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Home My WebLink About17825 59th Ave_951910_2026 41 • �� , 'CL � 0 ' • W �� ' ' • �. � ► . o 0 ID •; e FA w �► ' ►: LL ■ ■ ■ ■ ■ O '^ f ' ` CL .. V 4J aai a oi o W ' H a c o +, In75 n U 5 (� lL ¢ w Vic\ w W w 1 0QQQ11 Z IA C 0 p 4-4 b W 0CL a �b w 0 • N` c 7 U l4 N U o r a w l ro U x c o o w t V CL J Q U CC CC lL o a¢ F- w ❑ Q Q Q ❑ z J ; .13 Q J 0 N G1 N 3 0 Q V) 4 a _ 0J E t '� cn 0- li �i v) 3 v ❑ O Q Q Q O Q _ a I- m r p a ,A� \ 4J d+ a col o = C d c = CL 04 44 0cry o ` m Nk2 pat w ° '3 a � H tea, N rn zj 0 a 2 z o U Zi L G1Q_ cr ■ O d J Q U Q Q IL N W F- cn � z o � w � � J Cc I O 0 1 CL Q a 1 o 'n in m u°. Ui vi � 4J dov04 ` ) n a ., U l�. 'a y c LE Cc O C N ( \ ❑ ❑ ❑ ❑ Z T Y a . O r O b 3 E aCl Q 9 C 7 U D R N N N rn Z E C Q Z • E-1 m zo 8 c t t d o U 0 o �, v �� y o � � � w Q u1 F 0 'aGL. J Q U Q LL N w a. ❑ ❑ ❑ ❑ ❑ D z w Q o Cc o y I � • O LL Q N d 1n p N LO co d UO li N v U 0 c l� � a # � o� 0 w rram�, o V C li ccd O a d W �. H F 1 Y O 'd W Ir w ` o CL a \ a t d I11 v I \ d H c cF O V Z o v Qc� o ; 0 w u F d Q U 2 Q LL Q a W ' Q o � cr v v o o V LL to i n o ` (7) �[ca E Y O vY O O t O Q a Un a LL LL cn 3 U $ H m ❑ ❑ ❑ ❑ N a c 4-3 U 0 o v # L ) E , 4J 2 'M / � § k 2 J I ¢ R CL W \ ❑ / 4-4 O ' Ir % Cc § [ 2 \ / f ) E I ƒ 2 - n 2 . � 2 = ) § § 2 2 & ; « : g \ - m 2 § ° z ) / / § i ; ) b ti 2 0 \ ¢ c Ir 2 ¥ » W q q = U) § : » .13 _ 0 j § E o _ � ^ $ 0 0 \ k k ) e At E ] Q f EL P m a � { � C I -rV OF ARL- I NSTOW CONSTRUCTION RE R M I T PERMIT NO_ 0 95-1910 Owner: BAYLINER MARINE CORP. 17823 59TH AVE ARLINGTON 98223 Value of Work: $80,900.00 Tax ID: 223105-4-021-0009 Phone: 435-6658 Describe Work: 60 x 100 MILLING MACHINE BUILDING Proposed Use: MILLING MACHINE Legal Description: Job Address: 17825 59TH AVE Contractor's Name Type Address License* APPLE BUILDERS INC. G 18705 67TH AVE APPLEBI135JN TOTALS Fee Permit Fee $1, 035.50 Plan Fee $673.08 Park Mitigation $300,00 SIGNATURE: TOTAL FEE.... ....... . .. . .. $2,008.58 I HER " CERTIFY THAT I HAVE READ AND E A INED THIS APPLICATION AND PAYMENTS....... .... .. . . . .. $514.48 KNOW HE SAME TO BE TRUE AND COR- RECT LL PROVISIONS OF LAWS AND TOTAL DUE..... . .. . . ... . . . . $1,494. 10 ORDI ANC S GOVERNING THIS TYPE OF WORK WIL BE C PLI 'D WITH HET SP IFI -D HER O DATE RECEIPT # I I HUI ING OFFICIAL ct- AFe w TZKif-1_-AC4 A TJU'F>E 'i"N?t�f�� i I i921�I�� •a�hp,� gyp•, 1F:Il�t+� C •�\�::d��,ryil,l III 1 - �a•I +'A Fr I. ,,. �• . I- ." ), •a ��itJTpVld}}2_ � !!'' Y t f• - - v Ir I I I�t47 �ii ! vc - J �•J•' . . .. .. . . . .••. , ,� �Tuilk ,L•I�i�iil -.1V s�i,�i�l� � ^\ f m \ N £ 7 2 _ ! n @> = i ! / / . rt / ¥ a §» cn // q C-1 . / $ § n\ W 0 � -n w ƒ LA) 4 ° i w a ° o § k § \ - m E § O om m --El§ F- ( » q E / A 0)E $ x n ° FA CD T G) k 20 c 0 . p g m m - C / 2 W. $ O |\ m Co > D / U § 7 ® 2 mw M Z I c § g q 7 / F o R D ! | O 2 g 2 0 cn z Rzm si -n z ƒ / 2 c 0 o . @ 2 \ 2 7 n � E M M s g_ 0 o | � < n 0 \ o m |! k ƒ k q O CD 2 \ ! ) 2 \ . m w Z \ s � 2 \ / 0 CD z , � R � � 7 $ � � . . CD n & : 3 )NO c /§ 0 / C k¢ § E { $ § \ � % \ ® 0 3 CCD D _ X z : D ( ■ \ @ m @ E o } R q . � n \ . � � � D � 22 E nQ & < $ g v w 3: � � � I I 2 / /�> m _m ¥ NJ ¥K 0 �G0 � - 0 / \ 0 "o a / J / 0) 7 § » ® / i H.q j 2 ® ; � qM / % @ ƒ \ Jq $! \ �� k � 0 / § f q / z ƒ } m / / \ [ 0 CL > § $ \ f a 0 I mn § 2 g 2 ■ _ / e k m § �■ / 2 @ C_ 7 Co CD (A9 � 2 § R � R \ 2 ■ a m 0 m 7 ƒ D 0m � or 2 � Q U) O S3 2 f D ] z Z | ! -n @ 0 c o • £ 2 2 S \ _c n � i 7 D n 3 E gy m § }/ q m \ ƒ E q Q con �i � j CDr m ) Q E m w 0 z z § � > k c 0 -4 c ƒ c ® 33 k U - 0 ■ 0 r § \ m 3 E c { > $ § CD ° 3 CD � X Z C=l ` CD 7 f7 C)0 0o z w C � CA) e D � a 22 E 9Q 2 � n �� ? � f 1 TY OF ARLINGTON TEL :360-435-6055 Apr 30 '99 10 :00 No .003 P .02 —.-CITY OF ARLINGTON 238 N. OLYMPIC AVE. ARLINGTON, WA 98223 (360) 43 - 785 (360) 435-60 5 5 — FAX REQUEST FOR/ACCESS TO PUBLIC RED Department: Division: Person Receiving Request: _ _ _ Date: Name: Law Offices of Joel T. Salmi Address: 800 Bellevue way NE, Ste, 300 City: Bellevue State: WA Zip. 98004 Phone: 62) 646-2956 if emergency request, indicate date desired: DS RE Title of Record: Date of Record: 1/94 - 12/97 Please describe below the records YOU are requesting and any additional information that will help us locate them for you as quickly as possible. 1. Please see request attached 2. 3. Signature: .._. ,..... .—Date;� 's _ . Salmi , Attorney Number of copies: Number of pages: > -) Per page charge: _y,�_•. TOTAL CHARGE: C> fly.�-� •9� REQUEST FOR PUBLIC RECORDS This law office represents Apple Builders, Inc. with regard to a claim being made by the U.S . Marine Corporation in Arlington, WA. Please provide the following records for the period January 1994 through December 1997: All records, including but not limited to, inspection records, permits, certificates of temporary occupancy, and certificates of occupancy relating to the following U.S. Marine Corporation buildings located at 17825 - 59th Ave. NE, Arlington, Washington: Buildings 4 , 12 , 12A, 16 and 17. Law Office of Joel T. Salmi 800 Bellevue Way NE, Ste. 300 Bellevue, WA 98004 phone: (425) 646-2956 fax: (425) 646-2851 r 2 06 U U ZZ o a5 0 U M U • O J C / � a s V � UO U LL ••� o d 0 a Z ¢ •�.� `6 d a E N o S Q O Z m ; Z 3 a V a 0) aW m f N E E ° Q `� E c V a Z / ♦ z c 0 N--�1 W v u E E Q a U U) � (L c w W E ~ 0 G ¢ c o >, E U (��} a s ; Q 0 C LLI a: O U D a 0 a L, 0 °° a U a ` U) O L U. E r LU (� Z a U Q Z w U 0 ° Z E 0 a W ~ ` w0 = a J O a� wU E „ Q -3 O a 3 co � g8 Z � m C.) v; m 0 d J U. (n T Z < • Z W N cc � f'1 m V a a (}r 8 H N U . Z w U o = LVJ a w to Q J E W Z 0 �, w H Q LL � v U O G 0 . S H LL 8 Z C7 LL P. CV) OO rl LL O n W DLU O N LL u 0 ¢ E G G' coLL U .1 > N z �� 0 Ln 0 0 4j o � � u•, CC) z n 41 a 00 � a .a N rl LL W Q Z� Co C H m IF / J 16 +• ENGINEERING & STORM DRAINAGE PERMIT j 0(hpDATE: NAME: US mm ADDRESS: TYPE OF BUILDING: e4im m m • PLEASE NOTE ALL NECESSARY CORRECTIONS OR REQUIREMENTS ON SITE PLAN IN RED. APPROVED\YES DENIED\NO STORM DRAINAGE DRAWINGS STORM DRAINAGE CALCS _ ROW REQUIRED AMOUNT REQUIRED: EASEMENT REQUIRED AMOUNT REQUIRED: CURB GUTTER SIDEWALK PAVING TRAFFIC MITIGATION FEES TOTAL ADT x $50: AMOUNT OF MITIGATION FEE: CITY ENGINEER• DATE: a� _y U a� y V1 a� ^ C/1 W � a 1 C� LL o y 0 4! 0 C ow U c �' a a N N w �� I PERMIT 140. 1910 December 1, 1995 MULTI AXIS MACHINE BUILDING FOR U.S. 14ART1VE -(1,lilling Machine Bldg.) 17325 - 59th Avenue, N.E. Arlington, Washington ENGINEER: H.N. Lehtinen (206) 252-2373 CODE DATA OCCUPANCY GROUPS: B and F-1 TYPE OF CONSTRUCTION: V-PI (Sprinkled) SEPARATIONS: N = 53'-3" To Office Bldg. 6 E = 1635' S = 35' to Proto fi L 0 , W = 60' to Office Bldg. 5 BASIC ALLOWABLE AREAS: B and F-1 Occupancies, 8,000 S.F. ALLOWABLE AREA INCREASES: Separation on all sides over 20 % 5 a for each foot over 201 , X 5% = 175 /c (100 o -Maximum.) AREA Tripled for lst floor if sprinkled. TOTAL ALLOWABLE AREA: 8,000 X 2 = 16,000 X 3 = 48,000 S.F. on ?Main Floor. BUILDING AREAS: 6,000 S.F. Main Floor 696 S.F. 2nd Floor 6,696 S.F. Total OCCUPANT LOAD: 33 Main Floor 5 2nd Floor VALUATION: 6,696 X $30.70 X .88 = $180,900.00 PERMIT FEE B. 1) o�S S o PLAN CI1EC;: Fes': lv 7 3 o B The permit. the permit fee and the plan check fee for the sprinkler system should be separate. 6,696 X $1.80 X .88 = $10,606.00 Sprinkler systen permit fee: J /y3, 00 PLAN C1MCK F= Dear David: The submitted drawings have been examined for compliance with the 1994 Edition of the Uniform Building Code. The following items should be corrected before the permit is issued: 1. You should ensure that the city agencies such as Planning, Zoning, Public Works and the Fire Department approve of the project. 2. You or the contractor should not mark up the corrections for drawings stamped by an architect or engineer. 3. Sprinkler drawings should be submitted and a permit issued for the sprinkler system. 4. Special inspection should be provided for: a) Filling and compaction, is required. b) Bolts installed in concrete, is regttired. c) Structural welding. d) High strength bolting. M �t 2 Decemb eb r 1, 1995 PERM-IT NO. 1910 MULTI AXIS MACHINE BLDG. FOR U.S. MAPJ2,E - (Milling Machine Bldg.X 5. Toilet room floors should have smooth, hard, non-absorbent surfaces. Sec. 807.1.1 6. The water heater should have seismic tie-dams. Sec. 504 (d) U.1M.C. 7. All exterior openings exposed to the weather should be flashed. 8. The bathroom fan should vent to the exterior, and should have a separate exhaust system. 9. Handicapped toilets should comply with theWashington Barrier Free Code: a) Handicapped3 signage should be provided at parking. b) The center line of the water closet should be 42" from the other fixture. c) The handicapped parking stalls must be located the shortest possible accessible route of travel to the primary building entry. d) Flush controls shall be mounted for use on the wide side of the water closet. e) The handicapped parking stalls shall be not less than 96 inches in width and shall have a firm, stable, smooth, non-slip surface. 10. A street address should be provided on the building visible from the street of a legible size. 11. Provide the required number of toilet fixtures required by Appendix "C" of the Uniform Plumbing Code based upon the number of people working in the building at any time. 12. The stairs should be detailed. a) Open risers are not petted. b) A 2" maximL n handrail should be on the stair and continuing 12" beyond the nosing on either end. c) Stair nosings shall be rounded to a radius of 1/2" max. Risers shall be sloped or the underside of the nosing shall have an angle of not less than 60 degrees from the horizontal. Nosing can be 1-1/2" max. (Barrier Free Code.) d) Stairways should not be less than 36" wide, the width should be noted. e) If stairs are more than 44" wide, two handrails are required. f) The reference note on detail 4/A-4 should be UBC 1006. 13. There is a door f=, the second floor spare parts and storage roan opening into the main floor. A landing should be installed with a safety railing not less than 42" high. 14. Landings should be provided of not less than 44 inches in direction of travel at all exit doors. Sec. 1004.10 15. A floor or landing not more than 1/2" below the threshold should be provided at all exterior doors. Sec. 1004.9 The landing's dimension below the floor should be noted. A landing should be provided at the bottom of the stair. 16. Panic hardware should be provided for all exit doors if a latch or lock is provided. '3 Dec. 1, 1995 PERMIT NO. 1910 MULTI AXIS MACHITE BLDG. FOR U.S. MA= - (_Milling Machine Blda.) 17. Exit doors shall be operable from the inside without use of a key or special knowledge. 18. Landings are required to be not less than 44 inches in direction of travel. The handrail may project 3-1/2" into the required width. 19. Illuminated exit signs should be installed at all building exits. Sec. 1012 and Sec. 1013. 20. Glass in windows within 24" of doors shall be impact-resistant. (Interior partition and adjacent to 2nd floor door.) 21. All glazing shall be double glazed. (Exterior) 22. The building should ccuply with the 1994 Washington Energy Code: a) Calculations should be submitted showing ca pliance with the Energy Code in conformance with Chapter 13 of. the 1994 Edition in the reccmTended form. b) The cooling/ventilation/heating calculation worksheet is not an accepted energy form. c) The drawings should show the heated areas and the insulation as required by the energy calculations. d) The insulation at the slab and the wall should be shown to the bottom of the thickened slab edge. Sincerely, 1=.AFarrens, Jr. flf l N I_ehllnen JOB NO. BATE . _ SHEET _ OF Shuclural / Clvll Engineers JOB NAME • ,i JI Ci II"CII)1Ul'(' Ave. (10OZ51-2373 COMP. BY CNK. BY - 1'('l'1'.11, J A 98201 CONTENTS PnoJECt NAME U6 MARINE MILLING BLD' PnoilEcT NUMEEn IOCAIION ARLI N(STDfJ 7 . \?(/A ctiENr APPLE SUI LDF-RS 1)ESI�iN cnl��n1A CODE UVE IMAIIS FLoon NA COLL,,TEK' l�L , 10 PSG slloW 25 FS F wwo SO MPH ExP, seismic Zow 3 'Car, noon 1, 5 psF , 'Car, LE iY SOIL VALUIES rPAnlNd LAl knAL NAL xrlSES UD CJ11.t:1 -A171'7:7m r: DAIE: �� '�i5 SMUCTU"At ONLY e , I ICI Lehllnen DAIS; SIruclurdI /.Clvl� ,�� vyfhi}yy i*Y. ,1ir.w a.:.. i_ irr>•slr. ._r,i_::�-UF._ pp • 1 L. • M I ti I Vctalure .I plc►• (2UGp3I 1.37i �oM�,,•rY'`:«.�1�1•Y4-•,�.:.�..... _, • Everett, IVA 98201 �oNtrN�r au _.:. 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DATE SHEET Of Structural / Civil Engh e JOB NAME 216 Wetmore Ave. (206)2S2-2373 comp, aY ciiK. 8Y 1:verell, IVA 98201 CONTENTS i FAIN 1617 ccy(7 FT aZ = i ; -6 IA c HV 200 9 � }1=�� 2 0 < P5 -� z � NSF- HA I R PA•I j� _ 4 z o6 o r-LO- = 27 3 Il I Or I I 11J r V` ZX4ox �', �S " `I l •P i � e S HI-1 N Lehtlnen JOB NO. DATE '^'�_ SKEET _ OF Structural / Clvil Englk . 8 JOB NAME �2111 WellllUl'L' AV(_ (200)2-52-.2373 COMP. BY CIiK. BY — --- -- - h've 'ell, HIA 98201 CONTENTS 67Z. jD( 5) 4 j_J g��► 2 ¢ �J �s = D, 9Ab s � ngxcl, g7Sk6o ` 47, Z �goz-r y C�- _ �65sx 1 (2,,6X 238,, X 29 ✓ = I - Nn� L GONG 4s K ' 0165 , 7 vs = 017 5A, -7S 5 7S 6io = 3q', , 800 A, 061 VC Z 1 /J L )z-j 0,65 47, 2 391 _ IS o, 03 -t 01o53' - o I�1 Lehllne(�ni�j l. J�1�l��V��'•I,V��.f, 1. \�' r~:�.)ij� t : '.','" 1 ,r':r '�,' ,�th r a P 1 1. .. r.•.••- r,:k. .•s .:df�i; 1�:.U�.. _.._ ` 4�•Y/Y, f�• " ii"tw j ' w�• �r'�n♦ �1 'l� � a.'';'F"•.�at•"LF;:�•'4� -'�4'" a MrM4`L;��''k. 'a`i •1,'vereff, I VA 9820 vl - � lam:' �T+1, �,kr. ..y•1aa if:.. `'i'',Z� /('T�`,. ,, ,r . , r �.r y. s ryi a�.'� +if. Y•°tFr, .ca('a*. \ , a ,�. �; � ��, 1 by�,1�a 'r� >, .C`tii'•t�� _ x�f r,�.v.� , c P 'I r ,it• ��( 1 �� f .. ., � .s}' P 1 1'• �.rr; -ate•--. !. J-v t�'7'7 t .ti...-1� 1 t _. , � i - 1 J 1 1• � �r•.' � •{ � �� r-f,•.