL SE WALL SS WALL SW WALL WW WALL NW WALL • GLASS TYPE #1 COOLING LOAD ESTIMATE HOLADAY PARKS,INC. SO FT X 11 X 1 S 0 F 'I' X 1.1 X 1 SO FT X 94 X .25 SU FT X 158 X .43 SO FT X 157 X .82 SU FT X 1S8X.88 SO FT X 157 X .27 SU FT X 158 X .14 SU FT X 94 X .i5 GLASS TYPE 412 SHADED 0 SO FT X 11 NN GLASS 0 SU FT X 11 NE GLASS 0 SU FT X 94 EE GLASS 0 SU FT X 158 SE GLASS 0 SO FT X 157 SS GLASS 0 SU PT X 1S8 SW GLASS 0 SO FT X 1S/ WW GLASS 0 SW FT X 158 NW GLASS 0 SO 1-'T X 94 X 1 X 1 X .25 X .43 X .82 X .88 X .27 X .14 X .15 SKYLIGHT 0 SO PT X 179 X 0 SOLAR & TRANS GAIN - WALLS & ROOF WALL TYPE rti - LIGHT NN WALL 0 SO FT X -1 X .08 N1: WALL .0 • SLR FT X 17 X .08 EE • WALL 0 80 FT X 33 X .08 S1; WALL 662 SU FT X 25 X .08 SS WALL 0 SO PT X 12 X .08 SW WALL 0 SU FT X 2 X .08 WW WALL 0 SO FT X 1 X .08 NW WALL 0 SU FT X 1 • X .08 AREA- 1064 SO FT 83 PEAK LOAD: AUG 11 AM 19 X X .S7 X .57 X .S7 X .5 x .S7 X .57 X .57 X .5Y X X 0 X 0 X 0 X 0 X 0 X 0 X 0 X 0 CONSTRUCTION • WALL TYPE n2 - LIGHT CONSTRUCTION 0. SOFTX -1 X0 0 SO F T X 17 X 0 0 SUFTX33 X0 0 • SOFTX2S X0 0 S U F T X 12 X 0• 0 SOFTX2 X0 0 SOFTX1 •X0 0' .SO FTX•1 X 0 BTU /HR 0 0 0 9979 0 0 0 0 r. 0 0 0 0 0 0 0 0 0 0 0 0 1524 0 0 0 0 1 /15/91 BLOCK LUAD NN WALL NE WAIL EE WALL SE WAIL SS WALL SW WALL WW WALL NW WALL ROOF 1064 SQ FT X 5 X .03 TRANS GAIN GLASS a1 136 GLASS #2 0 SKYLIGHT • 0 PART ai 0 PART «2 0 CEILING 0 FLOOR 1064 INFIL. U INTERNAL HEAT • PEOPLE 11 X 245 LIGHTS 1./ WATTS X 1064 M1SL' (9 1 .W /SQ. FT. SUBTOTAL _ = 24234 STORAGE - NONE...GROSS AREA (20,000 SU FT= • 0 ROOM SENSIBLE HEAT DUCT & .LEAKAGE LOSS SAFETY FACTOR MOTOR HEAT GAIN VENT AIR 165 CFM X TOTAL SENSIBLE HEAT LATENT HEAT WALL TYPE # +: LIGHT 0 SUFTX X0 U SLUFTX 17 )( 0 0 SQFTX33 X 0 SUF'TX25 X0 0 SQ 12 X 0 0 SQFTX2 X0 0 SQ FT X 1 :X 0 0 SO FT X 1 _X0 - • EXCEPT WALLS 6 . ROOF SQ FT X 2 X.61 SU FT X 2 X0 SUF'TX2 X0 SO FT XO X 0 SQ FT X0 X. 0 SO FT X 0 X 2 SO FT X .05X 2 CFM X 2 X 1.09 0 I. 07, 15X 2 X 1.09 INFILTRATION 0 CFr X•4 X 0.68 PEOPLE 11 X 205 VENT, AIR 165 CFM X 4 X 0.68 LATENT HEAT GRANT TOTAL HEAT * ** SUMMARY * ** SUMMARY * ** SUMMARY CFM AT 1Y DEC (PLENUM) 121:1 CFM AT 24 DEG (PLENUM) 859 CFM AT 17 DEC (NO PLENUM) 1313 CFM AT 24 DEC (NO PLENUM) 930 CUNSTRUC'TION * ** g. 159 165 U • 0 0 • 0 0 106 U ▪ 2695 X 3.414 - .61/5 3631 (RSH) = 24234 0 0. 3635 359 (TSH) : 28228 • 2703 0 0. 0 0 0 U o- 0 ▪ 2255 448 • ( • 30931 TUTU / HR ** *' , SUMMARY * ** SUMMARY SENSIBLE TUNS TOTAL TONS SQ.FT. PER TUN 'GLASS PERCENT * ** SUMMARY * ** 2.35 2.5/ 414 1/.04 r 'JOB 4: 867 BLDG /SYSTEM. HP-C -SE GLASS u1: GLASS u2: SKYLIGHT WALL #1: WALL #2: WALL $*3: ROOF: CEILING: FLUOR: SLAB: PERIMETER: PART, #1: PART. a2: INFIL.: VEN'TIL.: 136 0 0 662 0 0 1064 0 '1064 0 0 U 0 0 165 DUCT LEAK LOSS :. SAFETY FACTOR: .61. 0 U .08. 0 0 .03 0 .05 0.09 0.60 0 0 0 51 X 51 X 51 X 51 X 51 X 51 X 51 X 51 X`,1 X 51 X 5 X 51 X 51 X '51 X 1.09 X 1.09 HEA'T'ING LOAD HOLADAY - PARKS, INC. r. 4230 0 0 2/00 6- 0 162/ 0 2713 0. 0 0 U 0 9172 BLDG. SUBTOTAL = 20442 BTU' S 0 % X 20442 0 0 X. X 20442 = . 0 SUBTOTAL = 20442 • LIGHT HEAT CREDIT: 0 % X 20442 = 0 BTU PER GROSS SQ. FT. 19,212 WA'I'TS: PER .GROSS 5Q.FT: ; 5.639. OVERALL AVERAGE THERMAL TRANSMITTANCE VALUE'..(U) BTU'S GROSS HTG LOAD = 20442 BTU'S. EQUIVALENT KW = 6 J01 . 1 /15/91 '.-BLOCK LOAD JOB $t: 863 BLDG /SYSTEM: HP- C-INTER AREA 9361 SU FT DESIGN SUM :.IMSIDE 74 OUTSIDE 83 PEAK LOAD: JULY 3 PM CUND WIN: INSIDE 70 OUTSIDE 19 SOLAR GAIN COOLING LOAD ESTIMATE HOLADAY- PARKS.INC. GLASS TYPE #1 . SHADED 0 SO FT X 14 X 1 X .57 0 BTU, HR NN GLASS 0 SQ FT X 14 X 1 X .57 : 0 NE GLASS 0 SO FT X 117 X .13 X .57 = 0 SE GLASS 0 SQ FT X 163 X .14 X .57 = 0 ' 'A-e--7 CG SE GLASS 0 SU FT X 143 X .2 X .51 - 0 q 5S GLASS 0 SQ FT X 106 'X .5 X .57 = 0 /Q'6q 4 / SW GLASS 0 SQ FT X 143 X .8% X .57 - 0 WW GLASS 0 SQ FT X 163 X .67 X .57 - 0 NW GLASS 0 SU FT X 117.X .41 X .S/ = .0 GLASS TYPE #2 SHADED 0 SQ FT X 14 X 1 X 0 0 NN GLASS 0 SQ PT X 14 X 1 X 0 - 0 NE GLASS 0 SQ FT X 117 X .13 X 0 - 0 EE GLASS 0 SQ FT X 163 X .14 X 0 - 0 SE GLASS 0 SQ FT X 143 X .2 X 0 - 0 SS GLASS 0 SU FT X,106 X .5 X 0 - 0 SW GLASS 0 SQ FT X 143 X .87 X 0 - 0 WW GLASS 0 SQ FT X 163 X .67 X 0 - 0 NW GLASS 0 SQ FT X 11% X .41 X.0 0 SKYLI GH'T c192 SQ FT X 159 X .57 , SOLAR & TRANS GAIN - WALLS & ROOF WALL TYPE W1 - LIGHT CONSTRUCTION NN WALL 0 SQ FT X 10 X .08 - NE WALL 0 SQ FT X 11 X .08 ES WALL 0 SQ FT'X 11 X .08 SE WALL 0 SQ FT X 17 X .08 SS WALL 0 SQ FT X 26 X .08 SW WALL 0 • SQ FT X 32 X .08 WW WALL 0 SU FT X 30 X..08 NW WALL 0 SQ FT X 17 X .08 17400 3, , o b 1 /15/91 BLOCK LOAD 0 0 0 0 U 0 0 0 WALL TYPE a2 LIGHT CONSTRUCTION NN WALL 0 SU FT X 10 X 0 - 0• NE WALL 0, SG FT X 11 X 0. - 0 EE WALL 0_ SQ FT X 11 X 0 0 SE WALL 0 SO FT X 17 X 0 0 SS WALL 0 80 FT X 26 X 0 - 0 :: SW WALL 0 SQ FT X 32. X.0 - 0 WW WALL 0 .SO FT X 30 X 0 - 0 NW WALL 0 SQ FT X 17 X'0 .0 NN WALL NE WALL EE WALL SE WALL SS WALL SW WALL WW WALL NW WALL ROOF 9361 TRANS GAIN GLASS a1 GLASS i2 SKYLIGHT PART 41 .PART u2 CEILING FLOOR INFIL. INTERNAL HEAT TOTAL SENSIBLE HEAT LATENT HEAT WALL TYPE a3 I.IG'HT CONSTRUCTION 0 SO FT X 1\ X 0 0 SO FT X19. XO 0 SG FT X 11 X 0 - 0 SOFTX1/ XO 0 SO FT X26 XO 0 SU 1-' T X 3 2 X 0 0 SQFTX30 X0 0 SQFTX17 X0 SO FT X 36 - EXCEPT WALLS X ►03 ROOF 0 SQ FT X 9 X .61 0 •SQ FT X 9 X 0 192 SO FT X 9 X .61 0 SQ FT XO X 0 0 0 9361 0 SO FT X0 X 0 SG FT X 0 X9 SQ FT X 40:5X 9 CFM X 9 X.1.09 PEOPLE 94 X 245 LIGHTS 147 WATTS X 9361' X 3.414 MISC 1.0 W/ FT2 SUBTOTAL STORAGE - NONE...GROSS AREA <20000 SQ ROOM SENSIBLE HEAT DUCT & LEAKAGE LOSS 0 SAFETY FACTOR 0 MOTOR HEAT GAIN 15% VENT AIR 1395 CFM X 9 X 1.09 INFILTRATION 0 CFM X 4 X 0.68 .PEOPLE 94 X.205 VENT. AIR 1395 CFM X 4 X 0.68 LATENT HEAT CFM AT 17 DEG (PLENUM) CFM AT 24 DEG (PLENUM) CFM AT 17 DEG (NO PLENUM) CFM AT 24 DEG (NO PLENUM) GRANT TOTAL. HEAT 6819 '4830 7703 5456 (RSH) (T SH) • 10109 .0 0 • 10:54 0 0 0 • 4212 0 FT= 0 0 0 0 0 0 0 0 23030 54329 31949 142083 0 142083 0 0 21312 13684 177079 0 - 19270' 3/94 23064 • 200143 SENSIBLE TONS TOTAL TONS SU.1 T. PER TON GLASS ,PERCENT } -1.1j0 ,1 -` • y - 2.19 _ + 't,03T. * ** SUMMARY ** *.SUMMARY * ** SUMMARY * ** SUMMARY * ** SUMMARY * ** SUMMARY * ** /1 / 88 144' .6% I`f .1 - 561 0 JOB #: 863 BLDG/SYSTEM GLASS a1• GLASS #2: SKYLIGHT: WAIL u1: WALL u2: WALL u3: ROOF: CEILING: FLOOR: SLAB: PERIMETER: PANT, #1: PART. a2: INFIL.: VENTIL.: HP-7C-INTER 0 0 192 0 0 0 9341 - 0 9361 0 0 0 0 0 1395 .61 0 .61 .08 0 0 .03 0 .05 0.05 0.60 0 0 0 51 HEATING LOAD HULADAY- PARKS, INC. 51 51 51 51 51 51 51 51 51 5 51 = 51 - 51 - 1.09 = 1.09 = LIGHT HEAT CREDIT: 0 Z X 121713 = 0 0 59/2 0 0 0 14322 0 2:3870 0 0 0 0 0 7/548 BLDG. SUBTOTAL =. 121712 BTU'S DUCT LEAK LOSS: 0 Y. X 121713 = 0 SAFETY FACTOR 0/. X 121713 = 0 SUBTOTAL = 121713 0 ,BTU'S GROSS HTG LOAD : 121713 BTU'S EQUIVALENT KW = 35.1 KW BTU PER: GROSS SU. FT. = 13.002 WATTS P'ER . GROSS ' S0. FT . = 3.813 OVERALL AVERAGE THERMAL TRANSMITTANCE VALUE .(U) ( 7 . 1./15/91 HLOCK LOAD. • s MB #: 862 BLDG /SYSTEM: HP- C- SW-1ST DESIGN SUM: INSIDE 74 OUTSIDE 83 PEAR LOAD: AUG 3 PM CUNU WIN: INSIDE 70 OUTSIDE 19 SOLAR GAIN SHADED 0 NN GLASS 0 NE GLASS 0 Eli GLASS 0 SE GLASS 0 SS GLASS 0 SW GLASS 336 WW GLASS 91 NW GLASS 0 SHADED NN GLASS NE GLASS EE GLASS SE GLASS SS GLASS SW GLASS WW GLASS NW GLASS NN NE EE SE SS SW WW NW WALL WALL WALL WALL WALL WALL WALL WALL NN WALL NE WALL EE WALL SE WALL SS WALL SW WALL WW WALL NW WALL GLASS SO • TYPE a1 FT 11 SO FT X SO FT X SO 1-T. X SO FT X SO PT X SO F F X SO FT X SQ FT X GLASS TYPE 0 S U FT X 0 SQ FT X 0 S Q P I X 0 SO FT X 0 SO FT 0 SO FT X 0 S O F T X 0 SO FT. X 0 SO FT X WALL TYPE u1 - 0 , 8Q F'1' .X 10 0 SO FT X 11 0 SO FT X 11 0 SO FT X 17 0 SO F'1' X 26 960 SQ. FT X 32 143 SO FT X 30 0: 8C4 FT X 17 WALL 'FYP'E u2 - 0 SO FT X 10 0 SO F'1' X 11 0 SC1 FT X 11 0 SQ FT X 1/ 0 SO FT X 26 0 SOFTX32 0 SO FT X 30 0 SUFTX 17 COOLING LOAD ESTIMATE • HOLADAY- F'ARKS , INC. X i 11 X 1 94 X .13 158 X .14 157 X .2 138 X .5 157 X .87 158 X .67 94 X .41 a2 11 X 1 11 X 1 94 Y. .13 158 X .14 157 X .2 138 X •3 157 X .87 158 X .67 94 X .41 SKYLIGHT" 0 SO F'f X 131 X 0 SOLAR & TRANS GAIN - WALLS & ROOF LIGHT Y. .08 X .08 X .08 X .08 X .08 X .08 X .08 X .08 .57 .5i .57 .57 .57 .57 .57 0 0 0 0 0 0 0 0 0 LIGHT CONSTRUCTION X 0 X0 X 0 X 0 x0 X .0 X0 X 0 A4A= 2135 SU F'1' 26159 5490 0 r. 0 0 0 0 0 0. 