-�r'1iY-• i , {. ' L..:�. e i 1 • � :�� . ' 1 � { _ "f � _ it• '' '. 1 � �.� ... .•+ _ _ 1 ''"ti%� a ``e �,�•teT^►. :-r 'i. .•r �GI� ,rr""'.�' �" jV Kr-_•! t• ,L�x - _ ��• ♦i'. - •;'^•_ 1 (.I t• , • \ .. ate - _ 3 - ,� rr ;•_ v..� s_ ' ) "` ;.0: •'!y��' )r� s t"a IS- r. :.,• I� 3+-�1,1 . .1 ' ' � j, � � �• + :r , `"_ 7 1- ,,.ti,t 4..--i _ � , �Ly,.t.: 'e-_-,-�.... 11 .�ds«�.tj• }r _ . ..5:• '�• e...• !� I -• �...��- I'.:'t' url.l.. lj{ � y �Mri•rl�,�,Ik vrY' i'y::��...'.}, .). P Art ' - .�I.Yl:'•"S'T• 1 f f""�s�� _ 'fy'c•` 6 s.-��. �._-�•' ky�!rr~ -•(1 f -j, .�I 7,7 1•, j`�� f 1 ' :• 1�- •• } 111 •1�••��- .i—«I�.,/:.J{'.«.�.'•' 1 .,,5,,__�tr�� W..t��r��,j•.at?�:1+.'tk�t��j(�;r'�t•Y,lri'a .-r•t` I.;Y�•f ITr .i...�.c� µ^ _ - ' r^ err:-wa�Xl4_!i rc. � i •• 1 . 7 ..�:,.� r � � li _ ... 17 . .. .. .t,. �f.�...,;� }- •;"'t• _r -i ' + .'i'� �'-' '� ��,si.}i•�� if !F�'�}s:`��._ J. 1 _ j j 4 •- ;)�: iI ! r rs I,I�iA }J3� Cj�t.t'':! k)j. sM-RI, Y .�l��' ' . y � ;: � ' r•s., .'•..E �. ..:!. -1r�'`}'s�.f_aa.Z4,-� +1..'T'C'41;.a `•V..,•.l w• 1'?r:�,:ia � kf! i.' M.'T'�f ,� ! ' •f ,•M�� . ,�'•7 .1••�� '�••• ;1 �'•:�=.,f�r'� rr,2 t�li"�•3+'+ 1 { ,.ri-.. '{., l - , .. r 1 .fir•:. s, ..a.:�.:. ws I.. ( ',� ,_ .♦ A � �- � -1.• , , c , ' •- ;r' � T�. -};•• � 1 •��, ts_ )/. r r tC r� }},.• ir�' l.r` L.l' �. Gail • r. ♦ ,- r ). ♦ J �:�i t!)..>:�^Z�\ •.�•.�1a��..;y Q C.. r.._=sr .J.. .. ..�' ,l. j) ,�•., }w r T Lt '•t'� <> EM�sI'4: '.C'4 :� j r j�• . s',. •+. t 1 3•a t. 1 A� t '/'i ' ' M 1 ac . •. ,. �)k)I� . ,. �i p�rer,,f�5.. jj r '�^ �� ,�•�.z'�- r '�,,. .�� • ;.rt �'` ... . - - :• .Iti. 4. ,"rM2-�",:rrsf LY:p '�itl•-:n%�}�s:�•r1eri741.t' + ,1' .... � .... .. ... ,,_•�. •� �:.r.. js„ ,gyp:t. , � 1 .. .. '',- .l ,1 i 4 � ;f•'-- - f�^_[rf c ,C� t 1 ti�.N?k.+ (,.wi.♦�i F S•�isH y...• 'r,�,' � � ` � _ . j ! ..r r .f.-y .4, � µ.,me% j.• � ♦ 1.+_ .F....?.3.. �. ! .. :.. ^'� f • '�\ �• .I { y H1•t ��) Lelmne►1 JOB NO, —_.__ OAiE SHEEI ____ OF _. ,"lluclural-/ CIA Englr e-- JOB NAME J116 Wetmore -'Ire. (200)2.i2-2373 COMI, BY f;1-c,roll, I VA 98201 CONTENTS D 70 P-15f 4^0 06-( 0 boo PL,� y- 43 �J 0.7 J � 7 I � �� • , • • � i• � ' . L BUILDING PERMIT APPLICATION CHECKLIST RES & DUPLEX COMM & IND APPLICATION APPLICATION ,i SITE PLAN SITE PLAN ARCH. DRAWINGS ARCH. DRAWINGS STRUCT DRAWINGS 4 STRUCT DRAWINGS LEGAL DESCRIPTION -4' LEGAL DESCRIPTION ENERGY CALCS 4- ENERGY CALCS STORM DRAINAGE STORM DRAINAGE SEPTIC TANK DESIGN F�Fri r.� SEPA CHECKLIST 0 UTILITY DRAWINGS zV STRUCT CALCS Three ( 3 ) copies of each are required Four ( 4 ) copies of each are required for application for application ZONING SETBACKS: FRONT USE REAR LOT COVERAGE SIDE PERMIT TRACKING Name: Vs Mtqy) tJ9-, Permit#: 0's - I l Project Type:--Ijk r (,0A414A Date Received PDISTRIBUTED RETURNED DISTRIBUTED RETURNED (-Z 1`9 5 Public Works Engineering -Z) --q:S7 Fire Dept John Farrens Date returned for corrections Date resubmitted with corrections Date ready to issue: Date issued: B uild\forms\checklst FIRE DEPAR'Y'UFN17' Dam iaT PERMU # r7 5 /cjlb , ✓ NAME: ! 5 y1Mg vc ADDRESS: /7 5S Z 5 S-5, LEGAL; BUILDING USE; OCCUPANCY CLASSI>F'ICATION; A B $ H X 2 12.1131 4 2 1 2 1 3 1 4 1 5 6 7 I M R 5 U I.1 1.2 3 1 3 1 2 3 4 1 5 1 1 2 TYPE OF CONSTRUCTION Y II III 1V V F.R. F.R. ONE-HOUR N ONE-HOM N H.T. ONWHOUR Please note all ii c► u►+y rormefinns or re;+e i�pjM lal„�.gjan N RM Site Flan: Approved _ �� Denied Access Requirements: --- Fire lane required: Yes ✓ No Sprinkler system required: Yes No Alarm'system required: Yes No Knox Sox required: Yes No Location: Hydrant required: Yes No #of hydrants rn . d- L,ocatlon of Hydrant: _l Xis'Ti.✓4 d!� v n,,' fz- S+�+ LUrZ.vF/L 13j64 44 7. Fire Flow requirements: I S"06 9 �- Alarm system required: Yes ✓ No Knox Box required: Yes No � Location: Fire extinquishers required: Yes�,�, No Location: M 13,F Address and Location on building: Lilbl-Lc, e>l— FIRE - Dace: Buiwltonell�klirt i a� a4 D" `� rn �1 �V y . ,04 :. h~-t V r •r q r a ■■ \ A I u�. 0 y o 0 0 _ CON ` 0 � o a � a IL a Na N � PERMIT NO. 1910 December 1, 1995 MULTI AXIS MACHINE BUILDING FOR U.S. MARINE -(Milling Machine Bldg.) 17825 - 59th Avenue, N.E. Arlington, Washington ENGINEER: H.N. Lehtinen (206) 252-2373 CODE DATA OCCUPANCY GROUPS: B and F-1 TYPE OF CONSTRUCTION: V-N (Sprinkled) SEPARATIONS: N = 53'-3G9 To Office Bldg. 6 E = 1635' S = 35' to Proto F3L0 6;, W = 60' to Office Bldg. 5 BASIC ALLOWABLE AREAS: B and F-1 Occupancies, 8,000 S.F. ALLOWABLE AREA INCREASES: Separation on all sides over 201; 5% for each foot over 201 ; X 50 = 175'/0 (100% Maximum) AREA Tripled for 1st floor if sprinkled. TOTAL ALLOWABLE AREA: 8,000 X 2 = 16,000 X 3 = 48,000 S.F. on Main Floor. BUILDING AREAS: 6,000 S.F. Main Floor 696 S.F. 2nd Floor 6,696 S.F. Total OCCUPANT LOAD: 33 Main Floor 5 2nd Floor VALUATION: 6,696 X $30.70 X .88 = $180,900.00 PERMIT FEE�I) o:S 5` 5 o Pim a=—, FEE• o � The permit. the permit fee and the plan check fee for the sprinkler system should be separate. 6,696 X $1.80 X .88 = $10,606.00 Sprinkler systen permit fee: G 0 PLAN CHECK FEE: 9e,y5 Dear David: The submitted drawings have been examined for compliance with the 1994 Edition of the Uniform Building Code. The following items should be corrected before the permit is issued: 1. You should ensure that the city agencies such as Planning, Zoning, Public Works and the Fire Department approve of the project. 2. You or the contractor should not mark up the corrections for drawings stamped by an architect or engineer. 3. Sprinkler drawings should be submitted and a permit issued for the sprinkler system. 4. Special inspection should be provided for: a) Filling and compaction, is required. b) Bolts installed in concrete, is required. c) Structural welding. d) High strength bolting. y ,7 .. • � '] �/ e: � , � � 1 .7+. ,.n � � r. f IT � 1 • I December 1, 1995 PERMIT NO. 1910 MULTI AXIS MACHINE BLDG. FOR U.S. MARINE - (Milling Machine Bldg.X 5. Toilet room .floors should have smooth, hard, non-absorbent surfaces. Sec. 807.1.1 6. The water heater should have seismic tie-downs. Sec. 504(d) U.M.C. 7. All exterior openings exposed to the weather should be flashed. 8. The bathroom fan should vent to the exterior, and should have a separate exhaust system. 9. Handicapped toilets should comely wit'Z theWashington Barrier Free Code: a) Handicappe3 signage should be provided at parking. b) The center line of the water closet should be 42" from the other .fixture. c) The handicapped parking stalls must be located the shortest possible accessible route of travel to the primary building entry. d) Flush controls shall be mounted for use on the wide side of the water closet. e) The handicapped parking stalls shall be not less than 96 inches in width and shall have a firm, stable, smooth, non-slip surface. 10. A street address should be provided on the building visible from the street of a legible size. 11. Provide the required number of toilet fixtures required by Appendix "C" of the Uniform Plumbing Code based upon the number of people working in the building at any time. 12. The stairs should be detailed. a) Open risers are not permitted. b) A 2" maximum handrail should be on the stair and continuing 12" beyond. the nosing on either end. c) Stair nosings shall be rounded to a radius of 1/2" max. Risers shall be sloped or the underside of the nosing shall have an angle of not less than 60 degrees from the horizontal. Nosing can be 1-1/2" max. (Barrier Free CM,-e.) d) Stairways should not be less than 36" wide, the width should be noted. e) If stairs are more than 44" wide, two handrails are required. f) The reference note on detail 4/A-4 should be UBC 1006. 13. There is a door frcm the second floor spare parts and storage room opening into the main floor. A landing should be installed with a safety railing not less than 42" high. 14. Landings should be provided of not less than 44 inches in direction of travel at all exit doors. Sec. 1004.10 15. A floor or landing not more than 1/2" below the threshold should be provided at all exterior doors. Sec. 1004.9 The landing's dimension below the floor should be noted. A landing should be provided at the bottom of the stair. 16. Panic hardware should be provided for all exit doors if a latch or lock is provided. • I'i - n 1 i 1 4 to it I U,o - 1 1 DTI � •- _1 -1 11 �_' � 1 ' 1 • . 1 I I �1 I I _ 1._ I _I _ 1� I I 1 • • I _ if 1 I I r I I I-_ • — r f ✓ L I 1 1 ► � I I I I I I • I ' . I T- I IT I 1 1 I - \ I I 1• ' I r I T _ • II I I I � I • 'I 11 _ ( • JL `1• _ 1 _ r I _ j I I ~I 1 -1 ' TF, I ' r-T Y 3 Dec. 1, 1995 PERMIT NO. 1910 MULTI AXIS MACHINE BLDG. FOR U.S. MARINE - (Milling .Machine Bldg.) 17. Exit doors shall be openable from the inside without use of a key or special knowledge. 18. Landings are required to be not less than 44 inches in direction of travel. The handrail may project 3-1/2" into the required width. 19. Illuminated exit signs should be installed at all building exits. Sec. 1012 and Sec. 1013. 20. Glass in windows within 24" of doors shall be impact-resistant. (Interior partition and adjacent to 2nd floor door.) 21. All glazing shall be double glazed. (Exterior) 22. The building should comply with the 1994 Washington Energy Code: a) Calculations should be submitted showing compliance with the Energy Code in conformance with Chapter 13 of the 1994 Edition in the reconv ended form. b) The cooling/ventilation/heating calculation worksheet is not an accepted energy form. c) The drawings should show the heated areas and the insulation as required by the energy calculations. d) The insulation at the slab and the wall should be shown to the bottom of the thickened slab edge. Sincerely, A 4 d� hn H. Farrens, Jr. I T 1 �I ' YT I IP. ' _ 1 ' _ • '1 1 1 — ■ I p_J in • -i —I j — 1 1 1' I - 1 - 1 - 0 Irk 'ft..1 I I II rr L IJ _ IXI II 1 1 1 — r 1 I • n _ • I ' 1 11 _ '_ 1 _ _ 11 II 1 in 1.1 11 ' ' I 1 �'I I ' ' 1 LL1 — — N I 1 1 1 I - 1 1 I 1 — .i 1 — �'► V � I .•-'1 . oil I I I V'P.1; s,� ;� T �;O �IQ,I,� EIT ; '� I`d� r- [LCE4 lUC OO F TQl RS ul � TIML� N. Olympic, Arlington, WA l;J,2_93 DATE f - 1-1 BuRding/� 0 Evigg�ineaprIn7g F1 Plangsal€}�gg�@ f /` Phous (206) 435.072 4 FAX (206) 435.3906 ATTENTION RE: '/�♦/ TO WE ARE SENDING YOU , Attached ❑ Under separate cover via _the following items: > ❑ Shop drawings 1 /Prints - Plans ❑ Samples ]'Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION lei THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution > ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ _— ❑ FOR BIDS DUE. —19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO -- 40%Pre-Consumer Content•10%Post-Consumer Content a N ED: PRODUCT 240 �Inc,Gorton,Mass 01471 If enclosures are not as noted notify us at once. �F �- - �„� I 1 �� i 1 1 1 f � a FROM JOHN H FRRRENS JR. 12.05. 1995 10:43 P• 1 Datte No. of Pages•: (Including Cover- rpLINI: FROM JOHN H FRRRENS JR. 12.05. 1995 0:43 F. 2 PR WIT NO. 191.0 Decenber 1, 1995 MULTI AXIS W1111NE BUT..WING remit U.S. WKINE -(Milling machine )9Idg.) 17825 - 59t:h Avenue, N,B. Arlington, Washingt-on ENGiNP,ER: U.N. Iphtinen (206) 252-2373 CODE DATA OCCUPANCY Cr0JPS: B and F-1 TYPE OF MO STRIICI'IQN. V•-N (Sprinkled) SEPARATIONS: N - 53'-'3" To Office Bldg. 6 E = 1635' S = 351 to ProtQ f3 j o `, W = 601 to Office Bldg. 5 BASIC ALZOtWLl.; AREWA : B and F-]. Occupancies, 8,000 S.F. ALLOWABLE ARRA TNCR9,%4 rS: Separation on all, sides (x:er 201, 5% for each foot over. 201 ; X 5% . 175'/s (100% Maximum) ARRA Tripled for 1st_ floor if. sprirkl&l. TOTAL AUZWABLE AREIA; 8,000 X 2 = 16,000 X 3 = 48,000 S.I', on Main FIcyn'. BUILDING AREAS: 6,000 S.F. Main Floor. 696 S.F. 2nd Floor b,W S.F. Total OCG'I-I'PANT LON); 33 Malin Floor 5 2nd Floor VALUAT.T.ON: 6,696 X $30.70 x .88 - $180,900.00 PL'';H1T FEL;A o%,,s: .;'o PLAN ©tea( I'U : '�lv'r� c• . 4 the permit 4he pPrmi.t fey: and the plan check fee for the sprinklez system should be separate. 6,696 X $1.80 X .88 = $10,606.00 Sprinkler systen permit fc�e: /,c f3 Fyn PLAN (H30A FrT,,: ,�``�'�,95 Daar David; The submitted drawings hzwo been exvmined for eomplianc.e with the ].994 1,;ditior-1 Qf the Uni.fOrn Code. The following items should Yx? cxarrected before the permit is i ssue-•d 1. You should ensure: that the city agencies such as PLvming, Zoning, Public Vbrks and the Fire Depar_tmenl: approve of the project. 2. You or the contractor should not marl, up the corrections for drawings- stamped by an architect or. enginder. 3. Sprinkler drawings should be suYamitted and a permit issued for tie spr.i.nk].er system. 4. Special inSl,x:ction should be provided for. : a) Filling and compaction, is remiired. b) Dolts installed in concrete, ' rcjiired. c) Structural welding. d) High strength bolting. FROM JOHN H FRRRENS JR. 12. 05. 1995 10: 44 P. 3 1' Decem x:r 1, 1995 PEMgIT NO. 193.0 MULTI AXIS MAOUNE BUX3. FOR U.5. MARINE - (Milling Machine Bldg,y 5, 7bilot room floors shoWA have smooth, hard, non-absor)xrnt surfacr-s. ,Sec. 807.1.1. 6. The water heater should have seismic tie-dawns. Sec. 504(d) U.M.C. 7. MA exterior openincjs exposed to the weatlne:r should be flashed. 8. The bat:hro�m fan should vent to the oxt(---,rior, and show]cl have a separate exhaust system. 9. handicapped toilets should, caiiply with theWashington Barrier Free, Crxle: a) Handicapped nignage should be provided at parking. b) The center line of the water closet- should ).-�e 42" from the other fixture. c) The handi.caplz� par1,d.ng stalls must be located. the shortest possible. accessible route of trawl to the primary building ent nl, d) Flush controls shall be mounted for use on the wide side of the water closet. e) Me handicaFlkd parking stalls shall be not less than 96 inches; in width and shall. have a firm, stable, smooth, non-slip surface. 