0 0 BTU/ HR 0 0 0 . 0 0 0 0 0 CONSTRUCTION 0 0' 0 0 0 2457 343 0 ,0 0 0 0 0. 0 0 1 /1 '3/91 BLOC!; LOAD v�✓� T i4 S r it WALL TYPE s' ,LIGHT CONSTRUCTION NN WALL 0 SO FT X 11,-• X 0 NE . WALL 0 ..SUFTX11 X0 EE WALL 0 SQ FT X 11 X 0 SE WALL 0 SQ 1T X 1Y X 0 SS WALL 0 SQ PT X 26 X 0 SW WALL 0 SO FT X 32 X 0 WW WALL 0 : SU FT X 30 X 0 NW WALL 0 - SQ FT X 1/ X 0 ROOF 0 TRANS GAIN GLASS . #1 GLASS #2 SKYLIGHT PART #1 PART 02 CE1L'1NG FLOOR 1NFIL. INTERNAL HEAT PEOPLE 44 X 245 LIGHTS 1./ WATTS X 2135 X 3.414 MISC 0 0.5 W /FT2 SUBTOTAL = 64285 STORAGE — NONE...GROSS AREA <20 SQ FT- 0 . ROOM SENSIBLE HEAT "DUCT & LEAKAGE LOSS 0 Y. SAFETY FACTOR 0 Y. MOTOR HEAT GAIN 15X VENT AIR 660 CFM X 9 X 1.09 TOTAL SENSIBLE HEAT LATENT HEAT SO FT X 36 X0 EXCEPT WAILS &. ROOF 42/ 0 0 846 0 0 0 0 SP FT X 9 SO FT X9 SO FT X SO FT X.08 SQ FT X0 SU FT X0 SQFTX0 CFM X 9 X X .6i X 0 X0 X 10 x0 X 9 X 9 1.09 INFILTRATION 0 CFM X 4 • X 0.68 PEOPLE 44 X 205 VENT. AIR 660. CPM X X 0.68 CFM AT 17 DEG (PLENUM) 3283 CFI1 AT 24 DEC (PLENUM) 232:5 CFM AT 17 DEG (NU PLENUM) 3485 CFM AT 24 DEG (NO PLENUM). 2468 a 0 t) 0 0. 0 0 0 0 '2344 0 0 6%6 • 0 0 0_ 0 • 10/80 • 12391 . 3645 (RSH) - 6428:5 0 0 9642 = 6474 (TSH). 80401 0 • 9020 1795 LATENT HEAT .10815 GRANT TOTAL HEAT = 91216 BTU /HR- * ** ***.SUMMARY * ** SUMMARY * ** SUMMARY * ** SUMMARY * ** SUMMARY * ** SUMMARY * ** SENSIBLE TONS TOTAL TONS S6, FT. PER TON GLASS PERCENT 6.7 7.6 280 27.9 • JOB #: 862 BLDG /SYSTEM OVERALL AVERAGETHERMAL TRANSMITTANCE .VALUE (U) GLASS #1: GLASS #2: SKYLIGHT: WALL #1: WALL #2: WALL #3: ROOF: CEILING: • FLOOR: SLAB: PERIMETER: PART. #1: PART #2: INFIL.: VENTIL.: HP-C -SW -1ST 427 0 0 1103 0 0 0 0 0 213 8/ 846 0 0 660 .DUCT LEAK , LOSS: SAFETY FACTOR: X 461 X 0 X 0 X ..08 X 0 X 0 X x X X X X xO x X 0 X X 0 X X 0.05 X X 0.60 X X .08 X X 0 X X 0 X X 51 X HEATING LOAD HOLADAY - FAR KS t . INC. 31 51 31 51 51 51 51 51 51 5 BTU PER GROSS St. .. FT... =28.626 WATTS PER GROSS sG.FT i 8,284 • r . 51 51 51 = 1.09 = 1.09 - 0 % X 61118 = 0 Z. X 61118. 13283 0 0 4 300 0 0 0 0 0 . 533 266; 3451 • 0 0 36689 BLDG. SUBTOTAL = 61118 BTU'S 0 0 SUBTOTAL = 61118 BTU'S. LIGHT HEAT CREDIT: 0 `Z X 61118 = 0 GROSS HTG LOAD = 61118 KUU1VALENT KW = 1 ?.9. 1 BLOCK LOAD ❑ CORPORATE and SALES OFFICES 616 First Ave.. Seattle, WA 98104 (206) 292.1160 ❑ ALASKA DIVISION 1820 Marika. Fairbanks, AK 99701 (907) 452.7151 DM- LOW H•P FORM 405 (4/88) , Project: . c/71?Ry /ZOf./C Subject: vfr( _ 1 J 1 .1 075 et ' ` v oT ;;_667)c /� g�'s i•..�' J ./Z 373 v5T� rt i 1 1 '1 11 1111! 11111!1111 ,0✓/y -4 o _! 1. F '= I _x C. .zsx.?). t�it,t2))... Z .3`1 l i +` i 1 ! , , 1 1 1 ? 1 ! 1 i 1 . `t , - 9 c�•h 1 -L,)._/,_01 s�C. Z )___= 5 z& i B ry // _ '. Ga s `f? x 6 / . , f� _ .- _.__ _ 1 2 0 _-/gru, 1 .___ _gig 1 •41–.-- �. s / - !l L _ /6 065 ./37V 30 _Ord ; 1>3,7155 ! 1 1 i Date: Obi Job# By: ,ZS/a SK #: WA Reg. No. HO•LA•DP•1379NO AK Reg. No. AA0518 PLAN CHECK NUMBER qI.c.rrnM CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431.3670 PLAN REVIEW 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 Prepared by: 14.AN REVIEW CO MMETS d s /3 Plan Check No.: 91-0713-M Project: IA cL.A T: AY PAR REQUIRED INSPECTIONS No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. Plumbing permit shall be obtained through the King County Health Department and plumbing will be inspected by that agency, including all gas piping (296-4722). Electrical permit shall be obtained through the Washington State Division of Labor and Industries, and all electrical work will be inspected by that agency (277- 7272). 4. All mechanical work shall be under separate permit through the City of Tukwila. \ All permits, inspection records, and approved plans shall be posted at the J� job site prior to the start of any construction. 6. When special inspection is required, either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. 7. All structural concrete to be special inspected (Sec. 306, UBC). 8. All structural welding to be done by W.A.B.O. certified welder and special inspected (Sec. 306, UBC). 9. All high - strength bolting to be special inspected (Sec. 306, UBC). 10. Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. 11. Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. Readily accessible access to roof mounted equipment is required. 13. Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. Any exposed insulations backing material to have Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 15. Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report prior to final inspection (see attached procedure). 16. A statement from the roofing contractor verifying fire retardancy of roof will be required prior to final inspection (see attached procedure). All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition), Washington State Energy Code (1990 Edition), and Washington State Regulations for Barrier Free Facility (1990 Edition). 18. All food preparation establishments must have King County Health Department sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection should be made by calling King County Health Department, 296 -4787, at least three working days prior to desired inspection date. On work requiring Health Department approval, it is the contractors responsibility to have a set of plans approved by that agency on the job site. 19. Fire retardant treated wood shall have a flame spread of not over 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. 20. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 21. All spray applied fireproofing, as required by U.B.C. Standard No. 43 -8, shall be special inspected. 22. All wood to remain In placed concrete shall be treated wood. 23. All structural masonry shall be special inspected per U.B.C. Section 306 (a) 7 . ,'a4. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. 25. A Certificate of Occupancy will be required for this permit. 1. Footings 2. Foundation 3. Slab /Slab Insulation 4. Shear Wall Nailing 5. Roof Sheathing Nailing 6. Masonry Chimney 7. Framing 8. Insulation 9. Suspended Ceiling 10. Wall Board Fastening X 11. Rough r X" 12. 13. K 14. Fire Final 15. Planning Final 16. Public Works Final )( 17. Building Final 14.AN REVIEW CO MMETS d s /3 Plan Check No.: 91-0713-M Project: IA cL.A T: AY PAR REQUIRED INSPECTIONS No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. Plumbing permit shall be obtained through the King County Health Department and plumbing will be inspected by that agency, including all gas piping (296-4722). Electrical permit shall be obtained through the Washington State Division of Labor and Industries, and all electrical work will be inspected by that agency (277- 7272). 4. All mechanical work shall be under separate permit through the City of Tukwila. \ All permits, inspection records, and approved plans shall be posted at the J� job site prior to the start of any construction. 6. When special inspection is required, either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. 7. All structural concrete to be special inspected (Sec. 306, UBC). 8. All structural welding to be done by W.A.B.O. certified welder and special inspected (Sec. 306, UBC). 9. All high - strength bolting to be special inspected (Sec. 306, UBC). 10. Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. 11. Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. Readily accessible access to roof mounted equipment is required. 13. Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. Any exposed insulations backing material to have Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 15. Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report prior to final inspection (see attached procedure). 