10. A street address should be provided on the building visible fran the. street of a lc*gjblo size. 11. Provide the reT- iircd nlmrlx r of toilet fixtures requi.r(A by Appordix "C" of the Uniform PlLmg)ing Cale basecl Lipon the nurn)x.r of people working in the Yr.ri.Tc7i.rKl at any time. 12. The stairs should be detailed. a) Open risers Care not permitted. b) A 2" maximum handrail should be on the stair and continuing 12" beyond. the nosing on either end. a) Stair nosincls shall, he rounded to a radius of 1/21' max. Risers shall be sloped or the underside of the nosing shall have an angle of not loss t vui 60 degrees from the horizontal. Nosing can be 1-1/2" max. (Barrier Free Code.) d) Stairways should not he less than 36" wide, the width should be noted. e) if stairs are more than 44" wide, Lwn handrails are recluircKI. f) The reference not7e on detail 4/A-4 should be UBC 1006. 13. There is a door frr�» the second floor spare parts and storage roam opc?ninq into the main f loan. A landing should be installed with a safety railing noi_ less than 42" high. 14. Landings should be provide9, of not less than 44 inches in direction of travel at all exit doors. Sec. 1004.10 15. A floor or landing not mere than 1/2" below the thrhshold should be provided at all exterior doors. Sec. 1004.9 The landing's dimension below tlie. floor should be noted. A landing should be provided at t:1le bott-M of the stair. 16. Panic hardware: should be provided for all e-xit doors if a laugh or lock is provided. FROM JOHN H FARRENS JR. 12.05. 1995 P. 4 Dec. 1., 1995 PERMIT NO. 1910 MULTI AXIS MACIIINC BLDG'. FOR U.S. MARTM - (Milling MadAne. Tsl(ig.) 17. Dtit doors shall. be orenable from the inside without use of a key or special knowledge, 18. Landings arc, rtxjuircyl to be not less than 44 inches in direction of travel.. The handrail may project 3--1/2" into the required wilt]). 14. rl.luaninated exit signs should be installed at all building exits, Sec. 1012 and Sec. 1013. 20. Glass in windows within 24" of doors shall, be impact-resistant. (Interior partition and adjacent to 2nd floor door,) 21. All glazing slial.l. be double glazed. (Exterior) 22. The building should opnply with the 3.994 Washington rmergy axle: a) Calculations should he suhnitted shryai ng ccrT,,'-iance with Fher_gy Code: in conforn,a.nce with Chapter. 13 of tie 1994 I0it'iorl in the 1-e<;01rD1erY3e-d form. b) The cooling/ventilatioroieati ng calculation Worksheet i.s not an accepted energy form. c) The drawings should show the heated areas and the insulation as required by the energy calculcltio►w, d) The insulation at tie s1aL and the wall. shr.>u7.el he skxom7 to the Y.x)t,t-.r-,m of the thickened slake edge, Sincerely, Ihn 1.1, l!ar_rens, Jr. ***END*** pple Builders Inc. 18705 - 67th Ave. N.E. •Arlington, WA 98223 • (360) 435-6658 • FAX: (360) 435-6079 November 15, 1995 City of Arlington Community Development 600 E. 1 st. St. Arlington, Wa. 98223 Attention: David Anderson Ph. 435-0724 Reference: Permit Application Multi Axis Milling Machine Building US Marine Corporation 17825 59th Ave N.E. Arlington, Wa. 98223 David, Enclosed are the following for your review. This new building is for the use of a Multi Axis Milling Machine Building. The location on the property is currently being used for Boat &Mold storage and the new use will not have an adverse affect on the site. The SEPA check list was submitted to the planning department on 10-12-95 and a Copy of the Letter dated 10-13-95 from Mr. Ed McMillan exempting this project is attached for your review. (1)Building Permit Application for (1) 60' x 100' x 34' Building. (4) Site plan indicating the proposed building location. (4)Floor Plan and Building Elevation Drawings (4)Foundation Plans and Engineering with Calculations. (4)Building Plans and Engineering with (2) sets of Calculations. (4) Energy Calculations. Storm drainage is existing the building down spouts will connet to the existing system. The existing site is currently asphalt and concrete. US Marine requests permission to remove the ashpalt and concrete to facilitate instalation of the underground power and communications to the new Lamination building currently under construction. H N LEF[TINEN/ Structural/C1VIL Engineers is the Engineer of record for this project. Sincerely `` f\ Kent Boyd Apple Builders, Inc. RECEINTI) c file Job# 96-18 US Marine NOV 1 5 1995 CITY OF ARLINGTON 17-�-P 19110 a I C I T Y O F A R L I N G T 0 N M E M O R A N D U M TO: David Anderson, Building DATE: October 13 , 1995 Official FROM: Ed McMillan, Public Works Director SUBJECT: Milling Machine Building - US Marine (Bayliner) Attached you will find a copy of the SEPA checklist and site plan as submitted by Apple Builders for the above noted project. After review of the site plan I have determined that this project is exempt from SEPA. We have returned the submittal, keeping only a copy for our files and sending this copy to you for the building permit application file. NOY 1 h i995 CITY OF ARLIfv VON N q -' �f-iVEj 0 11 f r � L-I 1 iJ t�U . � 1993 -- t I I C I T Y O F A R L I N G T 0 N M E M O R A N D U M TO: David Anderson, Building DATE: October 13 , 1995 Official FROM: Ed McMillan, Public Works Director SUBJECT: Milling Machine Building - US Marine (Bayliner) Attached you will find a copy of the SEPA checklist and site plan as submitted by Apple Builders for the above noted project. After review of the site plan I have determined that this project is exempt from SEPA. We have returned the submittal, keeping only a copy for our files and sending this copy to you for the building permit application file. C,ffY OF ARLINGTON 0 n r'+i 1 3 s t I \' BUILDING PERWr APPLICATION CHECKLIST RES & DUPLEX COMM & IND Z APPLICATION APPLICATION SITE PLAN SITE PLAN ARCH. DRAWINGS ARCH. DRAWINGS STRUCT DRAWINGS STRUCT DRAWINGS LEGAL DESCRIPTION LEGAL DESCRIPTION ENERGY CALCS L ENERGY CALCS STORM DRAINAGE STORM DRAINAGE SEPTIC TANK DESIGN SEPA CHECKLIST UTILITY DRAWINGS STRUCT CALCS Three ( 3 ) copies of each are required Four ( 4 ) copies of each are required for application for application ZONING SETBACKS: FRONT USE REAR LOT COVERAGE SIDE PERMIT TRACKING Name: Permit #: Project Type: Date Received DISTRIBUTED RETURNED DISTRIBUTED RETURNED Public Works Engineering Fire Dept John Farrens Date returned for corrections Date resubmitted with corrections Date ready to issue: Date issued: B uild\forms\checklst APPLE BUILDERS, INC. November 15, 1995 Project: US MARINE MULTI AXIS ML.-.—LNG MACHINE BUILDING COOLING / VENTILATION/HEATING CALCULATION WORK_SHEE_ T COOLING 1 lass Gain lass Area(Sq.Ft. Glass Factor Btuh Gain Cooling Load I N&Shaded i 0 Btuh Gain Totals NE&NW 0 - - - E&W i 0 - - SE&SW 0 S I 1 0 — Skyli is 0 - Doors 0 Total Btuh 0 0 Wall Gain Len h Ft- x Hei Ft. S . Ft. Area CoolingFacto ' Btuh Gain A 100 34 3400 1.71 5780 ! B too 341 3400 1.7 5780 C 60 35 2100 1.7 3570 D 60 35 2100 1.71 3570 I Total Wall Areal 11000 Total Btuh 1 187001 18700 Ceilin Gain Length Ft. x Width Ft. S .Ft.Area Cooling Factor Btuh Gain A 1001 60 6000 4.8 28800 - - B 0 0 Total Ceiling Area I 6000 Total l3wh 28800 28M I Floor G a i n I Length Ft. x Width Ft. S .Ft.Area Cooling Factorl Btuh Gain A 100 60 6000 0 B 0 0 Total Floor Area 6000 Total Btuhl 0 0 Ven ilation or Infiltration Gain Total Sf.Floor Area Factor Btuh Gain 6000 5 30000 130000 Assume 10%fresh airl introduced by air conditioning system. Factor=if summer/\T is 15 deg.use 4; 20 deg,use 5; 25 use 6; 30 d .use T Li hting Gain 4 x Total Sf.Floor Area x Watts/Sq.Ft. Btuh Gain 6000 2 48000 as�o Watts/Sq.Ft. Use 3 watts square foot of floor area for offices and retail stores. P12gle Gain Number of Peo lei Btuh I Btuh Gain 2 550 11001 1100 A Hance Gain Total Appliance Wattage Btuh Btuh Gain 3.4 0 0 1 Motor Gain Total Motor Horsepower Btuh Btuh Gain 1750 0 u I Coofmg Load I Btuh Gast Subtotal 126600 Duct Gain Btuh Gain Subtotal Factor Btuh Gain 0.1 01 0 Only for out-of-conditioned-space ductwork. This Quick-Foam is designed around a ' GRAND TOTAL COOLING LOAD BTUH GAIN 126600 75%sensible capacity for Light I (Predicted Equip.Total CApcity needed at Summer for Light Commencal Uni E t. Outdoor Desi Temperature). TOTAL TONS REQUIRED Btuh ain grand total/ 12,000 10.55 HEATING Winter n L _ Btuh Gain Factor Btuh Loss _ 1266GOI 0.81 101280 bn<: n�� Factor=1f winter AT is 35 deg,use.7; 45 deg.use.8. I Winter Load 55 deg.use.9: 65 deg.use 1.0; 75 deg.use 1.1 1 Btuh Loss Subtotal, -pl 80. 'i995 i :� APPLE BUILDERS, INC. November 15, 1995 � Project: US MARINE MULTI AXIS Ml —LrIG MACHINE BUILDING COOLING/VENTILATION/HEATING CALCULATION WORKSHEET COOLING ,' 1 la s Gain "lass Area(Sq.Ft. Glass Factor Btuh Gain Cooling,Loadl N&Shaded 01 Btuh Gain Totals I NE&NW 0 E&W 1 0 SE&SW 0 S 0 Skylights 01 Doors 1 01 Total Btuh 01 1 0 Wall Gain Length Ft. x Height Ft.1 Sci. Ft. Area 'Cooling Factor' Btuh Gain A 100 34j 34001 1.71 57801 B 1 100 34 0000 1.71 57801 C 60 35 1.71 3570 D 60 351 21001 1.71 35701 Total Wall Areal 110001 Total Btuh 1 187001187p0 Ceiline Gain Length Ft. x Width Ft.I S .Ft.Area Cooling-Factor! Btuh Gain A 100 601 6000 4.81 28800 B 101 1 0 Total Ceiling Area 6000 TotaVBtuhJ 288001 28M I Floor Gain Length Ft. x Width Ft.1 S .Ft.Area CoolingFactor Btuh Gain A 100 60 60001 p B 01 0 1 TotaffloorAreal 6000 Total Bluh 01 0 Ventilation gr Infiltration Gain Total Sf.Floor Area Factor Btuh Gain 1 7- 1 30000 Assume 10%fitsh air introduced by air conditioning system. Factor=if summer AT is 15 deg.use 4: 20 deg.use 5; 25 ,use 6; 30 • .use T 1 I Lialiting Gain 4 x Total Sf.Floor Area x Watts/Sq.Ft. Btuh Gain 6000 21 480001 48000 Watts/3 .rt.=Use 3 watts per square foot of floor area for offices and retail stores. People Gain Number of Peo ld Btuh Btuh Gain 2 550 11001 1100 1 1 Atwliance Ga' Total Appliance Wattage Btuh I Btuh Gain I 3.4 0 I 0 I Mot r Gain Total Motor Hors ower Btuh Btuh Gain 1 1750 01 0 1 I Cook Loadl Btuh Gain Subwwj 126600 Duct Gain I Btuh Gain Subtotall Factor Btuh Gain 0.1 1 0 j 0 Only for out-of-conditioned- ee ductwork. 1 This Quick-Form is designed around a 1 tRAND TOTAL COOLING LOAD BTLTH GAIN 126600 75%sensible capacity for Light I redicted C uip.Total Ca ity needed at Summer for Light Commerical Unitary Equipment. 1 utdoor Desi Temperature). TOTAL TONS REQUIRED Btuh gain grand tat/112,000 10.55' HEATING Winter Heating Loss Btuh Gain Factor Btuh Loss 126600 0.8 101280 Factor=If winter AT is 35 deg.use.7; 45 deg.use.8; 1 Winter Load EIVG 55 use.9; 65 use 1.0: 75 deg.use 1.1 Btuh Loss Subtotall 101 80 I� 6 Gl"FY OFARLINGTO-N 1 I 1 APPLE BUILDERS,INC. November 15, 1995 - Project: US MARINE MULTI AXIS MIL-. G MACHINE BUILDING COOLING I VENTILATION/HEATING CALCULATION WORKSHEET COOLING Glass Gain Glass Area (Sq.Ft. Glass Factor Btuh Gain Cooling Load N&Shaded 0 Btuh Gain Totals NE&NW _ 0 — E&W 0 SE&SW 0 S 0 Skylights 0 Doors 0 Total Btuh 0 0 Wall Gain Length Ft. x Hei t Ft. S .Ft. Area Cooling Factor Btuh Gain A 100 34 3400 1.7 5780 B 100 34 3400 1.7 5780 C 60 35 2100 1.7 3570 D 60 35 2100 1.7 3570 Total Wall Area 11000 Total Btuh 18700 18700 Ceilin2 Gin Length Ft. x Width Ft. S . Ft. Area Cooling Factor Btuh Gain A 100 60 6000 4.8 28800 B 0 0 l Total Ceiling Area 6000 Total Btuh 28800 28800 boor _gin _ Length Ft. x Width Ft. S .Ft.Area Cooling Factor Btuh Gain A 100 601 6000 0 B 1 0 0 Total Floor Area 6000 Total Btuh 0 0 yalbugn �Mjggn kak Total Sf.Floor Area Factor Btuh Gain 6000 5 30000 30000 Assume 10%fresh air introduced by air conditioning system. Factor=if summer QT is l5 use 4; 20 use 5; 25 use 6; 30 ,use T -LW,4g Gain 4 x Total Sf. Floor Area x Watts/Sq.Ft. Btuh Gain 6000 2 48000 48000 _Watts/Sq.Ft,=Use 3 watts per square foot of floor area for offices and retail stores. Peoult Gain Number of Pea 1 Btuh Btuh Gain 2 550 1100 1100 ApplianSe 'n Total pliance Wattage Btuh Btuh Gain 3.4 0 0 Motor Gain Total Motor Horsepower Btuh Btuh Gain 1750 0 0 Cooft Load Btuh Gain Subtotai 126600 Duct Gain Btuh Gain Subtotal Factor Btuh Gain 0.1 0 0 Only for out-of-con&tioned- cc ductwork. This Quick-Form is designed around a GRAND TOTAL COOLING LOAD BTUH GAIN 126600 75%sensible capacity for Light (Predicted Egaip.Total Capcity needed at Summer for Light Commerical Unitary Equipment, Outdoor Design Tem ature). TOTAL TONS REQUIRED _ u Btuh gain grand total/ 12,000 E dFris HEATING winter u9WILIAIL Btuh Gain Factor Btuh Loss Mou I1 � g 126600 0.8 101280 Factor=If winter AT is 35 deg.use.7; 45 de .use.8; Winter Long°1.t�' 55 deg.use.9; `65 hd .use 1.0; 75 deg.use 1.1 Btuh Loss Subto ' 101280 S1 tta 42-5 — n I r I I rt I: .1.' . I`c j � — - — — _ � .t 1. • I 1 _ I. —., • ' , I ;!� � I ... .,i. !. i :� • I.. r� •I.. lir l� II. I I is ..I •b k`:I!.� I ��' 1 � • r •` • r� �� _ � _I — w — �. —.. I I N I-ehllnen >JOB NO. DATE SHEET OF _ Sliuclural I Clvll En Ineers -- --- --- y JOB NAM@ J). /h Wetmore Ave. (1U6)Z5a-Z373 COMP. BY C11K. BY --•- hrl'(:reff, JVA 98201 CONTENTS MOJI cT NAME US MARINE. MILLING BL S rnfjj1:cT NUMIlt" IOCAIION 6R1—) 16TD 'j , . \X/A ct1ENr APPLE 1BUI LDIERS DESM" cnllEnIA CODE ua& ►��4- LIvE I.OADS Tloon NA cpLL�-TEI��L ; 10 P5� show 25 Ps F W�Nu 80 MPH Ex P, At-IsM10 ZON G 3 W-All LUAUS noor I, 5 P5F ROO" N A- 11-I NGTON SOIL MUSS ti►• LL 1Yp� �F VIA T ��nnlNb Z 000 p3F- JQ (may LAIMAt ExpiRES r CAI.Clp nYwN nrr Y: IIAIE: _�� SMUCTIMAI. ONLY I1 1\1 Lehllnen . for' ot, 11 51luclural CIA rnolofic nor _ r ..y4 R21 r I v��,i�ur� ,I��c�. �lur 2.�r.� aidmol lv a�LtCo�... �a _ *■,hag h-verelr, IVA 98201 � aoNt�tNtr F0O-r ' ' 4 l' Q i ! -,� •{ rV}y yY5{h�:^+_ 14,+, I '^7!7ai r w••-1' —J%.•... 1 71- t 4 : `- 1 I .., , L.,•il..l.r :�... t. y ,�,._...,. :r f :y1. �>..:,f,� �F 111 t �7 `1 'r i .. ,� .•rs l ..i�;..