16. A statement from the roofing contractor verifying fire retardancy of roof will be required prior to final inspection (see attached procedure). All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition), Washington State Energy Code (1990 Edition), and Washington State Regulations for Barrier Free Facility (1990 Edition). 18. All food preparation establishments must have King County Health Department sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection should be made by calling King County Health Department, 296 -4787, at least three working days prior to desired inspection date. On work requiring Health Department approval, it is the contractors responsibility to have a set of plans approved by that agency on the job site. 19. Fire retardant treated wood shall have a flame spread of not over 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. 20. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 21. All spray applied fireproofing, as required by U.B.C. Standard No. 43 -8, shall be special inspected. 22. All wood to remain In placed concrete shall be treated wood. 23. All structural masonry shall be special inspected per U.B.C. Section 306 (a) 7 . ,'a4. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. 25. A Certificate of Occupancy will be required for this permit. •. • I • • APP BDD ROD •OU CD CONN. CONTR. DB DN. E,C. ESP OIL PD FLA FOB cingaLcomtinuatious 1. currnvo, FRAMING, PATCHING AND PAINTING OF WALL AND CEILING OPENINGS SHALL BE BY GENEEAL CONTRACTOR. 2. ROOFTOP AIR CONDONERS ARE FURNISHED WITH FACTORY CURB REQUIRING INSULATION AND CANT STRIP BY GENERAL CONTRACTOR. CURD SHALL BE ASSEMBLED AND SET IN PLACE BY MECHANICAL CONTRACTOR. LEVELING, TRUING, AND FASTENING OF CURBS TO ROOF sTRUcTuRs SHALL BE BY GENERAL CONTRACTOR. TOP OF CURB MUST BE TRUE (FLAT) TO PROVIDE AN ACCEPTABLE SEALING SURFACE. MAXIMUM ALLOWABLE DEVIATION FROM LEVEL OR FLAT SHALL BE UV IN 10E ROOF CURB MUST BE SECURELY FASTENED TO STRUCTURAL SUPPORT MEMBERS. 3. EXHAUST FAN, ROOF CURBS, FIASHINGS, SLEEPERS, PITCH POCKETS, AND CUTTING AND PATCHING OF POOP OPENINGS SHALL BE BY GENERAL CONTRACTOR, 4. THE GENERAL CONTRACTOR SHALL UNDER CUT THE DOOR IN ROOM /227. 5. GENERAL CONTRACTOR IS RESPONSIBLE FOR TEMPORARY HEAT DURING CONSTRUCTION. 6. UNIT WEIGHTS AND LOCATIONS HAVE BEEN COORDINATED WITH ARCIUTECT AND. STRUC"EURAL ENGINEER TO DETERMINE BUILDING STRUCTURAL ADEQUACY. IF TT IS NECESSARY TO RELOCATE A UNIT, NOTIFY HOLADAY-PARKS ENGINEERING DEPARTMENT FOR RECOORDINA'TION. 7. IN NO INSTANCE SHALL OTHER TRADES HANG OR SUPPORT EQUIPMENT, CEILING WIRES, LIGHT FIXTURE HANGERS, ETC., FROM HVAC EQUIPMENT OR DUCTWORK. 8. PLUMBER SHALL ROUTE PLUMBING VENTS SO AS TO MAINTAIN MINIMUM 15 FEET OF CLEARANCE FROM OUTSIDE AIR INTAKES. ••■■••••• GAMIttalatE61 I. GAS PIPING SHALL BE SCHEDULE 40 STEEL PIPE. 2. GAS SUPPLY IS 2 POUNDS AT METER. PROVIDE PRESSURE REGULATOR AND GAS SHUT-OFF VALVE AT EACH GAS APPLIANCE, UNLESS NOTED OTHERWISE. INDOOR REGULATORS SHALL BE VENTED TO OUTSIDE. •••••••••••■•■••■■•••/0 I. ALL SPRING MOUNTED, SUSPENDED EQUIPMENT SHALL HAVE SEISMIC CABLES INSTALLED EsI ADDITION TO EQUIPMENT HANGERS. CABLES SHALL BE INS'EALLED DIAGONALLY UP AND AWAY FROM EQUIPMENT CORNERS AND BI ATTACHED TO THE STRUCTURE ABOVE. CABLES SHALL BE LEFT PARTIALLY SLACK. 2. ANY EQUIPMENT MOUNTED RIGIDLY TO 'THE BUILDING STRUCTURE SHALL NOT REQUIRE ADDITIONAL SEISMIC RESTRAINT. 3. RESTRAIN ALL RECTANGULAR DUCTS 6 $Q. FT. OF AREA AND LARGER AND ALL ROUND DUCTS 28" IN DIAMETER AND LARGER. RESTRAINTS SHALL OCCUR 30 FEET O.C. MAXIMUM AND SHALL BE INSTALLED AT EVERY DUCT TURN AND AT THE END OP THE DUCT RUN. 4. ALL CEILINGEEOUNTED DIFFUSERS SHALL HAVE WIRES (16 GA.) ATTACHED TO THE ABOVE FLOOR. SLAB OR STRUCTURE. SAFETY WIRES SHALE BE LEFT PARTIALLY SLACK. ALTERNATE METHOD SHALL BE TO A1TACH DIFFUSERS TO T-BAR GRID WITH SCREWS OR RIVETS. ABOVE FINISHED FLOOR BACK DRAFT DAMPER BOTTOM OP Dm' BOTTOM OF UNIT CEILING DIFFUSER CONNECE/CONNECEION coNTRAcToR DUCTBOARD DOWN ELECI1UCAL CONTRACTOR EXHAUST PAN EXTERNAL STATIC PRESSURE EXHAUST FIRE DAMPER FULL LOAD AMPS FLAT ON BOTTOM Lat.. 11V.P$ s)ce. •16.1' • • •- LEST OF ABBREVIATIONS POT G GC FE? , R) INSUL. MCA OD RA SL SM SS 'EY? W/ W. •■■••..aInaun ellw••••••••■•...4 FLAT ON TOP GAS GENERAL CONTRACTOR HORSE POWER • INSIDE DIMENSION OR DIAMETER INSULATION MINIMIPat CIRCUIT AMPACETY OUTSIDE DIMENSION RETURN AIR SOUND LINING SHEET METAL SPEED SWITCH TYPICAL WITH WRAP (I.E.: DUCT INSULATION) ; • .. • S SAFAXIMALS074$ I. DUCT SIZES INDICATED ON PLANS ARE NET INSIDE DIMENSIONS. A CALL . . SUCH AS x 12' SL MEANS A14' X 14° SHEET METAL Duct wrrE 1 SOUNDLINER, GIVING A Mgt INSIDE DIMEUTICN OF 12 X 12. 