��y;Si1j„ k�`;Lw4� '.� r4r,.� � - iS• .,. .. , _ . , ' _ ' _`. :1. �.1 �. f �p1l.^�j�•• �� •lf�' 'f'yY��`F-f', ��,, �l,- S,` ! —1. 4� •' i •�. H1 N Lehtinen �- JOB NO. DATE SHEET _ OF _ Structural / Clvil Enginee - ---- - JOB NAME �216 Ifelinore Ave. (20(1)2.52-2373 COMP. BY � CFIK. BY —____�---------- h erell, JYA 98201 CONTENTS i 1IAIN ,S j�, EA OVA ;f 96 As x /A = Zc� 2 ,� 200 x 400 < 9 ps p --� —� 2 olf x o6Z y 62 = Z7 3 II 3 00-0 _.� = (21 1+ Z x 40 x C �' l r ^ '�' 'l� L �� I _ I i �, I-t N Lehtlnen JOB NO. — DATE P SHEET _ OF Structural / Clvll Enginee -------,,---- JOB NAME �216 I`VL'III ore Ave. (206)252-2.373 COMP. BY --- — CHK. BY —.---_-- - _ �SVCI'Gll, 1'VA 98201 1 CONTENTS — --- — -.— - P-AiZF 2 jD�5) 4j-j (�j P3 - �, 9 AbI/s dux 60 = 47, z �IgoLr 2 8�s 4 +A, qc, = °6- X 1 (21B� 2 3S u z� f x F3 2� �?6,5 ✓ = I - NJCKMA L CCNC,, E 238 PC eZ9,7 K 0,6s 45 , 7 vs = 0, 7,5 S = 0, -7S x a, 8 7s x 6,6 _- 3 cl BDO = p x ors= G � � �- ,6 5 ,80o n 37Sx / K 26 Vc = 26 1 Z. 0165 L-477Z) = , 5 19, 03 Z -r d,n53] = o, l, O o e- .�� I �� \ �U�d� //yytt�y� � �`• � , .,,� ,Jo��Nt1 ��. ,uAttr ��iE� .�. �. uc .._. . ;r i_ I' N'49.Y yy 1 captce�t`k5v ,1VA 98101" . � aI' dbNt+tNt�t.�' ��i `� �(.��r► r:�,,.�,,�A��,,�., ,�` .1 A J1.1 +� ' :t d'�•'S'' �+eS" � �.{yJ' i art ,y - i�a�,�K t'�yj,�#�1 ' N' 7 Jt :•,lr x 1.,.{: �l�¢tty.�7i'�*r1��1� �1�i J r t�ai� >•'•�r�r`t:. , , f , � ,+ 7. � W.,r,., -• I -.•- 1 .0 3rp'1 )....- Sr.r j..Y: 9q06 . -►• :,fix -z .' �a, r S' � .. � �� _•!�+'K +�, yr ' -�', ., ,�,_ , L i area, : ,1 w .•r t, r ' .�'` { '_ �� •�.. 1` � � 7{= t_...' ; l'� f�h� ?•) �t -yS��a'{+�'iSb HC k(1 -� 1 �+f_t1~ I }.. (f . ��' �' t. 111 Fes,' � c- '(•.__. •� t�;ts'�,a'(ry �� ..T..,�:.�5.. �...». e. ,_i� . -'1'� : 2Q _ ...+.�-K:�.t,�„ ��t.. r r ��1'; � •� f.. f. 7 rv�r..# •I �,� 1 ..• :li t { • i � t � .� �.. i..,,,. .1.. �.r.i , +:.�. ,...� :-.�... I .f .7�tt4watl� -,rj 1 `�' i}r.,� t.��,,..,x:- ,..`�.�' �_y `�".!r�t r. (� 'r 1 1 1•.r• .}4}y -,l- r.. ' .t.,. L 'i__� '.... �.L � �,.._., { � � �_ 1. i,� s S. ,i ,. '�- + , �(. � �• � _ �. I fi . S 1 �it ��'r '�'�'��y�� '^�1 .� I ,. , . � y,-�•� -��•1'1.,`�'...t.k. :�. �«.��,..,i._ ii. , - -: s• 1..1,�� 77,�"f41 1 i' ! j. .�;:_ '`3• :t ,S• •7+ r r ,• :i. r .'i - � Y t f •I \ - _ r-. .t�'rf h� r�, �. .L t, _ ,. i :... r • y - • ..� r L r l t��.:.+ ��{«:! �rat.-.-. r..�'�r. 1 t ' ... - ♦ - - • � _jai 11 i _. 1S � {.�i•! j �+t.r ' I. ..� ,y,.L�r - a �r r..X ,1 e W .y.t.l•4: ;t•. ,.,.ati,,: ^'� _ , - .f iif••. r ,1,�r� rf ��S...t` 4t lr3 Jrc�f�tP �6rli 4a�lr�' •�.. _ _ ..}'• 'a•. ' • , .._ ','. ra -L,. .; •t• `:r: +• h�" M � r• li:.L: J�4.SLr� .,j��'7,1 � . r� 1 + 1 C � Y.• v {�?�I; i.�Ri�a.,:'1f:,'^�"+"1 w , � r` t � 1�, . � .. S •_, „•tn +.�. .,.w+•, .., ( i , :.,r to( 4'! -r .i••N .a�;: �� ' 7 �.r.:.i�:+ E„•.f j�.. r.. .�, �..� � _.4 ; 1, ... � i { r� { ��'. Ir _�'. `•,,:r��rt�1 s t �.� i .�, xFf�1t1.�.,,r�r"''' r ;Y. r _ { •., _.; � ,E..,tVi ,.1• Ih•4Y••:1. �.1 1�, r, 1 7 }1l 1 . . 1 t r' fl � :i''1_ ..,• r--IFC_7...'.te; i. l -t.. .. .r ...•..�....... ..'.-c..�.l r...... J.._.....- ................,... �t,_...�.. ...j�1..i.-•,1•, 1��•n 4..L.}...7.r.. �.1:._.�Y._.w....•.__.1_. �� :� .,� �;; I I JOB NO, __ DATE SIIEk I .__-_ Ul: H"Ifuclural-I CIA Englnee JOB NAME JP6 IVetmore Ave. (ZU(, Z.i1-1.�73 COMP. sY li ver-ell, IVA 98201 CONTENTS �n n� iZ o -4- way► / ��L�-�5 G )a P�� Iz 413 0,7 �-x D V, l/V L LA I"1 j--) z 7 �/Y .41 j zfx �� , --� _ , �� ;�, .S 1 `I� I I I INN l_ehllnen JOB NO. BATE SHEET OF _ .Sli uclural / CIA Englneers JOg NAMe 16 IN-elm ore Ave. (2U()ZJ1-237J COMP. 8Y CIIK. BY 1,'v refl, 11"A 98201 CONTENTS --- - Pno.IPCT NAMIE US M A R I N E. M I LLI N G 5L S Pno,I1:Ct NUMnPn IOCAIMH AR1-I N6ID7 J ; . \X/A C11ENr APPLE BUI LDE:RS UESION CnIIFnIA CODE ua ►C q 4- LIVE I.onns PLoon N A Cc7 L L, -I�PsL 10 P SF-- show 25 P5 F WINO SO MPH sy�19M1U zow 3 bEAll LUAUS n0010 I, 5 ps F Roo" N A- 9Ult VALUES �►• �' �'l WAS/+j r�AnlNd Zo00 P3F Ul1LnAL Exmscs CITY OF ARLINam CACCI AVIONS APP Y: 95 - G UAIIE: � ','u SMUCTIMAL MY %W 1 I t I I1 I\I Lehllnew,•. JON- ��- `'iruclura! ! Civil ;w '�emara,mr. UAIE $IIEtI . _ Uf _.._. JQ IV,-r„►„►'�� ,1 eye' �2UdJ2,f 2 cnMi�t•w l;�'c�rcrr, IVA 98201 �1.�1.� 7AP ijqo I � °• t .!� »T`r•�-_t_(j(j,•�'ir�.-.:i"�- 1 � 'a. ,--f•� ��'<..�:1�-r 4..._.t :J._n ;�.�'7�-• }(t -• "11 .. . ' ....1.:., '7 1 I Jam'' I'; ''�"`�'-``'"�7}• i I 1�t n ;, 1 �"- -- r ,. 'i i /'�.1 _I .y�•� ''- �y`� 1 c p �1 I�\ it� i� ��f,1 .� : •t � • ' :4L.� 7• 7 �•_ .� ' I �.' '. !i I �>.-.5•.�`.1.fir •lY..�: f .r,. �. I H 1-1 N Lehtlnen f-- JOB NO. DATE - SHEET _ OF 8tructural / Civil Enlnee. - g JOB NAME 321' Wetmore Ave. (200)2J2-2373 COMP. BY CIIK. BY ^-----_--- —_-. �- L:Verell, WA 98201 CONTENTS MAiN o rc_ rc5o I Fr6 �- U �� Asj �r // = 2c�"/FZ 2 z ,� 2n0 x 400 q P.p 2 0' r o62y q Z x 40 IS O' I C 1i - - - - - - - - - - - [-- --- t ~ 1 r� - 1 l 1 I .v. 1 1 .. ,� ti .H'Struc 1-I N Lehtlnen JOB NO. DATE SIMET _ OF tural_/ Clvll Englnee� JOB NAME 32rt') Weimure live. (200)232-2373 COMP. BY CIIK. BY :I erell, 141A 98201 CONTENTS JDARF 2 ��'2. WSJ ��1 g��t 2�24 d d �gx � 657Sk60 47, 2. �IgoL-r �G = OA ( 2, 8As 4 +A, ,T = Rle sn 1 (2,4312-36.,, z - 29 = I - ucKroAL C OAIC, K e- I&rH D F-2 r=,I Q A5 3e /A/2- P S K 0165 7 vs = 01 -7 As S = 0,-75 x p, S 7s- n 6c� =13 clr- ✓ _ 0/6 5 ytFoow d 3'7-'rx C,uo_ 06, vc o k 95 . _ D L 0,65 L471 z 39, �' _ , 1910:3.Z -r 0,0531 0 15 O 0 e- - - - - - - -4 • y 1 V� I �� ICI II ICI Leh IInen r `' k�'� d0/'Ntl, i ?�Itit�wt.dr..wgDAiil ,!.'�811Ek1.... ...;:r.• UF slfuclurcil•/.CM(i eer� : T-�,��QS,•p�;,1�r,. ,1.:w `. r y.i t •. x�Wr�tjy-au1�� ... Y:+r,rl►7. p. .- .. - �•. yayt_.r}•F' t�a''} �g;tlJittf~ �w J-2�'1��I Vi'1/�J OT, Al" I Z�G��:�,� ♦ i i ��?/� •z,._t ��kt�f' b _ __ 1;IIc'I c'N, I Vet 98201 F2 qqq • 1 I t 4; j �t• .i' ' �.. .r,_ l Ira-�=; .41•� h'l ' "{' <c. -- -. �, ' ; i s � ' �, -�. 1` .1 I .� �1 l ;S� tt 1.�� + `{� s `yG i. �' r :y �- i •t i - ' � ^•.� I '. .. •!: .:•a':t,:�t � � a�.i�'i� -f'i*! � .. �'I.'.•�' ),. .�.. AM 1•r•-� .�' . rho ! '-`u...1.: ;�� i »_ ..j,.::--4=' 1 -1 I 1 ! , r��'-.. � i''-f�'�.� 'i t f , _1 �• �. .t tv 1 t•t..-_rr� ' . 1±-' ,.t1. �I � , �... t ,�,�,�.. .►,....' {_...,+.� t ne- >• ti'�..� � r '':�{ •� , • r . .,.. ;�. r .. ,.' ..; ..,:.�1...a :.(11. �- s. .-ore,• +• � ''? }t:{ , - , � ., •s, tit ,a +� t - 1 ' � �1. . ..-:r a� Ka �.•l ♦ + ?r5+r� 1 j .. .. •p•t ! • :i• IS•. ! t 1 G•+� o-J '•r y .� :7 ,a.. ' rr, r' - I,h. 1 ty T7f I k.�• ,,'n�+ Ih �#;''�4{ c�fl'y' , •1' •! , �5.....r l yl,•`�fi r i .. : -.-'�.r ! -_1�• _� + ,�{, ,- lei ,,, i - ... I ' � 'i., s I ... •, � its t +q: - •• r Y+• 1 ~'! • .......f. .. .,,r.f_,.,,.,.„ ..- .:.__, ' �..,..... � i_�. _!. ...'. I ;�• jam. r:. 1 j•. J .�F+. .,! , J 1 ` t HI 1 I`I Lel lllnen JOB NO. --_-- DAIE s11Et 1 .—_-- ul: 'Ifuclufal 1 CIA EnglneF~,� JOB NAME - J 1"1( lllell ove .Ire. (ZU(,JZ.i1-2313 COMP. By l:l c'1'c'll, IVA 98201 CONTENTS Li b f 2 0 70 Plif �Do PW 4 .3 44 J 0. 7 6vx 3% z o � m�� -7, J �, 12. 2151 � Z(x I ' .� y� I r S e ti T: : � I I I �� HCI STEEL BUILDING SYSTEMS, INC. Steel Building Systems Steel Roof Systems • Building Components Corporate Offlce: 18520 67th Ave.N.E. Arlington,WA 98223 (360)435-8871 (360)435-9267 Fax Anchorage Office: 4041 B.St.Ste.202 Anchorage,AK 99503 (907)561-8777 CONTRACTOR APPLE BUILDERS INC. (907)561-0381 Fax PROJECT NAME U.S. Marine Milling Machine Building PROJECT # 989 BUILDING DESIGN LOADS: DESIGN CODE 1994 UBC LIVE LOAD 25 PSF WIND LOAD 80 MPH at Exposure "B" MATERIAL WEIGHT DEAD LOAD AUXILIARY LOAD 10 PSF Sprinkler/Mechanical/Electrical MEZZANINE LOAD Live = 125 PSF CRANE LOAD None i. SEISMIC ZONE 3 _ NOV 15 1995 CITY OF ARLINGTON =DesCalc.Out ._.HCI-STEEL PRODUCTS._,_ 18520 67 AVE NE ___ARLINGTON, WA 98223 .STRUCTURAL DESIGN CALCULATIONS FOR _.. .APPLE BUILDERS. .._ US MARINE MILLING MACHINE ___,-ARLINGTON, .WA._.98223 HCI 989 ___.BUILDING DATA Width _ . ..:Length-..(_ft.>_ ,:.,. ... _ ,...,.:::.•r._:.=:100.0 _: _:,..Save,.Height Aft) 34..8/_34.-0�.,�_,_ _.Roof_Slope (rise/12 ) = -1.00%.1.00 ,.Dead Load (psf )_. - Live Load (.ps.f _ ) = 25.0 Collat. Load _(psf.__).._- = 10. 0.�;_ Snow Load (psf. .. ). __ -= 25.0 .:..: Speed(mph ) = 80.0 Wind Code =UBC 94 .,; Closure :: =C.,._• _ _Exposure =B_.._ Importance.-. Wind. _. 1.00.:::...::• lmpar..t_anca.:-_Seismic ...Seisiic._.Zone_ - -=3::•--..,;_ - _Dee•#aper me 10/26/95 - - - - r I 10/26/95 DesCalc.Out Page: 2 HCI 999 Design Loads For Each Building CoaPunent- 10:'26/95 4=0=_a FRONT SIDEWALL: --------------- LOADING Wind Wind Press Suet 11.7 -11.7 Girt/Header 15.6 -15.6 .. Panel 11.7 -11.7 . . Jamb BACK SIDEWALL: --------------- LOADING Wind Wind Press Suet 11.7 -11. 7 .. Girt/Header 15.6 -15.6 . . Panel 11.7 -11.7 . . Jamb LEFT ENDWALL: -------------- BASIC LOADS: Dead Live Basic Wind-Load Load Load Wind _--Ratio 1. 5 25.0 13.0 1.00 WIND PRESSURE/SUCTION: f Wind Wind Press Suet 11.7 -11.7 . _Co.l.unn- 11.7 -11.7 . _Girt-/Head_ er- 11.7 -11.7 .. .Jamb -_.. 15.6 -15.6 Panel..--..- WIND COEFFICIENTS: Surf Rafter Wind_i Rafter_Wi.nd_2 .--,Bracing Wind: .�.Lang_ _ Surface Id Left Right ..- .-Left -.Right Left Right -:. . Press- _._:-Friction 1 .00 .00 .00 .00 . .00 .00 .00 .00 2 -1.50 -1.50 .00 .00 -1.50 -1.50 -.70 .00 3 -1.50 -1.50 .00 .00 -1.50 -1.50 -.70 -- . .00 4 .00 .00 .00 .00 .00 .00 - .00 .00 COLUMN & BRACING DESIGN LOADS: No. Load Y r .Brace_Wind Column .,.:.A,ux Load Id- ._ _Dead __Cal'lat-.Live left --Right Press .,_Suet . I- __Id 4 1-- _.1.00-.. -.1.00. ,1.00 _00 .00 --. .00 . .00 0 2 . _-1.00 - :,- .00 .50. ___ l.00 ..00.. . ;.:..00 -1•,eQ �. 0 4 1.00 .00 .00 .00 .00 1.00 .00 ^~ _0 10/26/95 - -_ DesCalc.Out RAFTER DESIGN LOADS: No. Load Rafter-Wind-1 Rafter-Wind-2 I Aux Load Id Dead Collat Live Left Right Left Right I Id 5 1 1.00 1. 00 1.00 .00 .00 .00 . 00 0 2 1.00 .00 . 00 1.00 .00 .00 .00 0 3 1.00_ . 00 .00 _-._.00 1.00 .00 _00 0 4 1.00 .00 . 00 .00 .00 1.00 .00 0 5 1.00 .00 . 00 .00 .00 .00 1. 00 0 RIGHT ENDWALL: -------------- BASIC LOADS: Dead Live Basic ___.Wind_Load Load Load _ Wind _. Rati-o 1.5 25.0 13.0 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suet 11.7 -11.7 . . Column 11.7 -11.7 Girt/Header 11.7 -11.7 . . Jamb 15.6 -15.6 . . Panel WIND COEFFICIENTS: Surf Rafter Wind_1 Rafter_Wind 2 Bracing Wind :Long- . -. Surface Id Left Right Left Right Left_ .Right _ . . .Press -- -Friction 1 .00 .00 .00 .-00 _- .00 ..00--__ _.'00 .00 2 -1.50 -1.50 .00 .00 -1.50 -1.50 -..70 .00 3 -1.50 -1.50 .00 .00 -1. 50 -1.50 -.70 _-. _._ ._00 _ 4 .00 .00 .00 .00 .00 .00 -._ ..00 .00 COLUMN & BRACING DESIGN LOADS: ' No. Load - _...__.Brace Wind Column_Wind;,1._L. . Aux Load Id Dead - Collat Live. _ -Left .Right -Press ;Suet ..,. I_,, Id 4 1 1.00 1.00 ._.i.00. .00 _ .00 .00_ 00- _ 0 2 1.00 ._00 50 . -_1.00 .00 .00 1.00 0 3 1.00 ,00. .-_- ..50-.- .-. _00 1.00 .00 1.00 0 4 1.00 .00 00 -_- .00 .00 1.00 .00 .. 0 RAFTER DESIGN LOADS: No. Load . Rafter_Wind_1 _Rafter_Wind_2 I _Aux Load Id Dead Collat Live __ Left Right _- Left Right 1 . .._Id 5 - 1 1.00 --_i.�0_;.i..Ot -. ..00 00_ 00_.r_,..._00. 2 1.00 _00 ..00 :.-•: a_.00 .00-. ._ .00_...__: _00 - 3 i.00 _ ...00 ._tic. .00 1.0a._ . -00 . .00 - -0 4 1.00 .00 . 00 .00 .00_ .V~1.00 _. ".00 0 5 1.00 .00 . 00 .00 00 _-.. .__._ 00. .-1.00 0 - ROOFDES: - BASIC LOAI2S' -- -----__ - - -- - - -- I I Dead Live Snow Collateral Basic WJ_nd_ 10/26/95 DesCalc.Out Page: 4 Load Load Load Load Wind Ratio Friction 1.5 25.0 25.0 10.0 13.0 1.00 ._00 WIND PRESSURE/SUCTION:__. . _ Wind -- Wind Wind . - Press Suet Suct_R 0.0 -13.0 . . Purlins 0.0 -36.3 . . Panels 10. 4 -6.5 _-9. 1 _ . . Bracing PURLIN DESIGN LOADS: Surf No._Des Load _ Wind Wind Aux Id Loads Id Dead Collat Live Press Suet Id 2 2 1 1.00 1.00 1.00 -- ---.00 -.00 _.0 2 1.00 .00 .00 .00 1.00 0 3 2 1 1.00 . 1.00 1.00 .00 .00 0 2 1.00 .00 .00 .00 1.00 0 BRACING DESIGN LOADS: Surf No._Des Load Wind Wind -Aux Id Loads Id _ _Dead Collat Live Press Suet Id 2 3 1 1.00 . 00 . 00 1.00 1.00 2 1.00 . 00 .50 1.00 1.00 3 1.00 1. 00 1.00 .50 .50 3 3 1 1.00 . 00 .00 1.00- -1.00 2 _1.00 .00 .50 1.00 1.00 3 1.00 1.00 1.00 .50 .50 RIGID FRAME #1: --------------- BASIC LOADS: Basis - Def1 3eis Weak--Axis-Force Dead Live Snow Collateral Wind Ratio Load L Col R Col 1.5 25.0 25.0 10.0 13.0 1.00 3.0 0.0 0.0 WIND COEFFICIENTS: _ Surf --Wind 1---. __._--Wind_2--- Surface Id Left ._ Right - Left _ Right Friction 1 .80 -.50 _ . .80 _-.50 .00 2 -.70 -.70 .-.70 -.70 .00 3 -. 70 -.70 -.70 __-.70 -00 4 -.50 .80 -.50 - .80 .00 DESIGN LOADS: ----------------------Load_Coefficients------------------- No._Des Load Live ---Wind_I— ---Wind 2-- Aux Loads Id Dead Collat Live Right Left Right Left Right Seis Id 13 1 1.00 1.00 1.00 .00 .00 .00 .00 .00 .00 0 2 1.00 .00 .00 .00 1.00 .00 .00 .00 .00 0 3 1.00 .00 .00 .00 .00 1.00 .00 .00 .00 0 4 1.00 1.00 1.00 .00 .50 .00 .00 .00 .00 0 5 1-00 -1.00 1.00 _ .00 .00 .50 .00 .00 . _00 00 _6 1.00 -.--00 .50--. .- .00 i�00 ,00.._ ..00- .00 00.. ._ 0 . 7 _1.00 . .00 .50:_ .00 __ .00 00 00 .00_.....- .00....E 0 8 1-00_.�__.00 .00__._: 00 .00 . 00 _..1-00_ .00 00; .� 0,__,-- 9 1.00 .00 .00 .00 .00 . 00 .00 1.00 .00 0 10 1.00 1.00 1.00 .00 .00 . 00 .50 .00 .00 0 V_-'.1Y00_ -1.00- .00 _._ .0@ :--._�00 O0,_ .. .50-_.__.-QIQr 0 _ 10/26/95 DesCalc.Ou.t _ _ Page: 5. 12 1.00 .00 .50 . 00 .00 .00 1.00 .00 .00 0 13 _ 1.00 . 00 .50 .00 .00 .00 .00 1.00. 00 0 RIGID FRAME #2: --------------- BASIC LOADS: _Basic De.f1 ...-_.Seis Weak. Axi.s_Force- Dead Live -Snow -.Collateral Wind Ratio Load ._ . L- Col _- _ R Col 1.5 25.0 25.0 10. 0 13.0 1.00 3.0 _ 0.0 0.0 WIND COEFFICIENTS: Serf --Wind_1--- _. .7-77Wind_2-7- _ Surface Id Left Right Left Right- . Friction 1 .80 -.50 .80 -.50 .00 2 -.70 -.70 -.70 -.70 .00 3 -.70 -.70 -.70 -.70 .00 4 -.50 .80 -.50 .80 .00 DESIGN LOADS: --------------------Load_Coeffic.ients--.---------------- No._Des Load Live ---Wind_1-- ---Wind_2-- _- Aux Loads Id Dead Collat Live Right Left Right Left Right Geis Id 13 1 1.00 1.00 1.00 .00 .00 .00 .00 .00 - .00 1 2 1.00 .00 _00 . 00 1.00 .00 .00 . 00 .00 0 3 1.00 .00 .00 .00 .00 1.00 .00 . 00 .00 0 4 1.00 1.00 1.00 . 00 .50 .00 .00 . 00 .00 0 5 1.00 1.00 1.00 .00 .00 .50 .00 .00 .00 0 6 1.00 _00 ..50 . 00 1.00 ..00 _00 .00 00 0 7 1.00 .00 .50 . 00 .00 1.00 _00.00 .00 .00 0 _,8 1.00 .00 .00 . 00 .00 .00 - 1.00 . 00 .00 0 9 1.00 .00 .00 . 00 .00 .00 .00 1. 00 .00 0 10 1.00 1.00 1.00 . 00 .00 .00 .50 . 00 .00 0 11 1.00 1.00 1.00 .00 .00 .00 .00 .50 .00 0 12 1.00 .00 .50 .00 .00 .00 1.00 . 00 .00 .0 13 1.00 .00 .50 .00 .00 .00 .00 1.00 _._..00 0 AUXILARY LOADS:- _ __ No. Aux No._Add -Add-Comb- Aux Id Loads Id Coef 1 1 4 1 -13.60 2 -30.40 3 -35.00 4 -18.00 ADDITIONAL LOADS: _ No. Add.,gu-rf-,,Lumad:'„1 - ss Sly- Lancentrated __Add Id ----.-Id Type-1- _Wpi Wp2 Co D11 ..-._Dl2 _Distributed _ .. 4 1 1 C .00 1.00 . 00 0.00 12.00 2 1 I .00 1.00 . 00 0.00 12.00 3 2 I .00 1.00 . 00 0.00 12.00 4 4 C .00 1.00 . 00 0.00 -22.00 �_1 YLf a I I 10/26/95 DesCalc.Out Page: 6 HCI 989 Reactions, Anchor Bolts, & Base Plates _. 10/26/95 4:02pm ----- ----- ---- Foundation Loads (k) ---- --------- ----------------- Frame Col _ _._ Max Pos Val Max. Neg Val Anc. _Bolt . -- Base Plate . Id Id Id Horiz Vert Id Horiz _Vert No. _Dian Width Len Thick ----- ----- -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 1 A 11 0.00 0.52 2 0.750 8.00 8.00 0.500 1 B 11 3.70 0.81 12 -3.70 0.81 2 0.750 8.00 12.00 0.500 11 3.70 0.81 1 D 11 4.30 0.88 12 _7.4.30 ._ 0.88 _ .2 0.750 8.00 12.00 0.500 11 _4.30 0.88 1 F 11 0.00 0.55 2 0. 750 8.00 8.00 0.500 5 F 11 0.00 -0.21 2 0.750 8.00 8.00 0.500 3 0.00 4.02 11 0.00 -0.21 5 E 11 4.05 -1.30 12 -4.05 -0.69 2 0.750 - 8.00 12.00 0.500 3 0.00 11.25 11 4. 05 -1. 30 5 C 11 4.05 -1.30 12 -4.05 -0.69 2 0.750 8.00 12.00 0.500 3 0. 00 11.25 11 4. 05 -1. 30 5 A 11 0.00 -0.21 2 0.750 8.00 8.00 0.500 3 0.00 4.02 11 0. 00 -0. 21 2* A 1 8.37 27.74 2 -8.93 -8. 38 2 0.875 8.00 19. 13 0.500 3 5.86 29.00 2 -8.93 -8. 38 2* F 4 8.93 -8.38 5 -8.37 27.74 2 0.875 8.00 19. 13 0.500 3 -5.86 29.00 4 8. 93 -8.38 1 A 6 9.43 18. 10 7-10.80-16. 14 2 . 0.875 8.00 20.00 0.500 8 -0._30 21.61 7-10. 80-16. 14 1 F 9 5. 11 -2.68 10 -3.74 3.98 2 0.875 8.00 19.00 0.500 8 0.30 28.83 9 5. 11 -2.68 1 @ 16.8 9 0.00-20.54 8 0.00 49.04 .2 0.875 8.00 12.00 0.500 8 0.00 49-04 4 __0. 00-20.54 1 @ 37.8 7 __. 0.00 -7.04 8 0.00 55.77 2 0.875 8.00 12.00 0.625 8 0.00 55.77 2 0. 00 -7.04 1 2 0.500 3.00 8.00 0.375 5 2 0.500 3.00 6.00 0. 3753 ------------------------------------------------------------------------------ 2* Frame Lines 2 3 4 Load . Load --- Id Combination ---- ------------------------------ 1 DL+CO+LL+WR2/2 _._ 2 DL+WL2 3 DL+CO+LL i 10/26/95 _Page: 7 _ 5 DL+CO+LL+WL1/2 6 DL+LL/2+WR2 7 DL+WL1 8 DL+CO+LL+AUX1 9 DL+WR2 10 DL+LL/2+WL1 11 DL+WP 12 DL+LL/2+WL1+WS BRACING REACTIONS: . ------------------ ,. With Bracing(k_ ) No Bracing(lb/ft) Wall Col Horz Vert Load At Id Id - React React_ Base Angle ---- --- ----- ----- ---------- 1 0.00 2 2 6. 58 8.51 2 3 6. 58 8.51 3 A 0.00 0.00 4 4 6.98 9.03 4 3 6.98 9.03 HCI 989 Additional Reactions Report 10/26/95 4:02pm Rigid Frame Column Reactions ---------------------------- Frame Col ----Dead-- -Collateral ----Live--- ..__.--Wind1 L-- --Windi_R-- Id Id .__Horn. Vert _Horn .. Vert _ Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2* A 0.40 2.72 1.56 7.53 3.99 1 S.75 -9.33-i i. 10 5.01 -2.53 2* F -0.40 2.72 -1.56 7.53 -3.89 18.75 -5.01 -2.53 _ 9.33-11. 10 1 A 0.03 1.27 0. 116 2. i 1 0.40 5.27 .-10.94-17.42 S.20 14.20 1 F -0.03 1. 15 -0. 16 2.84 -0.40 7.08 -3.50 -0.71 5. 14 -3.83 1 @ 16.8 0.00 1.63 0.00 4.70 0.00 11.72 0.00 13. 19 0.00-22. 17 i @ 37.8 0.00 1.65 ._ 0.00 5.39 0.00 13.43 . :_ 0.00 -8.69 0.00 -1.82 ------------------------------------------------------------------------------ 2* Frame Lines : 2 3 4 Endwall Column Reactions ------------------------- -Out_Of_Plane- Fr•ame Col Dead Collat Liv-= --Win _L--- --Wass:_'r$--- Id id V=r I I I I - - - 0.52 13.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 10/26/95 -,.DesCalc.0ut Page: 8 1 B 0.81: 0.00.._-1&00 1 D 0.as ,._.0..00 0.00 0.00 0.00 0.00 0.00. ... 4.30 _:e,w-__4..30 1 F 0._55 0.00 0.00 .,..-0.00 0.00 0.00 0.00 0.00 0.00 5 F _..---._.0.67 _ -. 0.9.6,:.: ..2.39- S.00 -1.89 S.00 -1.89.; 0.00 __. ._0.00 5 E 1.2 2.65.A - �7. L 1 _; .0.00 -5.52 5 C 1.28 2.85 -. 7. Ll 0.00 -5.52 0.00 -5.52 . .- 4.05 -4.05 5 A 0.67 0.96 . _ 2.39 _ 0.00 -1.89 0.00 -1.89 0.00 0.00 ------------------------------------------------------------------------- -r 10/26/95 FramSue.Out - rPage: 1 HCI STEEL PRODUCTS -18520, 67 .AVE NE , .,_.__ARLINGTON, WA_98223 - _-- - FRAMING SUMMARY FOR - - ..APPLE BUILDERS . US MARINE MILLING MACHINE- ARLINGTON, WA 98223 ,.._HC 1989 µ,.BUILDING,. DATA .._ :-...Width, _(.ft) - - - = 60.0 _- -Length (ft) -. =100.0 Eave .He.ight_ (ft) -, 34.0/ _34.0 I..=.Roo.f Slape_..,(rise/12), 1.00/ -1.@0 Dead Load _(psf__._.)..._.: __.._.= 1.50, ..Live Load . (psf . 3 -25.@0 Collat. Load (psf ) =10.00 Snow Load -(psf ) =25.00 __Wind.,Speed.Lmph.,-). .:: __. .____ 80. .._.Wi.nd .._.- .--.Clos_ure .. . ._.Exposure_. .:-.-•: -- - _._- -._-=B.._;- Importance — Wind__..:-.._ _::=_:_i•-0@..•. Importance — Seismic- - Seismic Zone =3 Designer = KG 10/26/95 FramSum.Out Page: 2 10/26/95 _. f 10/26/95 Fra®Sum.Out - _ _Page. 3. HCI 989 _ FRAMING SUMMARY: Roof 10/26/95 4:02pm PURLINS: Surface Puriin _.Peak - _Pur.lin._:_Purlin Purlin, Lap-. .Furlin ...Stub Furlins _ Id Type Space . Space -.Rows Ext ..Int Brace_ Left . Right ------- ------ ----- ------ ------ ---- ---- ------ ----- ----- 2 ZB 1.050 _ 5.000 6 2.88 1.88 1.88 N N 3 ZB 1.050 . _5.000 6 2.88 i.@@ _.:._1.88 N _ N PURLIN SIZE: Surface Size_Of_Purlins_At._Bay Id 1 _ . 2 3 4 ------- -------- -------- -------- -------- 2 8x30Z12 8x3OZ14 8x30Z14 8x30Z12 3 8x30Z12 8x30Z14 8x30Z14 8x30Z12 PURLIN INSIDE FLANGE STRAP: Max_Strap_Space= 5.0000 Rows_Of_Straps_At_Bay 1 2 3 4 4 4 4 4 EAVE STRUTS: Wall Lap Bolt ' Size_Of_Eav-e Struts At Bay _ Id Plate Diam 1 _. 2 3 4 - 2 N 0.625 _- 8x30C.14 8x30C14 _8x30C14 _...8x30C14 4 N 0.625 8x30C14 . . 800C14 8x30C14 8x30C14 ROOF BRACING: BE.. _-__Id 0.0 16.8 _ : 30.0 37.8 __--60.0 --- ----- ----- ----- ----- ----- 2 0.625 0.500 0.500 0.625 3 0.625 0.500 0.500 0. 625 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- �m3=aasso�ss�v -- =------_=__ i 10/26/95 FramSum.Out .._..Page:_ 4 GIRTS: Girt Girt Girt Type Lap Brace ---- ----- ----- ZF 0.000 0.000 GIRT LOCATION: Bay No. Girt-Location Id Girt 1 1. r_ 3 4 5 6 --- ---- -------- -------- ------ -------- ------- -------- 1 6 3.750 8.000 15.000 21.000 27.000 30..667 2 4 15.000 21.000 27.000 33.000 3 6 3.750 8.000 15.000 21.000 27.000 30.750 GIRT SIZE: (Full Bay,..Girts) Bay No. Girt Id Id Girt 1 3 .4 5 6 --- ---- -------- -------- -------- -------- -------- -------- 1 6 8x3OZ16 8x30Z16 8x30Z16 8x30Z16 8x30Z16 8x3OZ16 2 4 8x30Z16 8x30Z16 8x30Z16 8x30Z16 3 6 8x30Z16 8x30Z16 - .8x30Z16 8x30Z16 Sx30Z16 Sx30Z16 GIRT INSIDE FLANGE STRAP: Max_Strap_Space= 5.0000 Rows_Of Straps_At_Bay 1 2 3 3 4 4 DOOR JAMBS/HEADERS: Bay Left Jamb _,__..._. Right Jamb„_..:__..__.... Door Header . Id Offset Length __Size Offset _Length Size ,. Height- Length .. _ Size --- ------ ------ -------- ------ ------ -------- ------ ------ -------- 2 0.5 15.0 8x30C16 20.5 15.0 8x30CIS 14.0 20.0 8x30C16 COLUMNS: Column Column Column Column i --Base Bolts-- ---TopBolts-- Id Offset Length Size L. No Type Diam No Type Diam ------ ------ ------ -------- -- ----- ----- -- ----- ----- 2 16. 8 _34. 1. _ W12543 2 A325 0.750 2 A325 0.750 3 37.8 _ 34.6 .�.W 12543 2 A325 0.750 2 A325 _ 0.750 :_.._. ----------------------------------- HCI 989 FRAMING SUMMARY: Right Endwall 10/26/95 4:02pm 10/26/95 FramSum.Out Page.-S. GIRTS: Girt Girt Girt Type Lap Brace ZF 0.000 0.000 GIRT LOCATION: _ _ Bay No. Girt Location Id Girt 1 .-_ __.. .._.2 __ . _3_- .. 4 ;:5 6 .. --- ---- -------- -------- -------- -------- -------- -------- 1 6 3.750 - 8.000 15.000 21.000 27.000 30.750 2 6 3.750 _ _8.000 15.000 21.000 27.-000 33.000 3 6 3.750 8.000 - _- 15.000 21.000 27.000 30.750 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 3 4 5 6 --- ---- -------- -------- -------- -------- -------- --------- 1 6 8x3OZ16 Bx30Z16 . 8x30Zi6 8x30Zi6 _Bx30Zi6 .8x30Z16 2 3 8x30Z16 8x30Z16 8x30Z16 3 6 8x3OZ16 8x3OZ16 8x30Z16 80M 6 800Z16 8x3OZ16 GIRT SIZE: (Partial Bay Girts) Bay Girt Girt Id Id Id 1 2 3 4 5 6 --- ---- -------- -------- -------- -------- -------- -------- 2 L—J 8x3OZ16 8x3OZ16 8x30Z16 J—R 80OZ16 8x3OZ16 8x30Z16 GIRT INSIDE FLANGE STRAP: - _._ Max_Strap_Space= 5.0000 Rows_Of_Straps At Bay_. 1 2 3 3 4 3 DOOR JAMBS/HEADERS:_ _ Bay __ _ Left_Jamb - __ _.. _-.,._Right-_Jamb ,- Door Header Id Offset Length Size Offset Length __.,, S-ize Height -Length Size --- ------ ------ -------- ------ ------ -------- ------ ------ -------- 2 1.0 21.0 8x30C16 21.0 21.0 8x30C16 16.0 20.0 8x30C16 RAFTERS/SPLICE PLATES: Surf I~ Rafters^ _ i - -i3�c5 3uit5 10/26/95 FramSue.Out _. Page: 6 Id I Id Length . Size I Type Width Thick L-Type -Dias Space Gage ---- -- ------ -------- ------ ----- ----- ---- ----- ----- ---- 2 1 30. 1 W08543 _ 3 _- --__30.i W08543 _.__.-- -__.Mom . _6.0 0. 375 A325. 0.750 .3.00 . _3._0 COLUMNS: Column Column Column Column I --Base_Bolts-- ---Top_Bolts--- Id Offset Length _Size I -: No Type -... .Dias ,.No Type Diam ------ ------ ------ _ _-------- -- ----- ----- -- ----- ----- 1 0.7 32.8 W08543 2 A325 0.750 -2 A325 -0.750 2 19. 0 34.3 W12543 2 A325 0.750 2 A3G5 0.750 3 41.0 34.3 W12543 2 A325 0.750 2 A325 0.750 4 59.3 32. 8 W08543 2 A325 0.750 2 A325 0.750 WALL BRACING: Bay Cable Id Diam. _ 3 0.500 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------ HCI 989 FRAMING SUMMARY: Front Sidewall 10/26/95 4:02pm ------------------------------------------------------------------------------- GIRTS: Girt Girt Girt Type Lap Brace - ---- ----- ----- ZB 0.875 1.875 GIRT LOCATION: Bay No. Girt_Location Id Girt i 2 3 4 5 --- ---- -------- -------- -------- -------- -------- 1 5 3.750 8.000 15.000 21.000 27.000 2 5 3.750 - 8.000 15.000 21.000 27.000 3 5 3.750 8.000 _ 15.000 :.21.000 27.000 4 5 3.750 8.000 - 15.000 21.000 27.000 GIRT SIZE: (Full Bay Girts) Bay No. . Girt Id _ _ Id ,-.:Girt _1 P_ 3 4 -5 1 5 8x30Z16 Sx30Z16 8x3OZ16 8x30Z16 :- 8x30Z16 P S AvZ0i71 f AvlA71 A AvW71 A Av_'0171 A Av.-M71 A 8x30Z16 8x30Zi6 8x30Z16 -..8x30Zi6 __SX30Z16 �l 10/26/95 FramSum.Out Page:__.7 . 4 5 8x30Zi6 8x30Z16 8x30Z16 8x30Zi6 8x30Zi6 .. GIRT INSIDE FLANGE STRAP: Max Strap_Space= 5.0000 Rows Of_Straps_At Bay 1 2 3 4 ---- ---- ---- ---- 4 4 4 4 WALL BRACING: Bay Cable Id Diam. 2 0.875 3 0.875 ---------------- HCI 989 _:_FRAMING SUMMARY: Back :Sidewall 10/26/95 4:02pm GIRTSr- Girt Girt Girt Type Lap Brace ZB 0.875 1.875 GIRT LOCATION: Bay No. Girt Location..,..:,, Id - -Girt __1_ - 2- 4 5 --- ---- -------- -------- -------- -------- -------- 1 5 3.750 8.000 15.000 21.000 27.000 2 5 3.750 .._-.. 8.000 15.000 21.000 _ 27.000 3 5 3.750 .8.000 15.000 21.000 27.000 4 5 3.750 8.000 15.000 21.000 27.000 GIRT SIZE: (Full Bay Girts) _ Bay No. Girt Id Id Girt 1 2 _ ___ 4 .. 5 --- ---- -------- -------- -------- -------- -------- 1 5 8x30Z16 8x30Z16 8x30Z16 8x30Z16 8x30Z16 2 5 8x30Z16 8x30Z16 8x30Z16 8x30Z16 8x30Z16 4 5 8x30Z16 Sx3Qz'16 8x30Z*'i& 8x319Z'i& &x Z16 1. i 10/26/95 FramSum.Dut Rage: S. GIRT INSIDE FLANGE S.TRAR:__.___- Max Strap Space= 5.0000. Rows Of_Straps At Bay 1 - ,--2 ---3 .- 4. ---- ---- ---- ---- 4 4 4 4 WALL BRACING: Bay Cable Id Diam. 1 0.875 2 0.875 -_- 10/26/95 Rf.Des-I.Out Page: 1 HCI 989 Rigid Frame Design Input Echo _. _ 10/26/95 3:03pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- (1)JOBID: (Max: 60 char) HCI 989 (2)PROGRAM OPTIONS: Frame Frame Stress _Frame , No. Of End-Conn Steel, Splice Id Type Spacing Spacing Cycles Lt -Rt Code Fix 1 RF 5.00 _ 25.00 7 P P 89 1.00 (3)ANALYSIS OPTIONS: . - Plate Depth ._Column Dep Opt(in) Rafter Dep_Opt(in) Web Stiffener Opt Opt Typ Min , Max Typ Min Max Use Ratio B_Side Y Y T 7.50 72.00 T 10.00 72.00 N 0. 00 Y (4)DESIGN CONSTANTS: -------Steel_Yield(ksi )------ ----- Stress-Ratio ---- Deflect-Limit Flange Web Col . EP BP Frame Col EP .BP Harz -Vert 50.0 50.0 50.0 50.0 50.0 1.03 1.03 1.03 1.03 60.0- , 140.0 (5)REPORTS: Input Design End Base .Revise Action Sec Flange Segment Unbr-•c Floor Cable Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React Y Y Y Y , Y N N Y N N N N (6)BUILDING SHAPE: (Max: 10 surfaces) No. X_Coord Y_Coord Offset Surf (ft) (fit) (in) 4 0.0000 34.0000 8.000 30.0000 36.5000 8.000 60.0000 34.0000 8.000 60.0000 0.0000 8.000 (7)MEMBER DEPTHS: (Max: 50 -total _depths) - Surf -Member . . -Depth(in)-- _ No. Interior_Depths Id Size Start End Dep Lac. (ft) Depth(in) 1 -------- 7.500 30.000 0 2 -------- 24.000 32.000 0 3 -------- 32.000 24.000 0 4 -------- 30.000 7.500 0 (8)MEMBER SPLICES: (Max: 40 total splices) Surf No. :- Splice _Splice Id . Splice Loc(ft._) T.ype_ ._- 1 0 2 1 0.0000 PEE 3 1 0.0000 -EE 4 1 0.0000 PEE (9)SEGMENT PLATES: (Max: 100 segments) _ I rl - -A rn---iYf-__ :a `J.0 0. i345 0.25800 0.2500 --- 1 10/26/95 RfDes-1.Out 2 0.00 5.0 0. 1345 0.2500 0.2500 2 2 3 0.00__ - G.0 0. 1875 0.2500 0.2500 4. _ -10.00 _.-_6.0 0. 1345 0.3750 _--- 0.3750 3 2 5 10.00 _ 6.0 0. 1345 0.3750 _ ..__0.3750 6 0.00 6.0 _- 0. 1875 0.2500 .0.2500 4 2 7 0.00 5.0 0. 1345 0.2500 0.2500 8 20.00 5.0 0. 