2. THESE PLANS HAVE BUN COORDINATED WITH THE ARCHITECTUIEAL, STRUCTURAL, spREal,ER AND EL EXTRICAL DRAWINGS. ANY CHANGES IN THIS LAY-OUT MUST BE REVIEWED Y HOLADAY-PARKS ENGINEERING DEPARIMENT. 3. WHERE SPACE PERMITS, RECTANGULAR DUCT ELBOWS SHALL BE RADIUS TYPE wrigH riga, 34103/ Ito& g WHERE SPACE CONSTRAINTS DO NY? ALLOW A IEULL WIDTH THROAT RA.DIUS, USE SQUARE ELBOWS swill DOUBLE THIOC.NESS TURNING VANES Immix= IN EVERY RAIL TAB. ROUND ELBOWS SFIALL HAVE A PULL EMU THROAT RADIUS. 4. ROOFTOP PACKAGED AIR CONDITIONING SYSTEIVIS DUCT CONSTRUCTION SHALL BE AS FOLLOWS: a. VERTICAL DROPS FROM ROOFTOP A/C UNITS SHALL BE RECTANGULAR GALVANIZED SHEET ?4E1AL WITH I" SOUN'DLINER. FABRICATE AND INSTALL PER SMACNA 1/2" PRESSURE CLASSIFICATION. 11.12C.49 CPM b. SUPPLY Ant DISTRIBUTION DUCTWORK PROM VERTICAL DROPS TO DIFFUSER RUNOUTS SHALL BE 'THICK, U.L. USTED, CLASS I FIBERGLASS DUCTBOARD EXCEPT WHERE LINED maw tame OR ROUND DUCT IS INDICATED. FABRICATE AND INSTALL PER SMACNA 1/2" PRESSURE CLASSIFICATION. ALL slaw METAL SHALL BE EMMA LINED OR INEMATED. C. RuNoirrs To DIFFUSERS SHALL BE LOW PRESSURE INSULATED FLEX DUCT (AND RIGID RO(IND DUCT WHERE INDICATED). USE UNINSULATED FURNACE PIPE FITTINGS WHERE FITTINGS ARE INDICATED IN RIGID ROUND DuCr. FLEX DUCT SHALL BE LIMITED TO 8 FEET AND TWO 45 DEGREE TURNS. d. WHERE RETURN AIR IS DIJETED, RETURN AIR DUCTWORK SHALL BE THE. SAME AS FOR SUPPLY (SEE 'b' AND 'c' ABOVE. 5. EXHAUST DUCTWORK SHALL BE UNLINED GALVANIZED SHEET METAL (UNLESS OTHERWISE INDICATED), WITH UNINSULATED MENACE PIPE RUNOUTS AND UNINSULATED VAPOR PROOF FLEX CoNNEcnoikis. FABRIC 'INSTALL PER SMACNA I/2" PRESSURE CLASSIFICATION. 6. FIRE DAMPERS SHALL BE OUT OF THE AIR STREAM. 7. FLUE VENT COiantuarrokt EE OF CLASS 'B', DOUBLE WALL VENTPIP.E, MENALBESTOS Rit OR EQUIVALENT, S. tal,MTATES.: 1111M)M142: C. RQUND DUCIS I" THICK, PRE-FORMED ROUND PIBERGLASS DUCT. JOHNS-MANVILLE "MICRO-AIRE". d. LOW PRASSURE oisuLATEDytex DIcI: e. IININEILATEP Lfe.E011.27KKMK 1/11.a: is THICK, U.L. LISTED, CLASS 1 FIBERGLASS •DUCEBOARD FABRICATED AND INSTALLED PER SMACNA STANDARDS AND THE MANUFACTURER'S RECOMMENDATIONS. USE ONLY HEAT BONDEIG TAPE. PRESSURE SENSITIVE TAPE IS /km ACCEPTABLE. I" THICK, 1 LB. DENSITY FIBERGLASS DUCTUNER WITH BLACK MAT PACING. IORIES.MANVU.LE "LINACOUSTIC". D.O. DOOR GRILLE THERELAFLEX MK-E. THERMAFLEX SLP-1O OR MK-C. E nilaZigagani 1-1/2" TRICK, 1 LB. DENSITY FIBERGLASS F.S.K. VAPOR BARRIER JACKET. C.D. CEILING DIFFUSER (LAY-TN T-BAR CEILING) „, 4 coREA.DsusrAELE, WITTIOUT 0 B D., EnTISTILLPES FOR 2e X 24" LAY-IN MODULE ICRUEGER SERIES 1244, FRAME 23 SLOT DIFFUSER FOR NONRATED LAY-IN CEILING t CIF SLOT'S -MIXT DIAMETER KRUPGER Tssx FRAM 23 Mem wETTE BAKED ENAMEL (PAINgABLE) SIDEWALL SUPPLY GRILLE DOUBLE DEFLECTION, HORIZONTAL FRONT BLADES, watiouT O.R.D. KROMER MODEL SSOH, STEEL CONSTRUCTION RETURN AIR GRILLE ALUM/NUM EGOCRATE LOUVER 1/2* X 1/2 x 1/2" CORE OEILOR: WHITE E.G. EXHAUST GRILLE SAME AS R.A.G. ABOVE E.G./P. EXHAUST REGISTER OR E.G. FOR PLASTER CESIENG FIXED 42 DEGREE DEFLECTION BLADES, WITHOUT 0.B.D. AIRFLOW MODEL 900 HEM, ALUMINUM CONSTRUCTION FINISH: FACTORY 'APPLIED PRIME COAT E.G./A.L./P. EXHAUST GRILLE/ALUMINUM/PLASTER CEILING FIXED 351DEGREE DEFLECTION BI.ADIES W1HTOUT OBD KRUEGER MODEL 0580E0 flNLSH: mud' sAxlio ENAL (PAINTABLE) T.G. TIDENSFIEE GRILLE SAM AS1LA.Gi T.G./P. 1A'/SEER GRILLE FORPLASTER CEILING OR WALL . SAME1411.0./P. ABOVE ...O..10.011•WIT*" 01••••■■••■■■■■■•■■1104.11....... a 4 • 4r L. • 4 ,. • I /tie 4 14111 . 