1345 0.2500 __ -0.2500 (10) INTERIOR COLUMNS: (Max: 10 colums) No. Col Cal Col Cal Connection Unbrace_Length Cal- . Cal _.,_ Cal Id Typ Rot Loc got Top Major Minor Set Size 0 (11)BASE ELEVATION: Elev 0.00 Left Column 0.00 Right Column (12)WALL GIRTS: (Max: 20 girts/surface) Surf Girt Girt Girt No. Id Depth Project Brace Girt Locatian(ft) 1 8.00 0.00 1.875 5 3.750 8.000 15.000 21.000 27.000 4 8.00 0.00 1.875 5 3.750 8.000 15.000 21.000 27.000 (13)ROOF PURLINS: Surf Purl Purl Purl No. . Peak - Set Of - -Set-Space- Id Depth Project Brace Purlin _ Space Space - Space . No. 2 S.00 - 0.00 . 1.875 -6 1._050 -1. _5.000 6 3 8.00 0.00 1.875 6 1.050 1 5.000 6 (14)FLANGE BRACES: (Max: 400 total -braces) Surf No. Flange-Brace-At Id Brace Girt/Purlin Number 1 5 1 2 3 2 6 1 2 3 6 3 6 .1 2 3 6. 4 5 -1 2 - 3 (15)SIDEWALL EXTENSIONS: Surf -------Extension-Size------- Load -Wind_Coeff- Id Use Type Width _Height Slope_ Width Left Right 1 N 4 N (16)BASIC LOADS: Wind :ind Sels Weak Axis Force - Dead _Live Snow _ Collateral Press Load _ Load L_Cal R_Col - _ psf - psf :- psf .:,-,.._.-psf __.psf.::-, Ratio - k 1.50 25.00 25.00 _ _:_10.00 - _ ::-_ 12.98- --_i._00 - -- 3.0 ._-.. 0.00 (17)WIND COEFFICIENTS: i3 ------Surf___w W.ind_L--- ---..--Wind.. 2--- Surface, 10/26/95- RfDes-l-.Out Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -0.70 _-0.70 -0.70 -0.70 0.00 3 -0.10__-0.70 ---0.70 -0.70 0.00 -0.50- .__0.130 -0.50 0.-80 0. 00 (18)DESIGN LOADS: (Max: 34 design loads) --------------------Load_Coefficients-----------.-------- No. Des Load Live/ Live ---Wind_1-- ---Wind 2-- Aux Loads Id -Dead Collat Snow Right Left Right - Left Right Seis Id 13 ._1 . 1.00 1.00 1.00 0.00 0.00 - 0.00 -0.00 0.00 0.00 0 2 1.00 _..__0_00... 0-00_ _. 0.00 _ 1..00 -__0.00 0.00 2.00 0.00 0 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 - -0.00 0.00 0 4 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 10 1.00 1.00 1.00 0.00 0.00 -- -0.00 0.50 0.00 0.00 0 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 (19)AUXILARY LOADS: (Max: 20 loads) No. Aux No._Add Add Comb Aux Id Loads Id Coeff 0 (20)ADDITIONAL LOADS: (Max: 40 loads) (F-k , W-k/ft, Dx,Dy,DI-ft) - No. Add Surf Load Fx Fy M Dx Dy - Conc Add Id - Id - Type W1 W2 Co D11 D12 - Dist 0 (21)FLOOR BEAMS: Bay No. Floor Beam Con_Type Con Loc Beam Properties Id Floor Id Ht Lt Rt Lt Rt Area Ixx 1 0 (22)CABLES: Bay No. Cable Cable Cable Cable Id Floor Id Level Type -,,- ,Area 1 0 HCI -989 Base Plate andAnchor Bolt Design 10/26/95 3:03pm Bolt Type = A307 Weak Column Max_Reactions(k ) Axis ---Plate_Size(in)--- ----Bolts(in)---- Lots. Comp Tens Shear _zns L- at ii.-*-:. �.. `------- ----- -.---- ----- --�-7-7-�, --- -7, -+-n-,-- ----- ----- ----- -1.-«-- -_ -Lef L_. "3 __ �. --.ICJ�s_! �� L -_-IS •�: --ter= - - - � -: - - - - - � - - � - - - I I Right C..l -....2 -C. ...- c. i+. iJ Q.5000 1 -.275 4.0 10/26/95 _ RfDes-1.Out Page: 4 HCI 989 Bolted-End-Plate Design 10/26/95. 3:03pn Bolt Type = A325 Splice Member._ _-Plate(in)--_ _Tens Load(k , f-k ) --.----Bolt (in)------- Weld Id Typ Loc. - -Width-- -Thick - Loc. Id Shr Mon Row Diaa Space Gage Reqd ------ ------ ----- ----- ---- -- --- ---- --- ----- ----- ----- ----- 1 PEE 1- 2 6.0 0.750 Top.- 1 25 147 2 0.750 3.50 3.00 0.313 Bot: 8 -9 104 2 0.750 3.50 3.00 0.250 2 -EE 2- 3 6.0 0.750 Top: 9 4 26 2 0.750 3.50 3.00 0. 188 Bot: i 0 180 2 0.750 -3.50 3.00 0.250 3 PEE 3- 4 6.0 0.750 Top: 1 -25 147 2 0.750 3.50 3.000.313 Bot: 9 9 104 2 0.750 3.50 3.00 0.250 ------------------------------------------------------------------------------- HCI 989 Stiffener Report 10/26/95 3:03pm Stiff Stiff Stiff Force Force Force Loc Width Thick Calc. Allow Ratio ------- ----- ----- ----- ----- ----- Col- 1 3.00 0.500 85.3 99.6 0.86 Col- 2 _.. 3.00 0.500 85.3 99.6 0.86 HCI 989 Flange Brace Report 3:0.3pm Surf No. Id Brace Flange Braces 1 3 Loc 3 4 5 Sides: 2 2 2 Part L2x.075 L2x.075 L2x.075 2 3 Loc 1 4 6 Sides: 2 2 2 Part : L2x.075 L2x.075 L2x.075 3 3 Loc . _1 ___ ._. 3 _ : __6 Sides: .. 2 2 2 - Part : L2x.075 L2x.075 L2x.075 4 3 Loc . 2 4 5 Sides: 2 2 2 Part _-_L2x.075 L2x.075 L2x.075 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- HCI 989 Weld ReDOr"•t! Web To Flanoe 10/26.195 .3:03rn ------------------------------------------------------------ 10/26/95 RfDes-1.Out Page: 5 ----Max_Weld_Shear----- -Weld-Provided-- Member Segment Section Load Shear Size Shear Id Id Id Id (k/in ) (in) (k/in ) ------ ------- ------- ------ ------- ----- ------- 1 1 1 e 0.41 .0.125 _ 2.83 1 2 6 1 0. 16 0. 125 2. 12 2 3 10 1 0.90 0. 125 2. 12 2 4 15 1 0.23 0. 125 2. 12 3 5 20 1 0.23 0. 125 2. 12 3 6 25 1 0.90 0. 125 2. 12 4 7 29 1 0. 16 0. 125 2. 12 4 e 34 9 0.41 0. 125 2.83 HCI 989 Design. Summary Report 10/26/95 3:03pm MEMBERS: Mem Segl Flange IWeb_Depthl Plate-Thickness I Max_UCV I Max_UCO I Max_UCI Id Id I Len WidlStrt Endl Web _O-flg I-flglId Ld UcvlId Ld UcolId Ld Uci --- --- ---- --- ---- ---- ----- ----- ----- -- -- ---- -- -- ---- -- -- ---- 1 1 20.0 6.0 18.5 27.0 0. 135 0.250 0.375 5 1 0.72 5 8 0.73 5 1 0.78 1 2 13. 4 6.0 27.0 32.0 0. 135 0.250 0.375 9 1 0.85 7 8 0.74 9 1 0. 98 2 3 16.9 6.0 22.0 27. 1 0. 188 0.250 0.375 10 1 0.99 10 1 1.01 10 1 1.00 2 4 10.0 6.0 27. 1 30.0 0. 186 0. 313 0.250 15 1 0.44 16 1 0.96 16 1 0.85 3 5 10.0 6.0 30.0 27. 1 0. 188 0.313 0.250 20 1 0.44 19 1 0.96 19 1 0.85 3 6 16.9 6.0 27. 1 22.0 0. 188 0.250 0.375 25 1 0.99 25 1 1.01 25 1 1.00 4 7 13.4 6.0 32.0 27.0 0. 135 0.250 0.375 26 1 0.85 28 3 0.74 29 1 1.00 4 8 20.0 6.0 27.0 18.5 0. 135 0.250 0.375 30 1 0.72 30 3 0.73 30 1 1.00 No. Cycles For Plate Optimization= 6 LOAD COMBINATIONS: 1 - DL+CO+LL 3 - DL+WR1 8 - DL+WL2 WEIGHTS: Member 1 C_ 3 4 ---------- ---- ---- ---- ---- Weight (lb) 821 .774 . 774 821 Total Weight (lb) _ . Frame Members = 3190 _Interior Col. = 0 Conn. Plates = 272 Base Plates = 43 Trans Stiff = 0 3505 I REACTIONS: (Sidewall Columns) 10/26/95 RfDes-l.Out - Page: 6_ Load -----Left Column-----.- -----Right-Column----- Id Fx(k ) Fy(k ) M(f-k ) Fx(k ) Fy(k I M(f-k ) ---- ------ -------- ------- ------ ------- ------- 1 5.86 29.00 0.00 -5.86 29.00 0.00 2 -8.93 -8.38 : 0.00 -5.41 0.20 0.00 .. 3 5.41_ 0.20 0.00 8.93 -8.38 0.00 4 1.20 23.45 0.00 -8.37 27.74 0.00 5 8.37 27.74 0.00 -1.20 23.45 0.00 6 -6.98 1.00 0.00 -7.36 9.57 0.00 7 7.36 9.57 - 0.00 6.98 1.00 0.00 8 -8.93 -8.38 0.00 --5.41 0.20 0.00 9 5.41 0.20 0.00 8.93 -8. 38 0.00 10 1.20 23.45 0.00 -8.37 27.74 -.0.00 11 8. 37 27.74 0.00 -1.20 23.45 0.00 12 -6.98 1.00 0.00 -7.36 9.57 0.00 13 7. 36 9.57 0.00 6.98 1.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 -0.20 0.20 -2.74 2 5.48 5.40 0.53 3 -5.40 -5.48 0.53 4 2.55 2.89 -2.38 5 -2.89 -2.55 -2.38 6 5.41 5. 46 -0. 38 7 -5.46 -5.41 -0.38 8 5.48 5.40 0.53 9 -5.40 -5.48 0.53 10 2.55 2.89 -2.38 11 -2.89 -2.55 -2.38 12 5.41 5.46 -0. 38 13 -5.46 -5.41 -0.38 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col -Vert- Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 2050 2050 262 2 73 74 1351 3 74 73 1351 4 157 138 302 5 138 157 302 6 73 73 1900 7 73 73 1900 8 73 74 - 1351 9 74 73 1351 10 157 ..._ .-_138 __---302_--_ _ 11 138 157 302 12 73 73 1900 10/26/95 _.. _.. . - ----R.fDes-l.Out 7.- Max Live _Vert.ical - 1.88,.-._.Span/Deflection_.._= --_.383 Max Horizontal Drift= ._ 5.48, _Eave_Height/Dri-ft=_.....73. .. HCI 989 _. : Rigid-Frame:-Design- Warnings ___ . 10/26/95 3:03pe No Warnings i I 10/26/95 RfDes-2.Out Page: 1 HCI 989 Rigid Frame Design Input Echo 10/26/95 4:02pm (1)JOBID: (Max: 60 char) HCI 989 (2)PROGRAM OPTIONS: Frame Frame Stress Frame No._Of End-Conn Steel._ ..Splice Id Type Spacing Spacing Cycles Lt Rt Code Fix 2 RF 5.00 25.00 7 P P 89 1.00 (3)ANALYSIS OPTIONS: Plate Depth Column Dep_Opt (in) Rafter-Dep_Dpt(in) - -Web Stiffener- Opt Opt Typ Min Max Typ Min Max Use Ratio B_Side Y N T - 7.50 72.00 T 10.00 72.00 _ N 0. 00 Y (4)DESIGN CONSTANTS: -------Steel_Yield(ksi )------ ----- Stress Ratio ---- Deflect Limit Flange Web Col EP BP Frame ---Cal - _ EP BP Harz Vert 50.0 50.0 50.0 50.0 _50.0 . 1.03 1.03 1.03 1.03 60.0 . 140.0 (5)REPORTS: Input Design End Base Revise Action Sec Flange -Segment Unbrc_Floor Cable Echo Summary Plate Plate Input Stress Prop Brace Displ. Len - React React Y Y Y Y Y N N Y N N N N (6)BUILDING SHAPE: (Max: 10 surfaces) No. X_Coord Y_Coord Offset Surf (ft) (ft) __ _ (in) 4 0.0000 34.0000 8.000 30.0000 36.5000 8.000 60.0000 34.0000 8.000 60.0000 0.0000 --- -8.000 (7)MEMBER DEPTHS: (Max: 50 total depths) Surf Member --Depth(in)-- No. Interior Depths - Id Size Start End Dep Loc. (ft) Depth(in) 1 -------- 19.500 38.000 0 2 -------- 28.000 10.000 1 17. 1414 23.500 3 -------- 10.000 16.000 1 7.4436 12.000 4 -------- 18.500 18.500 0 (8)MEMBER SPLICES: (Max: 40 total splices) Surf No. Splice Splice Id Splice Loc(ft) Type 1 0 2 1 0.0000 PEE 3 1 0.0000 -EE 4 1 0.0000 PEE (9)SEGMENT PLATES: (Max: 100 .segments) _ Mem No. Seg Len Flange Plate Thickness (in) Id Seg Id (ft) Width Web O.S.Flg I.S.Flg 10/26/95 _... ._ _. __. RfDes-2.Out Page: 2 2 0.-00 5.0 -- 0. 1875 0.2500 0.2500 2 1 3 0.00 5.0 0. 1875 0.2500 0.2500 3 1 .4 0.00 5.0 0. 1875 0.2500 0.2500 4 1 5 0.00 5.0 0. 1345 .0.2500 0.2500 - 5 1 6 0.00 5.0 0. 1345 0.2500 0.2500 6 -2 -7 - -0.00 5.0 0. 1345 0.2500 0.2500 8 20.00 5.0 - _0. 045 0.2500 - .-0.2500 (10) INTERIOR COLUMNS: _(Max: 10 caiums) No. Cal Col Cal Cal = Connection Unbrace_Length -Col. Cal Cal Id Typ Rot Loc Bot Top Major Minor -Set Size 2 1 W Y 16.750 P P 8.00 8.00 Y W 12543 2 W Y 37.750 P P 8.00 8.00 Y W12543 (11)BASE ELEVATION: Elev 0.00 Left Column 0.00 Right Column 0.00 Interior Column # 1 0.00 Interior Column # 2 (12)WALL GIRTS: (Max: 20 girts/surface) Surf Girt Girt Girt No. Id Depth Project : Brace Girt Location(ft) 1 8.00 0.00 - 1.875_ 5 3.750 8.000 15.000 21.000 27.000 4 8.00 0.00 1.875 5 3.750 8.000 0.000 21-000 27.000 (13)ROOF PURLINS: _ Surf Purl Purl - Purl No. Peak Set Of . -Set-Space- Id Depth Project - Brace Purlin Space Space Space No. 2 8. 00 0.00 1.875 _ -6 1.050 1. _5.000 6 3 8.00 0.00 1.875 6 1.050 1 5.000 6 (14)FLANGE BRACES: (Max: 400 total braces) Surf No. Flange_Brace At Id Brace Girt/Purlin Number 1 5 1 2 3 4 5 2 6 1 2 _ 3 4 5 6 3 6 1 2 3 _4 5 6 4 5 1 2 3 4 5 (15)SIDEWALL EXTENSIONS: Surf -------Extension_Size------- Load -Wind Coeff- Id Use Type Width Height Slope Width Left Right 1 N 4 N (16)BASIC LOADS: Dead Live Snow Collateral Press Load Load L Col R Col r 10/26/95 RfDes-2.Out Page: 3 psf psf psf psf psf Ratio k 1.50 25.00 25.00 10.00 12.98 1.00 3.0 0.00 0.00 (17)WIND COEFFICIENTS:_ Surf. --Wind_1--- _ --Wind_2--- Surface Id Left . Right .:.Left Right Friction 1 0.80 -0.50 .0.80 -0.50 -0.00 2 -0.70 -0.70 -0.70 -0.70 0. 00 3 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 0.00 (18)DESIGN LOADS: (Max: 34 design loads) --------------------Load-Coefficients------------------- No._Des Load Live/ Live ---Wind_1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 13 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 4 1.00 _1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 9 1.00 0.00 0._00 0.00 0.00 0.00 0.00 1.00 0.00 0 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0. 00 0 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 (19)AUXILARY LOADS: (Max: 20 loads) No. Aux No. Add Add Comb Aux Id Loads Id Coeff 1 1 4 1 -13.60 2 -30.40 3 -35.00 4 -18.00 (20)ADDITIONAL LOADS: (Max: 40 loads) (F-k , W-k/ft, Dx,Dy,Dl-ft) No. Add Surf _ Load Fx Fy M Dx Dy - Cone Add Id _ _Id Type W1 W2 Co D11 D12 - Dist 4 1 1 C 0.00 1.00 0.000 0.000 12.000 2 1 I 0.00 1.00 0.000 0.000 12.000 3 2 I 0.00 1.00 0.000 0.000 12.000 4 4 C 0.00 1.00 0.000 0.000 -22.000 (21)FLOOR._BEAMS: _ Bay No. .Floor Be.am___ Con Type ___Con_Loc __Bea®___Properties Id Floor Id Ht Lt Rt Lt Rt Area Ixx 1 0 RfDes-2.Out page: 4 3 0 (22)CABLES: . Bay No. Cable Cable Cable Cable Id _ Floor__ __.Id Level Type Area 1 0 2 0 3 0 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- HCI 989 Interior Column Design 10/26/95 4:02pm Actions Axial-Stress Bend-Stress Col Col .Col Load Axl Mom Cale. Allow Cale. Allow Unity Id Loc. Size : Id k f-k ksi ksi ksi ksi Check --- ----- -------- ---- ---- ----- ----- ----- ----- ----- ----- 7 __W12543 1 49.0 0.0 10.44 16.82 0.00 24.00 0.62 2 . 14.8 0.0 3. 15 22.42 0.00 31.99 0. 14 3 -21. 1 0.0 -4.48 39.99 0.00 39.99 0. 11 4 24.6 0.0 5.24 22.42 0.00 31.99 0.23 5 7.0 0.0 1.48 22.42 0.00 39.99 0.07 6 20.7 0.0 4.40 22.42 0.00 39.99 0.20 7 -15�2 0.0 -3.24 39.99 0.00 39.99 0.08 8 14.6 0.0 3. 15 22.42 0.00 31.99 0. 14 9 -21. 1 0.0 -4.48 39.99 0.00 39.99 0. 11 10 24.6 0.0 5.24 22.42 0.00 31.99 0.23 11 7.0 0.0 1.48 22.42 0.00 39.99 0.07 12 20.7 0.0 4.40 22.42 0.00 39.99 0.20 13 -15.2 0.0 -3.24 39.99 0.00 39.99 0.08 2 38 W12543 1 55.8 0.0 11. 87 16.82 0.00 30.00 0.71 2 -7.6 0.0 -1.61 39.99 0.00 39.99 0.04 3 -0.7 0.0 -0. 15 39.99 0.00 39.99 0.00 4 ._ 16. 1 0.0 3.43 22.42 0.00 31.99 0. 15 5 19.6 0.0 4. 16 22.42 0.00 39.99 0. 19 6 -0.9 0.0 -0. 18 39.99 0.00 39.99 0.00 7 6.5 - 0.0 1.39 22.42 0.00 31.99 0.06 8 -7.6 0.0 -1.61 39.99 0.00 39.99 0.04 9 __ -0. 7 0.0 -0. 15 39.99 0.00 39.99 0.00 10 16. 1 0.0 3.43 22.42 0.00 31.99 0. 15 11 19. 6 0.0 4. 16 22'.42 0.00 39.99 0. 19 12 -0.9 0.0 -0. 18 39.99 0.00 39.99 0.00 13 6.5 0.0 1.39 22.42 0.00 31.99 0.06 CAP PLATES: ._ Col Cap__. ----Bolt-. -_ _ Id Thick _ Type _ _Dia _ 1 0.500 A325 0.750 2 0.500 A325 0. 750 HCI 989 Base Platte and And or Bala ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Bolt Type = A307 10/26/95 RfDes-2.Out Page: 5 Weak Column Max_Reactions(k ) Axis ---Plate-Size(in)--- ----Bolts(in)---- Loc. Comp Tens Shear Tens Width Length Thick Row Dia® Gage ------ ----- ----- ----- ----- ----- ------ ----- ----- ----- ---- Left 21.6 -12. 1 8. 1 0.0 8.0 20.00 0.500 1 0.875 4.00 Right 28.8 -2.0 -3.8 0.0 8.0 19.00 0.500 1 0.875 4.00 IC-1 49.0 -15.4 0.0 0.0 8.0 12.00 0.500 1 0.875 4.00 IC-2 55.8 -5.3 0.0 0.0 8.0 12.00 0.625 1 0.875 4.00 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- HCI 989 Bolted-End-Plate Design 10/26/95 4:02pm Bolt Type = A325 Splice Member -Plate(in)-- Tens Load(k , f-k ) ------Bolt (in)------- Weld Id Typ Loc. Width Thick Loc. Id Shr Mom Row Diam Space Gage Reqd ------ ------ ----- ----- ---- -- --- ---- --- ----- ----- ----- ----- 1 PEE 1- 2 6.0 0.625 Top: 7 16 137 2 0.750 3.50 3.00 0.250 Bat: 8 -16 133 2 0.750 3.50 3.00 0.250 2 -EE 3- 4 6.0 0.500 Top: 8 2 3 2 0.750 3.50 3.00 0. 125 Bat: 1 -3 11 2 0.750 3.50 3.00 0. 125 3 PEE 5- 6 6.0 0.500 Top: 6 -3 25 2 0. 750 3. 50 3.00 0. 125 Bat: 3 3 20 2 0.750 3.50 3.00 0. 125 HCI 989 Stiffener Report 10/26/95 4:02pm Stiff Stiff Stiff Force Force Force Loc Width Thick Calc. Allow Ratio ------- ----- ----- ----- ----- ----- Col- 1 2.50 0.250 47.2 59.2 0.80 Col- 2 2.50 0.250 19. 1 49.7 _ 0.38 Int- 1 2.50 0.250 9. 1 61.3 0. 15 Int- 2 2.50 0.250 10. 1 50.2 0.20 HCI 989 Flange Brace Report 10/26/95 4:02pm Surf No. Id Brace Flange-Braces ---- ----- ------------- 1 4 Loc 2 3 4 5 Sides: 2 2 2 2 Part L2x.-075 L2x.075 L2x.075 L2x.075 2 3 Loc 1 3 6 ._Sides: _= 2 _ 2 Part 5 L2x.075 L2x.075 _3 6 10/26195- Page: -6 Sides: 2 2 2 Part : L2x.075 L2x.075 L2x.075 4 -2 -- - __ Loc . 3 5 Sides: 2 2 Part : L2x.075 L2x.075 HCI 989 Weld Report: Web To Flange 10/26/95 4:02pm ----Max_Weld_Shear----- -Weld-Provided- Member Segment Section Load Shear Size Shear Id Id Id Id (k/in ) (in) (k/in ) ------ ------- ------- ------ ------- ----- ------- 1 1 1 2 0.39 0. 125 2.83 1 2 7 7 0. 10 0. 125 2.83 2 3 14 9 0.46 0. 125 2.83 3 4 15 1 0.25 0. 125 2. 12 4 5 21 1 0.65 0. 125 2. 12 5 6 22 1 0.72 0. 125 2. 12 6 7 28 13 0. 14 0. 125 2.83 6 8 36 3 0.21 0. 125 2.83 HCI 989 Design Summary Report 10/26/95 4:02pm MEMBERS: _Mem SegI Flange-[WebDepthI Plate--Thickness I Max_UCV _ I Max_UCO- ..A -Max_UCI Id Id I Len WidlStrt _ Endl Web 0-flg I-flglId Ld UcvlId Ld_ UcolId Ld Uci - --- --- ---- --- ---- ---- ----- ----- ----- -- -- ---- -- -- ---- -- -- ---- 1 1 20.0 5.0 19.5 31.3 0. 135 0.250 0.250 2 2 0.76 6 2 0.98 6 7 1.00 1 2 13.4 5.0 31.3 38.0 0. 1138 0.250 0.250 7 7 0.25 8 2 0.84 10 7 0.87 2 3 13.5 5.0 28.0 23.5 0. 188 0.250 0.250 11 7 0.63 11 2 0.95 11 70.99 3 4 12.9 5.0 23.5 10.0 _0. 188 0.250 0.250 15 1 0.40 18 1 0.26 15 4 0.62 4 5 7.4 5.0 10.0 12.0 0. 135 0.250 0.250 21 1 0.57 21 1 0.68 21 1 0.86 5 6 20.6 5.0 12.0 16.0 .0. 135 0.250 0.250 27 1 0.66 22 1 0.77 22 1 0.65 6 7 13.4 5.0 18.5 18.5 0. 135 0.250 0.250 28 7 0.24 31 9 0.53 30 6 0.96 6 8 20.0 5.0 18.5 18.5 0. 05 0.250 0.250 36 3 0.35 32 9 0.53 32 6 0.95 No. Cycles For- Plate Optimization= 1 LOAD COMBINATIONS: 1 - DL+CD+LL+AUX1 2 - DL+WL1 3 - DL+WR1 4 - DL+CO+LL+WL1/2 6 - DL+LL/2+WL1 7 - DL+LL/2+WR1 10/26/95 RfDes-2.Out Page: 7 INTERIOR COLUMNS: Column 1 2 -------- -------- -------- Loc. (ft) 16.75 37.75 Size W12543 W12543 Unity Check : 0.62 0.71 Weight (lb) : 521 544 WEIGHTS: Member 1 2 3 4 5 6 ---------- ---- ---- ---- ---- ---- ---- Weight (lb) _ 825 . 337 247 100 307 570 Total Weight (lb) : Frame Members = 2386 Interior Col. = 1065 Conn. Plates = 180 Base Plates = 75 Trans Stiff = 0 3706 REACTIONS: (Sidewall Columns) Load -----Left-Column------ -----Right Column----- Id Fx(k ) Fy(k ) M(f-k ) Fx(k ) Fy(k ) M(f-k ) ---- ------ ------- ------- ------ ------- ------- 1 -0.30 21.61 0.00 0.30 28.83 0.00 2 -10.80 -16. 14 - _ 0.00 -3.54 0.44 0.00 _ 3 9.23 15.47 0.00 5. 11 -2.68 0.00 4 -4.83 -0.05 0.00 -2.34 10.72 0.00 5 5. 19 15.75 0.00. 1.98 9. 16 0.00 6 -10.61 -13.51 0.00 -3.74 -3.96 0.00 7 9.43 18. 10 0.00 4.91 0.86 0.00 8 -10.80 -16. 14 0.00 -3.54 0.44 0.00 9 9.23 15.47 0.00 5. 11 -2.68 0.00 10 -4.83 -0.05 0.00 -2.34 10.72 0.00 11 - 5. 19 15.75 0.00 1.98 9. 16 0.00 12 -10.61 -13.51 0.00 -3.74 3.98 0.00 13 9.43 18. 10 0.00 4.91 0.86 0.00 REACTIONS: (Interior Columns) Load --------Col 1------- --------Col 2------- IdFx(k ) Fy(k ) M(f-k ) Fx(k ) Fy(k ) M(f-k ) ---- ------ ------- ------- ------ ------- ------- 1 0.00 49.04 0.00 0.00 55.77 0.00 2 0.00 - 14.82 -0.00 0.00 -7.04 0.00 3 _0.00 _-20.54 0.00 0.00 -0. 17 0.00 4 0.00 ---24.65 ._ _ 0.00 _ 0.00- --- 16. 13 0.00 - 5 0.00 6.97 .- - __.0.00 : ::-:_0.00 _. 19.56 0.00 6 0.00 20.68 0.00- :0.00 .-0.32 -- ___.0.00 7 0.00 -14.68 0.00 0.00 6.55 0.00 00 _. _14.82 0.00 0.00 -7.04. 0.00 ;10/26/95 RfDes-2.Out - 9 0.00 -20.54- _. 0.00 0.00 -0. 17 0.00 10 0.00 24.65 0.00 0.00 16. 13 0.00 11 0.00 6.97 0. 00 0.00 19.56 0.00 12 :0.00 20.68-- -_ 0.00 0.00 -0.32 - 0.00 0.00 -14.68_ 0.00 0.00 6.55 0.00 DEFLECTIONS -:. Ain)_ in)._ _ Lateral -Defl - --- Vertical Defl Load- ..-: :@ Top Of Col _ _.-@ Midspan Of Col _:_... _Left ..Right _ ,_:.LT-1 _ 1-2 2-RT 1 0.00 0.04 -0.06 -0.23 -0.44 ! 2 5.74 5.72 -0.27 0. 11 0.30 3 -5.56 -- -5.56 . ......0.29 -0.05 -0.08 4 2.72- ._-:2.74- . -0. 16 -0. 13 -0.23 5 -2.94 -2.91 0. 12 -0.21 -0.42 6 5.69 5.68 -0.28 0.05 0. 16 7 -5.62 -5.61 _ 0.28 -0. 12 -0.22 8 5.74 5.72 -0.27 0. 11 0.30 9 -5.56 -5.56 0.29 -0.05 -0.08 10 2.72 2.74 -0. 16 -0. 13 -0.23 11 -2.94 -2.91 - 0. 12 -0.21 -0.42 12 5.69 5.68 -0.28 0.05 0. 16 13 -5.62 -5.61 0.28 -0. 12 -0.22 DEFLECTIONS LIMIT: - Lateral Defl Vertical Defl Load @ Top Of Col @ Midspan Of Col Id Left Right LT-1 1-2 2-RT 1 99999 9391 3531 1075 607 2 69 69 732 2198 901 3 71 72 700 4985 3195 4 147 146 1249 1905 1154 5 136 _.137 -_ 1676 _ 1172 634 6 - .70 .. . 70 . _ __ _711 ._5134 -1622 7 71 71 - 720 .2170 1241 8 69 69 732 2198 901 9 71 72 _ _700 4985 3195 10 147 146 1249 1905 1154 11 136 137 1676 1172 634 12 70 70 711 5134 1622 13 71 71 720 2170 1241 Max Horizontal Drift= 5.74, Eave Height/Drift= .._ 69. HCI 989 Rigid Frame Design Warnings 10/26/95 4:02pe . . No Warnings 10/26/95 SwDes—F.Out Page: 1 HCI 989 Sidewall Design Input Echo 10/26/95- 3:01pm (1)JOBID: HCI 989 (2)PROGRAM OPTIONS: Sidewall Run Run Lap Id Girt Panel . Stiff F Y Y 0.50 (3)DESIGN CONSTANTS: ----- Steel—Yield ----- Stress—Ratio ---Deflect_Ratio-- Wind—Load C—Sec W—Sec R—Sec Panel Girt Panel Girt Panel PartW .Ratio 55.0 50.0 50.0 50.0 1.03 1.03 120. 90. . 120. 1.00 (4)REPORTS: Input Wall Door Wall Echo Girt Jamb Panel Y Y Y Y (5)BUILDING TYPE: Build L_Expand_EW R_Expand_EW Type Use Offset Use . Of-fset. FF Y 15.50 N 0.00 (6)BUILDING SHAPE: No. X_Coord Y—Coord Surf 4 0.000 34.000 30.000 36.500 60.000 34.000 60.000 0.000 (7)WALL BAY SPACING: Sets_Of Bay No. Bays Width Bays 1 25.000 4 (S)FRAMED OPENINGS: No. Bay Open Open Open Jamb Sill Base Set Open Id Width Height Offset Type Height Elev Depth 0 (9)PARTIAL WALLS: Set_Of Base Full --Bay_Id-- Wall Bays Type Load Start End Height 0 (10)GIRT DESIGN: Girt In_Flg Set Set Max _ Max Unbr Type Brace Depth Lap Space Length ZB =:-- --Y. _ - 8.0 . -0.000 7. 333 5.000 10/26195 - -:SwD.es-F.Out Page: 2 _ (il)GIRT LOCATION: Set No. Girt Loc Girt Location -_-P_ 5 _3.750 _ 8..000 --_15.000 21.000 27. 000 (12)PANELS:: .. Panel - .. Panel -, Type : Gage HR 26.00 --(13)LOADING.- - Wind __ __-Wind - Pressure Suction _ _ 11.7 _ -11.-7 --Girt/Header-- .- 15.6 - ---.--15.6 ---_-Panel 11.7 ___----11.7. - -.Jamb HCI 989 Girt Design Report 10/26/95 3:01pm ------------------- GIRT # 1 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist (ft) Girt _- .___- Girt Id Size Width Left Right Location .::_Weight --- -------- ----- ---- ----- -------- ------ 1 8x30Z 16 23.71 0.88 3.7500 74.5 2 8x30Z 16 25.00 0.88 0.88 3.7500 81. 1 3 8x30Z16 _ _ 25.00- 0.88 0.88 3.7500 81. 1 4 8x30Z 16 25.00 0.88 3.7500 78.4 .315.0 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------a ==.: ..--_------ ---------------- _..'_i'-is_ --.--.----------- --:Bay - Left-- _ -Left --Right - Right __Left _ Left- . _ Mid-Span -_ Right= :Right Id Sup Lap Lap Sup Sup Lap Moo Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.43 -0.64 -0.68 0.00 -1.99 9.22 2.35 2.93 2 0.62 0.58 -0.51 -0.55 2.93 2.41 -1. 13 13. 17 1.68 2. 14 3 0.55 0.51 -0.58 -0.62 2. 14 1.68 -1.04 11.67 2.59 3. 12 4 0.71 0.67 -0.4a F STRESS/DEFLECTION: 10/26/95 SwDes-F.Out Page: 3 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc-. Calc Allow UC Loc Cale Allow UC Loc UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL -0.64 3. 15 0.20 RL 2.35 6.04 0.39 RL 0. 19 -0.60 2.37 2 LL 0.58 3. 15 0. 18 LL 2.41 6.04 0.40 LL 0. 19 -0.27 2. 50 3 RL -0.58 3. 15 0. 19 RL 2.59 6.04 '0.43 RL 0.22 -0.22 2.50 4 LL - 0.67 3. 15 0.21 LL 2.52 6.04 0.42 LL 0.22 -0.78 2. 50 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Lac Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0. 43 0.64 0.68 0.00 1.99 9.22 -2.35 -2.93 2 -0.62 -0.58 0.51 0.55 -2.93 -2.41 1. 13 13. 17 -1.68 -2. 14 3 -0.55 -0.51 0.58 0.62 -2. 14 -1.68 1.04 11.67 -2.59 -3. 12 4 -0.71 -0.67 0.46 -3. 12 -2.52 2.26 15. 17 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Cale Allow UC Loc Cale Allow UC Loc UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.64 3. 15 0.20 RL -2.35 6.04 0.39 RL 0. 19 0.60 2.37 2 LL -0. 58 3. 15 0. 18 LL -2.41 6.04 0.40 LL 0. 19 0.27 2.50 3 RL 0.58 3. 15 0. 19 RL -2.59 6.04 0.43 RL 0.22 0.22 2.50 4 LL -0. 67 3. 15 0.21 LL -2.52 6.04 0.42 LL 0.22 0.78 2. 50 HCI 989 Girt Design Report _ 10/26/95 3:01pm ------------------- GIRT, # 2 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist (ft) Girt Girt Id Size Width Left Right Location Weight --- -------- ----- ---- ----- -------- ------ 1 _. 8x30Z16 . __ 23.71 ___ 0.88 8.0000 74.5 _ -..8x30Z16 - 25.00 _ --0.88. 0.88 8.0000 81. 1 3 _:8x30Z16:---: -25.00 -0.88 0.88 8.0000 .. 81. 1 4 8x30Z16_ 25.00 0.88 - - _- 8.0000 _-_:.._78.4 _ 315.0 SwDes-F.Out Page: 4 ---------------- GIRT ANALYSIS: ----.-----SHEAR(k )---------- :.-- -------------MOMENT.(f-k )-------------- Bay Left Left Right . Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.61 -0.90 -0.95 0.00 -2.80 9.22 3.31 4. 12 2 0.87 0.81 -0.72 -0.78 4. 12 3.38 -1.59 13. 17 2.36 3.02 3 0.77 _ ..0.71 -0.82 -0.89 3.02 2. 37 -1.46 11.67 3.65 4.39 4 1.00__:.0.94 ..__ _ -0.65 .__ 4.39 3.54 -3. 18 15. 17 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k 1---- Mom+Shr DEFLECTION(in) Id Loc Cale Allow UC Loc Cale Allow UC Loc UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL -0.90 3. 15 0.28 RL 3.31 6.04 0.55 RL 0.38 -0.85 2.37 2 LL 0.81 3. 15 0.26 LL 3.38 6.04 0.56 LL 0.38 -0.38 2.50 3 RL -0.82 3. 15 0.26 RL 3.65 6.04 0.60 RL 0.43 -0. 31 2.50 4 LL 0.94 3. 15 0.30 LL 3.54 6.04 0.59 LL 0.43 -1. 10 2.50 WIND SUCTION .: ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right_ Right Id Sup Lap Lap Sup _. Sup Lap Moe Lac Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.61 0.90 0.95 0.00 2.80 9.22 -3.31 -4. 12 2 -0.87 -0.81 0.72 0.78 -4. 12 -3.38 1.59 13. 17 -2.36 -3.02 3 -0.77 -0.71 0.82 0.88 -3.02 -2. 37 1.46 11.67 -3.65 -4.39 4 -1.00 -0.94 0.65 -4.39 -3.54 3. 18 15. 17 0.00 STRESS/DEFLECTION: Span ------SHEAR_(k )------ ---MOMENT(f-k 1----._. Mo®+Shr DEFLECTION(in) Id Loc Cale Allow UC Loc . Cale Allow ... UC Loc _ UC. Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.90 3. 15 0.28 RL _. -3.31 6.040.55 RL 0.38 0.85 2.37 2 LL -0.81 3. 15 0.26 LL -3.38 6.04 0.56 LL 0.38 0.38 2.50 3 RL 0.82 3. 15 0.26 RL -3.65 6.04 0.60 RL 0.43 0.31 2.50 4 LL -0.94 3. 15 0. 30 LL -3.54 6.04 0.59 LL 0.43 1. 10 2.50 HCI 989 Girt, Design Repo � 0a 10/26/95 SwDes-F.Out ------------------- GIRT # 3 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay _ Lap Di_st (ft). Girt - Girt Id Size Width _ Left Right Location - Weight --- -------- ----- ---- ----- -------- ------ i 8x30Z16 23.71 0.88 15.0000 74.5 2 8x30Z16 25.00 _ 0.88 0.88 15.0000 81. 1 3 8x30Z 16 25.00 0.88 0.88 15.0000 81. 1 4 8x30Z 16 25.00 0.88 15.0000 78.4 315.0. WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mow Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.70 -1.04 -1. 10 0.00 -3.23 9.22 3.82 4.76 2 1.00 0.93 -0.83 -0.90 4.76 3.91 -1.84 13. 17 2.73 3.48 3 0.89 0.82 -0.95 -1.01 3.48 2.74 -1.69 11.67 4.21 5.07 4 1. 15 1.09 -0.75 5.07 4.09 -3.68 15. 17 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k -)----_ _ Moe+Shr _DEFLECTION(in) Id Loc Cale Allow UC Loc Cale Allow UC Loc UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL -1.04 3. 15 0.33 RL 3.82 6.04 0.63 RL 0.51 -0.98 2.37 2 LL 0.93 3. 15 0.30 LL 3. 91 6.04 0.65 LL . 0.51 -0.44 2.50 3 RL -0.95 3. 15 0.30 RL 4.21 6.04 0.70 RL 0.58 --0.35 2.50 4 LL 1.09 3. 15 0.34 LL 4.09 6.04 0.68 LL 0.58 _ -1.27 2.50 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left _ _Left Right Right Left Left Mid-Span Right Right Id oup __ a-ap Lap . Sup Sup Lap More Loc _ _Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.70 _.. _ __.::__-_..1.04 _:1..10_ _ 0.00 _ _ __ .3.23 _.._ 9.22 -3.82 -4.76 2 -1.00 -0.93 0.83 0.90 -4.76 -3.91 1.84 13. 17 -2.73 -3.48 3 -0.89 -0.82 0. 95 1.01 -3. 48 -2.74 1.69 11.67 -4.21 -5.07 i 4 -1. 15 -1.09.__ 0.75 -5.07 -4.09 3.68 15. 17 0.00 -10/26/95: -- -SwDes-F.Out Page: 6 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(_in) Id Lac Cale Allow UC Lac Cale Allow UC Lac UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- i RL 1.04 3. 15 0.33 RL -3.82 6.04 0.63 RL 0.51 0.98 2.37 2 LL -0.93 3. 15 0.30 LL -3.91 6.04 0.65 LL 0. 51 0.44 2.50 3 RL 0.95 3. 15 0.30 RL -4.21 6.04 0.70 RL 0.58 0.35 2.50 4 LL -1.09 3. 15 0.34 LL -4.09 6.04 0.68 LL 0. 58 1.27 2.50 HCI 989 Girt Design Report 10/26/95 3:01pm ------------------- G I RT _# 4 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay _ Lap Dist (ft) Girt Girt Id Size Width Left Right Location Weight --- -------- ----- ---- ----- -------- ------ 1 8x30Z 16 23.71 0.88 21.0000 74.5 2 8x30Z16 25.00 0.88 0. 88 21.0000 81. 1 3 8x30Z 16 25.00 0.88 0.88 21.0000 81. 1 4 8x30Z 16 25.00 0.88 21.0000 78.4 315.0 WIND PRESSURE _:_ ---------------- GIRT ANALYSIS: -------.--SHEAR(k }---- --- --------------MOMENT(f-k )-------------- Bay Left Left Right _ Right _._.Left Left .. Mid-Span Right Right Id Sup _,:Lap ._ _ Lap -_-Sup _. __ Sup Lap Mom Lac .Lap . ._Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.65 -0.96 -1.02 0.00 -2.98 9.22 3.53 4.39 2 0.92 0. 86 -0.77 -0.83 4.39 3.61 -1.70 13. 17 2.52 3.22 3 0.8r2 0.76 -0.97 _-Q.94 3.cc 2.5.5 -i.ac ii.67 4.6 4 1.06 1.00 -0.69 4.68 3.78 -3.39 15. 