114 •1■•••••• PELL • EL942LICLAILMIGA M-1 NOTES AND LEGENDS M rim FLOOR HVAC PLAN SECOND FLOOR ITVA.0 PLAN M-4 ROOF H.E.E.0 PLAN M-5 SCHEDULES AND DETAILS GOP t understand Oat Issan(Ersacs.approva% are l0 (OM 811d ornisstons and approval ol plans does not autflotize ttte ,0a"°' anv adopted code or ordinance,. Recelpt 4011. tractor' s copy of appc oved plans acKnovvte, • 1 # BY Date 9ems't " • , H . . *dlesINI;411•11 01,1413.0".........• • ••••••• • •••. !”....k.......... 1011.0101101.1411110103411107110111111111NIII !,-,4,,,-...t.,.• , ?:4,...,..•: .,., J 1 - .... ... 1 .-: , ,...f • .. ... 1 i ■-..p...--; .,-• : ' i " • . . ." -4 / . • • • 1. 1 /- 1 4( . • cr- ;..... a,...0 .. •••••••-r".• e a. EEESSESEE.. e a Desert' tions REVISION AT DAM or LAST IMISION /9/•1 r 4ie SEPARATE ,,,, ' PERMIT AND APPROVAL " N)t-OrmiStIqL REQUIRED 1 RECEIVED CITY OF TI IKW1LA MAY 1 3 191 PERMITCENTER 1.0 I c0 CITY OIt YUCIIIILA WORT PIA? aI-2A4 S ASIMICOMIDSD U14:994 AL:trtOrrat PILE NO. S2(041614.43, PaCORDS OP 041 cmurr. L. ' • . pisrects.. °A. co cirr os TUWL eikont intAt NO. 60.044 AS milicONC*9 6NONst .4011‘020 PILISO r40. SateS0010412, ageallOS ION4 CoNNere, 1 2 00 CITY CM ILVIALA SHOIrr F N. 01-1446 AS W2110.190111« 1,40111R Atorrome ii.a. NICt. 8204200645, 1411401:100 KNICk C4.1041*. 414‘. PMeCilLe 04 CM' wc.ta.A womgre 1.eiNgt 44.D4usr, tsbo. • 84.31..OLA A Ritcoolzit wow ,c‘tzttote ottit O 03442408$A. fRacelitc4. erA KtNIS COMM kVA. Etartak).... 401* 2 CC crrr Vee,t1i1LA .26401et PLAY NO. 81.444 Ais 44:1iTfXte Mut 41.042141,1114, R8140 1 1:42441Y, (V* CITY OF TUKIAPLA APPROVED MAY 2 3 1991 "ThtiNG "ES • P RINTED mAY101991 HOLADAY.PARKS, IN APPROVED FOR CONSTRUCTION APPROVEEt DRAWING # 1281 + -• " • • . • R • TESSE-isi„, EAES .,. • 1 • i 11111111111 II 1111111111 111111111111 1417113 INCH 1 2 3 4 6 7 8 9 10 '11 weetwonwif 12 NOTE: If the microfilmed document is iess clear than this notice, it is due to the quality of the orizinal document. oe 6Z se L3 ga Qa ti EZ eZ i oz 61 91 41 171 et 23 6 47•,,;‘. I l H1011,1,114111.71r,t11;.11111.Lliel;11.11.;!!II,I;i!I,I1:11.);..e,11111,41117;1,1crl1„,111111,11.,11111.1111i141ii 11111111,111j1111,1.11d111111,111,1111,11.111.11111P11,111J1111.11.6111,,01„ •"' • , , , . • ^ • S • 4.'4; • c;(• ' • '" -•:,:e:.-!A•-.• 4 • 4. .ebitfoehrifOr"siti49:„•of.pr.7. : 6' TYPE B VENT e6' ABOVE 600 CFM CEILING 160 CFM TYPE VENT TO H‘,./ HEATER IOW HEATER MOUNTED ABOVE CLG1 TYPE ‘B' 6' VENT UP 12 12'X12' EG/P RUN THROUGH SSES 18''--4" AFT RUN REG, VENT(S) TO ROOF Int( SA/11UP 160 CFM • i 12'X12* SCREENED INLET ■ TO EU le' X12 SCREENED ! INLET -- 1O'XlO'/l'SL UP 12`X10' UP 1 3/4' 1 UP DOWN TO METER & UP TO FOOT MPH, 2# METER SET AFF 12°X12' SCREENED INLET. 12' AFT. T 2 F FRST FLOOR 1-4V AC PLAN SCALEg 1/8" a NOT APPROVED FOR CONSTRUCTION VISION RECEIVED TYR OF 3 NOTE' TRANSFER, GRILLES ARE 24'X6' W/8' FLEX U.N.O. SPRINK BR 'ANCH csPRINK BRANCH c MIRK BRANCH AC-8 SECTION ...et.W.L5,210" RECEIVED cITY 0Rn iKwILA MAY I 3 1991 PERMIT CENTER 141101.4.10.1441;M 4 NOT APPROVED FOR CONSTRUCTION -4......./ • • . : P/i/ Air,Z ) A/4Y / 0 t99 NOLAN Y-PARKS, DRAWN if 1 2 • •••,'",":••••'• building b roof hvac plan approved hp ... EXHAUST ____ ROOFTOP .. AIR CONDITIONING UNIT SCHEDULE A . C • # AREA SERVED MODEL MODEL COOLING FAN PERFORMANCE DATA - MOH ELEC`IR I CAL . MT, EER HP WATTS TOTAL SEN;. 11112111 E.S.P. RPM BHP MHP IN /OUT VOLTS H 3/4 (LBS) QTY 75 60 60 75 REMARKS AC I ENTRY TRANE YCDO80A4LA 59.1 3/8' 3/8" t 900 Ella! .62 .82 .75 .6 90/71 460V/30 ELEV. MACHINE RM 760 8.55 1111 lillentall 2 18 20 "X25 "X t ° I8`X25 "XI" 20'X25'XI' 20 °X25"XI' 20 "X25'XI" 20)(20 X2 16 "X20 'X2' 0 0 0 0 0 J 0 0 i, 3, 4� 0 O ( 1 2 3 FILTER FRS AC-2 2N0 SW TRANE YCDO6OA4LA 59.1 46,7 1900 90/71 460V/30 17 760 8.55 AC --3 AC 4 2ND MW 2ND NE 2ND J.F. TRANE TRANE YCD075A4LA YCD048A4LA 69.6 45.1 36.3 18.0 2250 1500 800 .60 1111111,151 .53 887 HIGH .22 1.0 .50 .25 120/97 90/71 40/32 , 460V/30 480V/30 21 13 990 IMO 450 730 8.3 8.6 AC-5 YCD 024 F3L 22.3 230V P0 18 10 29.1 9.27 aggi 8.8 AC-6 2ND SE TRANE YCD 036 A4LA 34.8 27.9 86.1 1100 • 4000 .46 .75 HIGH 810 .34 2.0 In 2.0 80/83 150/121 460V/30 480V/30 0 0 0 :J ® 00 AC-7 • , 2ND '1 NT W TRANE YCD 120 A4LA 117.5 1500 AC-6 1ST SW YCD 102 A4LA 97.8 79.2 3400 .9 795 I .6 3.0 150/121 460V/30 24.5 _ 1450 8.9 8.8 f 20 X20 X2 6 "X20 "X2' I6'X20'X2' 0 ® 000 2ND INT E MM. Y CD 120 A4LA ,. 80.1 4000 IIIIIIIIIMIIIIIIIII .75 810 2.0 2.0 150/121 460V/30 29.1 1500 0 0 1111111111111 __ ... EXHAUST ___ FAN SCHEDULE REF# AREA SERVED MAKE MODEL FAN PERFORMANCE DATA VOLTAGE WGT. REMARKS C INPUT OUTPUT HP WATTS REF--I CORE TOILETS _..._......,....... JENN FAN 155 NBCR 1420 7./8" 1230 3/4 - 120V/10 75 60 60 75 120V T t A+ ECLOCK PROVIDED BY M . C 1 BX..E. u REF-.2 MACHINE RM 232 JENN FAN 121 NBCR 121 NBCR 530 500 3/8' 3/8" 910 900 1 /8 1/6 - - 120V/I0 120V /t0 -ALLEQ ,.._...,._ ELEC CONTR . TO INTERLOCK T a IT , 120V /I0 ELEV. MACHINE RM JENN FAN 120V T -STAY PROVIDED BY M.C. 1NST LED BY E.C._ REF-4 J.P. OFFICE JENN FAN 80 CR 200 3/8 1550 3/4 - 120V/I0 . .........„.. . GAS FIRED UNIT HEATER SCHEDULE d}I !.O£:AT I CN AREA SERVED MODEL HEATING NG MBH FAN PERFORMANCE DATA ' ELECTRICAL FLUE SIZE WGT , LDS. REMARKS INPUT OUTPUT IIIIIIII120V/10 H.P: VOLT. F.L.A. UH-I WAREHOUSE REZNOR 100F 100 80 1250 1/30 120V/I0 IIMIIUMIIIIIIIIIIII 6'0 95 UH- -2 WAREHOUSE REZNOR 100F 100 80 1250 1/30,. 120V /I0 8 "O 95 MIN 11111 11111111111111111111 . INLINE FAN SCHEDULE IF41 AREA SERVED MAKE MODEL FAN PERFORMANCE DATA ' VOLTAGE WGT. 75 REMARKS CFM 500 S.P. `? 814 --� HP 'WATTS 1/4 IIIIIIII120V/10 W/ INTEGRAL T -STAT L.EC . RM LAU DUA 7 120V TL'STAT PROVIDED BY MX. INSTAL D BY .C. CH-3 MEN 108 KING WHF 1 207 120V/I0 W/ INTEGRAL T-STAT IIMIIUMIIIIIIIIIIII , 1 L- L..- snxian exan ' A Q I KIL Lir A � I a te . o Cr U t r1 i i c J 1 V I I v t,... I 11 L tn I L. 1\ ti... 'v $ I L. L,1 1 6..! L. L.. '.f D 1 i r L. ' I I\ I v * C LOCATION 111:::11:111:111111111 NN CH--2 ENTRANCE MAKE MODEL KW VOLT. REMARKS KING KCF440 -3 KCF450 -3 WH 1 207 4.0 On 208/30 W/ INTEGRAL T -STAT 208/30 120V/10 .w..�. W/ INTEGRAL T-STAT W/ INTEGRAL T-STAT ,CH--.3 WOMEN 109 CH-3 MEN 108 KING WHF 1 207 120V/I0 W/ INTEGRAL T-STAT 111:31111.111111111111= 110111111 snxian exan lan11112.5 X12.5' BDD LINER I/E Erni I = NO REF-I 18 MEM 20'X20 Irgar 18'X18' MEININIMMI111111 111111111111111111MMIMMININI EIMMINMINIMINIMINIMIUMIlli YES 101111 MO REF -2 I4 "X14" 111111111111 MEMO REF# A 8 L 19+IER REF-I 18 MEM 20'X20 Irgar 18'X18' YES YES YES 101111 MO REF -2 I4 "X14" REF-2 REF -2 111333111111=11 16 YES 11111111111011111 I8' { spa 0 SCR CONTROLLER PROVIDED BY M.C. E.C. TO MOUNT W/ DISCONNECT UNDER FAN HOUSING. INTERLOCK W/ LIGHT SWITCH COOLING CAPACITY IN MBH 0 95'F DB AMBIENT, 77'F DB/ 63F w$ ENT. COIL ACCESORIES: DO NFLOW ECONOMIZER, ROOF CURB, ANTI -SHORT CYCLE TIMERS, TIME DELAY RELAYS FOR AC -7,8,8 9. (5) ELECTRICAL CONTRACTOR TO SUPPLY DISCONNECT. ® ELECTRICAL CONTRACTOR TO SUPPLY AND INSTALL 120V SMOKE DETECTOR IN RETURN AIR STREAM OVERS i ZE' MOTOR KIT ga?�1 r ,. • TIP i i I� l +l� + +fii1i i IJIJ " I1II+I+I+I +I+1 +1 0 unt:mm u 1 -, APPROVED FOR CONSTRUCTION -- 2X'2 ' CURB NOTE: ROOF OPENING, CURB, CANT STRIP, & ROOFING BY G.C. NOTES: I. ROOF OPENING, CURB, CANT STRIP, & ROOFING BY C.C. 2. STANDARD B'A +2 " , C +3 " , DF 1 1/2* IDETAIL -- ROOF EXHAUST FAN SCALE: NONE WEEP HOLES 2 "X2" ANGLE } F 5 6 7 8 NOTE: If the microfilmed document is Jess clear than this notice, it is due to the quality of the Qriginal document. 11 11 +IIIIIIIIIIII 1 IIIlI �' 9 10 11 MArie 91 GERKANY 12 it OE, 6 9 c 9 s $1 e z I W W 0 11111H11,011411111 11414011166114 OUTSI E OF CURB SHEETMETAL B ROOF OPEN I NG C OUTS I DE ` OF CURB FASTEN FAN TO CURB OPTIONAL BDD. SEE SCHEDULE POSITION FOR INTAKE OR EXHAUST PER SCHEDULE. DETAIL - GOOSENECK ROOF CAP e t11J ° 1 /2' HEM 2 ° X12` CURB + 0 RECEIVED �IZV nc TI SKWILA MAY 1 3 1991 PERMITC,ENTER .1::111 7 �..-- 7^ Y..: 9�.' 4'! 5• tl rrg r r p a J 1!'`,Ed %t,.