17 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Lac Cale Allow UC Lac Cale Allow UC Lac UC Cale Allow ---- ---- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- i RL -0.96 3. i5 0.30 RL - 2:-:=:L-L-- 8tr 3 2_7 .tie ;. 3 RL -0.87 3. 15 0.28�RL F 3.89�6.04 0.64 RL 0.49 -0.33 2.50 10/26/95 SwDes-F.Out Page: 7 4 LL 1.00 3. 15 0.32 LL 3.78 6.04 0.62 LL 0.49 -1. 17 2.50 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap :.Sup Sup Lap Mom Lac Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.65 0.96 1.02 0.00 2.98 9.22 -3.53 -4.39 2 -0.92 -0.86 0.77 0.83 -4.39 -3.61 1.70 13. 17 -2.52 -3.22 3 -0.82 -0. 76 0.87 0.94. -3.22 -2.53 1.56 11. 67 -3.89 -4.68 4 -1.06 -1.00 0.69 -4.68 -3.78 3.39 15. 17 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Lac Cale Allow UC Lac Cale Allow UC Lac UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.96 3. 15 0.30 RL -3.53 6.04 0.58 RL 0.43 0.90 2.37 2 LL -0.86 3. 15 0.27 LL _ -3.61 6.04 0.60 LL 0.43 0.40 2.50 3 RL 0.87 3. 15 0.28 RL -3.89 6.04 0.64 RL 0.49 0.33 2.50 4 LL -1.00 3. 15 0. 32 LL -3.78 6.04 0.62 LL 0.49 1. 17 2.50 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ HCI 989 Girt Design Report 10/26/95 3:01pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 5 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist (ft) Girt. Girt Id Size. Width Left Right Location Weight --- -------- ----- ---- ----- -------- ------ 1 8x30Z 16 23.71 _ 0.88 27.0000 74.5 2 Sx3OZ 16 25.00 . _0.88 0.88 27.0000 81. 1 3 8x30Z 16 25.00 0.88 0.88 27.0000 81. 1 4 8x30Z 16 25.00 0.88 27.0000 78.4 315.0 WIND PRESSURE ---------------- GIRT ANALYSIS:. __ -10/26/95 SwDes-F.Out ' Page; 8 ---------SHEAR(k )---..----- ------------MOMENT(f-k )-------------- Bay --Left =-:.Left Right _Right ,__-Left Left Mid-Span Right Right Id Sup _Lap Lap Sup _:.-Sup Lap Mom _ Loc_ Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.66_ -0.98 -1.05 0.00 -3.06 9.22 3.62 4.51 2 0.95 0.89 -0.79 -0.85 4.51 3.71 -1.74 13. 17 2.59 3.31 3 0.84 _.._0.78 -0.90 . -0.96 3.31 2.60 -1.60 11.67 4.00 4.81 r 4 _ 1.09 _:._-1.03 _-0.71 4.81 3.88 -3.49 15. 17 0.00 STRESS/DEFLECTION: Span ------SHEAR(k_ )------ -----MOMENT€f-k )---- Mom+Shr DEFLECTION(in" Id __- Loc Cale Allow UC Lac Cale Allow UC Loc UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL -0.98 3. 15 0.31 RL 3.62 6.04 0.60 RL 0.46 -0.93 2.37 2 LL 0.89 3. 15 0.28 LL 3.71 6.04 0.61 LL 0.46 -0.41 2.50 3 RL -0.90 3. 15 0.29 RL 4.00 6.04 0.66 RL 0.52 -0. 34 2.50 4 LL 1.03 3. 15 0.33 LL 3.88 6.04 0.64 LL 0.52 -1.20 2.50 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap .Sup Sup Lap Moe .._Lac Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.66 0.98 .1.05 0.00 3.06 9.22 -3.62 -4.51 2 -0.95 -0.89 0.79 0.85 -4.51 -3.71 1.74 13. 17 -2.59 -3.31 3 -0.84 -0.78 0.90 0.96 -3.31 -2.60 1.60 11.67 -4.00 -4.81 4 -1.09 -1.03 0.71 -4.81 -3.88 3.49 15. 17 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k DEt-LECTION(in) _ Id Loc Cale Allow UC Loc. _-Cale Allow UC Loc UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.98 3. 15 0.31 RL -3.62 6.04 0.60 RL 0.46 0.93 2.37 2 LL -0. 89 3. 15 0.28 LL -3.71 6.04 0.61 LL 0.46 0.4 i 2.50 3 RL 0.90 3. 15 0.29 RL -4.00 6.04 0.66 RL 0.52 0.34 2.50 4 LL -1.03 3. 15 0.3.3 LL -3.89 &.@A Q-.64 LL ra.52 1. -HCI 989 _ - ._. Wall P-zne- Repo'r'_ _._ i3lcEsi.95.- .3-_01pa. PANEL REACTIONS: (Back Sidwall) Panel: Type = Nil 1Z G_=ge = =o.0' Yield = 50 MOMENTS & DEFLECTION: 10/26/95 SwDes-F.Out Page: 9 ---------Moment (ft-lh/ft)--------- Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Cale Allow UC Cale Allow UC Cale Allow UC ---- ----- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 3.75 WP 18.2 159.4 0. 11 -19. 1 164.6 0. 12 -0.04 0.50.0.09 WS -18.2 164.6 0. 11 19. 1 159.4 0. 12 0.04 0.50 0.09 2 4.25 WP 50.2 159.4 0.31 -2.8 164.6 0.02 0.02 0.57 0.04 WS -50.2 164.6 0.30 2.8 159.4 0.02 -0.02 0.57 0.04 3 7.00 _ WP 61.4-159.4 0.39 -39.8 164.6 0.24 -0.27 0.93 0.29 WS -61.4 164.6 0.37 39.8 159.4 0.25 - 0.27 0.93 0.29 4 6.00 WP 61.4 159.4 0.39 -20.6 164.6 0. 13 -0.07 0.80 0.09 WS -61.4 164.6 0.37 20.6 159.4 0. 13 0.07 0.80 0.09 5 6.00 WP 64.9 159.4 0.41 -19.0 164.6 0. 12 -0.06 0.80 0.07 WS -64.9 164.6 0.39 19.0 159.4 0. 12 0.06 0.80 0.07 6 6.33 WP 64.9 159.4 0.41 -49. 1 164.6 0.30 - -0.30 0.84 0.36 WS -64.9 164.6 0.39 49. 1 159.4 0.31 0.30 0.84 0.36 HCI 989 _..Sidewall Design Warning Report 10/26/95 3:01pm . . No Warnings _ ._ A-0126/95 - SwDes-B.Out Page: 1 HCI 989 Sidewall Design Input Echo 10/26/95 3:02ps _(1)JOBID: HCI 989 (2)PROGRAM OPTIONS: Sidewall Run Run Lap . Id Girt Panel ...Stiff B Y Y 0.50_ (3)DESIGN CONSTANTS: ----- Steel Yield ----- ._..Btress_Ratio ---Deflect_Ratio--- ,Wind Load C-Sec W-Sec R-Sec Panel Girt Panel Girt Panel PartW Ratio 55.0 50.0 50.0 50.0 1.03 1.03 120. 90. 120. 1.00 (4)REPORTS: Input Wall Door Wall Echo Girt Jamb Panel Y Y Y Y (5)BUILDING TYPE: Build L_Expand_EW R_Expand_EW Type Use Offset Use Offset FF Y - 15.50 N 0.00 (6)BUILDING SHAPE: No. X_Coord Y-Coord Surf 4 0.000 34.000 30.000 36.500 60.000 34.000 60.000 0.000 (7)WALL BAY SPACING: Sets_Of Bay --- No. Bays Width Bays 1 25.000 4 (8)FRAMED OPENINGS: No. Bay Open .Open Open Jamb- _-__Siil. Base _ Set Open Id Width Height Offset Type Height Elev - Depth 0 (9)PARTIAL WALLS: Set_Of Base Full --Bay_Id-- Wall _ - Bays Type Load Start End Height 0 (10)GIRT DESIGN: Girt In_Flg Set Set Max -Max Unbr DTyne---_Bcace death___ r ZB Y 8.0 0.000 7.333 5. 000 10/26/95 SwDes-B.Out Page: 2 , (11)GIRT LOCATION: Set No. Girt Loc Girt Location P 5 3.750 8.000 15.000 -21.000 27.000 (12)PANELS: Panel Panel Type Gage HR 26. 00 (13)LOADING: Wind Wind Pressure Suction 11.7 -11.7 Girt/Header 15.6 -15.6 Panel 11.7 -11.7 Jamb HCI 989 Girt Design Report 10/26/95 3:02pm ------------------- GIRT # 1 q SPAN VI ------------------- G I RT LAYOUT: Bay Girt Bay Lap Dist (ft) Girt Girt Id Size Width Left Right Location Weight --- -------- ----- ---- ----- -------- ------ 1 8x30Z16 25.00 0.88 3. 7500 78.4 2 8x30Z16 25.00 0.88 0.88 -_ 3. 7500 _ 81. 1 3 8x30Z16 25.00 0.88 .-- 0.88 3.7500 81. 1 4 8x30Z16 23.71 0.88 3. 7500 74.5 315.0 WIND PRESSURE a - ---------------- (3 I RT ANALYS I S: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.46 -0.67 -0.71 0.00 -2.26 9.83 2.52 3. 12 2 0.62 0.58 --0.51 -0.55 . - 3. 12 2.59 -1.04 13.33 1.68 2. 14 3 0.55 . _-0.51 - -0.58 ---0.62 2. 14 . 1.68 _-1. i3- i 1.83 . -:2.41._._2.93. 4 0.68 0.64 . -0.43 _--:.--2.93 2.35 -:-1.-99 .. 14.49. ---- : _.- -_0.00 :-- i STRESS/DEFLECTION:. _ _._ -10126/95 _ � . _- SwDes-B.Out Page: 3 Span -----.-SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id _Loc .-.Calc Allow - UC Lac Cale Allow _ UC Lac UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- --- RL ___-0.67 __3. 15 0._21 RL 2.52 6.04 0.42 RL 0.22 -0.78 2.50 _2 =:LL- .:0.58 &15 0-19 _ LL 2.59 6.04 0.43 LL 0.22 -0.22 2.50 3 : RL -0.58 3. 15 0. 18 RL 2.41 6. 04 0.40 RL 0. 19 -0.27 2.50 - 4 LL 0.64 3. 15 0.20 LL 2.35 6. 04 0.39 LL 0. 19 -0.60 2.37 . WIND SUCTION ---------------- GIRT ANALYSIS: ---------SHEAR(k )--------- -- ---------------MOMENT(f-k )-------------- Bay Left Left _Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mon Lac Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.46 0.67 0.71 0.00 2.26 9.83 -2.52 -3. 12 2 -0.62 -0.58 0.51 0.55 -3. 12 -2.59 1.04 13.33 -1.68 -2. 14 3 -0.55 -0.51 0.58 0.62 -2. 14 -1.68 1. 13 11.83 -2.41 -2.93 4 -0.68 -0.64 0.43 -2.93 -2.35 1.99 14.49 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Lac Cale . Allow _ UC Lac Cale Allow UC Lac UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.67 3. 15 0.21 RL -2.52 6.04 0.42 RL 0.22 0.78 2.50 2 LL -0.58 3. 15 0. 19 LL -2.59 6.04 0. 43 LL 0.22 0.22 2.50 3 RL 0.58 3. 15 0. 18 RL -2.41 6.04 0.40 RL 0. 19 0.27 2.50 4 LL -0.64 3. 15 0.20 LL -2. 35 6.04 0. 39 LL 0. 19 0.60 2.37 HCI 989 Girt Design Report 10/26/95 3:02pm ------------------- GIRT # 2 ;- SPAN # 1 ------------------- GIRT LAYOUT: SC.L L:�S - _ .. L Id Size Width Left Right Location Weight --- -------- ----- ---- ----- -------- ------ 1 8x30Z 16 25.00 0.88 8.0000 78.4 2 8x30Z 16 25.00 0.88 0.88 8.0000 81. 1 3 8x30Z16 25.00 0.88 0.88 8.0000 81. 1 4 8x30Zi6 23.71 0.99 &.0000 74.5 31 10/26/95 SwDes-B.Out Page: 4 WIND PRESSURE : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Moe Loc . Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.65 -0.94 -1.00 0.00 -3. 18 9.83 3.54 4.39 2 0.88 0.82 -0.71 -0.77 4.34 3.65 -1.46 13.33 2.37 3.02 3 0.78 0.72 -0.81 -0.87 3.02 2. 36 -1.59 11.83 3.38 4. 12 4 0.95 0.90 -0.61 4. 12 3. 31 -2.80 14.49 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mae+Shr DEFLECTION(in) Id Loc Cale Allow UC Loc Cale Allow UC Loc UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL -0.94 3. 15 0.30 RL 3.54 6.04 0.59 RL 0.43 -1. 10 2.50 2 LL 0.82 3. 15 0.26 LL 3.65 6.04 0.60 LL 0.43 -0.31 2.50 3 RL -0.81 3. 15 0.26 RL 3.38 6.04 0.56 RL 0.38 -0.38 2.50 4 LL 0.90 3. 15 0.28 LL 3.31 6.04 0.55 LL 0.38 -0.85 2. 37 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )--------- - --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Moe Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.65 0.94 1.00 0.00 3. 18 9.83 -3.54 -4.39 2 -0.88 -0.82 0.71 0.77 -4.39 -3.65 1.46 13.33 -2.37 -3.02 3 -0.78 -0.72 0.81 0.87 -3.02 -2. 36 1.59 11.83 -3.38 -4. 12 4 -0.95 -0.90 0.61 -4. 12 -3.31 2.80 14.49 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------_------- ------ )---- Mda+Shr DEFLECTION(in) Id Loc Cale Allow _.UC Loc. . Calc Allow UC Loc UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.94 3. 15 0.30 RL -3.54 6.04 0.59 RL 0.43 1. 10 2.50 2 LL -0. 82 3. 15 0.26 LL -3.65 6.04 0.60 LL 0.43 0. 31 2.50 3 RL 0.81 3. 15 0.26 RL -3.38 6.04 0.56 RL 0.38 0.38 2.50 4 LL -0.90 3. 15 0.28 LL -3.31 6.04 0.55 LL 0. 38 0.85 2.37 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ HCI 989 40/26/95 SwDes-B.Out Page: 5 GIRT # 3 ; SPAN # 1 -:-GIRT- LAYOUT: Bay Girt _ _-Bay Lap Dist (ft) Girt Girt . Id Size- Width-_ Left Right Location Weight 1 Sx30Z16 - - 25.00 . - 0.88 15.0000 78.4 2 8x30Z 16 ._-- .R5.00 0.88 -_. -- 0.88 15.0000 81. 1 3 8x30Z 16 _ _25.00 -0.88 0.88 - 15.0000 81. 1- .4 8x30Z16 _ 23.71 0.88 15.0000 74. 5 315. 0 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- -Bay - Left Left Right _Right Left Left Mid-Span Right Right Id _ Sup .- Lap - -Lap Sup Sup Lap More Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.75 -1.09 -1. 15 0.00 -3.68 9.83 4.09 5.07 2 1.01 0. 95 -0.82 -0.89 5.07 4.21 -1.69 13.33 2.74 3.48 3 0.90 0.83 -0.93 -1.00 3.48 2.73 -1.84 11.83 3.91 4.76 4 1. 10 1.04 -0.70 4.76 3.82 -3.23 14.49 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ .__-----MOMENT(f-k )---- More+Shr DEFLECTION(in) . : Id Loc Calc Allow __ UC -..Loc . Calc Allow UC Loc UC Calc Allow -_ -_-- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- I RL -1.09 3. 15 0.34_ -RL 4.09 . 6.04 0.68 RL 0.58 -1.27 2.50 2 LL 0.95 . -3.. 15 0.30 LL 4.21 6.04 0.70 LL 0.58 -0.35 2.50 3 RL -0.93 3. 15 0.30 RL 3.91 6.04 0.65 RL 0.51 -0.44 2.50 4 LL 1.04 3. 15 0.33 LL 3.82 6.04 0.63 LL 0.51 -0.98 2.37 WIND SUCTION : ---------------- GIRT ANALYSIS: -_ ---------SHEAR(k )-------- _ --------------MOMENT(f-k )---------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mon Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 -1.01 -0.35 Q.82 0.89 -.J.=t 1.133 `3 ice. 4 -i. 10 -1.04 0.70 -4.76 -3.88 3. ..Page: _6 - 10/26/9J SwDes-B-Out STRESS/DEFLECTION: Mos+Shr DEFLECTIGN(in _ _ _ k ) UC _ Calc Allow span Loc -- CalcARAl )---_- ---- MOMENT[f' Loc Pan low UC -Loc Calc Allow O- -__ __-- - ------ ----- Id -- 1.27 2.50 ---- --- ------ ----- ---- --- ------ 6$ RL 0.58 2.50 1 RL 1.09 3. 15 0.34 RL -4. 09 6.0 0.70 LL 0.58 0 44 2,50 2 LL -0.95 3. 15 0.30 LL -4. �1 �:04 0,65 RL e.51 LL 0.51 0.98 2.37 3 RL 0.93 3. 15 0.30 RL -3. 91 04 0.63 4 LL -1.04 3. 15 0.33 LL -3. 82 6• 10/26/95_ 3 02ps HCI g89 Girt Design Report GIRT # 4 1 SPAN # 1 ------------------- GIRT LAYOUT: Girt Girt B-ay Girt Bay Lap Icl Size WidthDist Left Right Location Weight --- ----- ---- ----- _21 0000 78.4 1 8x30Z 16 25.00 0. 88 1,0000 81. 1 is 8x30Z 16 25.00 0.88 0. 88 i,0000 81. 1 .131 3 8x30Z 16 25.00 0.88 0. 88 _ 74.5 4 8 x 30 Z 16 23.71 0.88 ------ 315.0 W I ND PRESSURE GIRT ANALYSIS: ----- ______-MGMENT(f-k ) Right Right ---------SHEAR(k )----.---- _---_ _- Left Mid-Span Lap Sup B,ay Left Left Right- - Right L_e -F Lap Mom Loc -- - I d Sup Lap Lap Sup S u p _ ----- --- _3,39 9.83 3.78 1 0.69 ----- -1.00 -1.06 0- Q5� 3,89 =1.56 13.33 3,61 4.39 2 0.94 0.87 -0.76 -0.82 4_ 6 �' 2.52 -1,70 11.83 0.00 0 -0.86 � 3 3.53 -2.98 14.49 4 1.02 0.96 -0.65 4 STRESS/DEFLECTION: DEFLECT ION(,i.n)..: - =NT(f-k )-__- Moa+Shr Al low-_- -----S an SHEAR(k )------ M UC Loc UC _ Calc _ --- ..._.---- I1 Loc Calc Allow UC Loc . G �- 4- Allow - 17 2.50 - --- ------ ---- ---- --- -- RL -1.00 3. 15 0.32 RL 3 -78 6.0� 0.64 LL 0.49 -0. 33 2.50 a 11 0.87 3. 15 0.28 LL 3 89 6.0 i ,r �� RL 3.61 6.04 0.60 RL 0.43 -0.40 2.50 1 SwDes-B.Out Page: 7 4 LL .-0.96 3. 15 0.30 LL 3.53 6.04 0.58 LL 0.43 -0.90 2.37 -WIND SUCTION ----------------- GIRT ANALYSIS: ----------SHEAR(k_ )-------- --------------MOMENT(f-k )-------------- -Bay Left Left Right Right _ Left Left Mid-Span Right Right Id Sup Lap ,,Lap_ . _ Sup _Sup Lap _Moe Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- _.- 1 -.0-69 _ 1.00 1.06 0. 00 3.39 9.83 -3.78 -4.68 2 -0.94 -0.87 0.76 0.82 -4.68 -3.89 1.56 13.33 -2.53 -3.22 3 -0.83 .-0.77 0.86 0.92 -3.22 -2.52 1.70 11.83 -3.61 :_-4.39 4 -1.02 -0.96 0.65 .-4.39 -3. 53 2.98 14.49 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Cale Allow UC Lac Cale Allow UC Loc UC - _Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 1.00 3. 15 0.32 RL -3.78 6.04 0.62 RL 0.49 1. 17 2.50 2 LL -0.87 3. 15 0.28 LL -3.89 6.04 0.64 LL 0.49 0.33 2.50 3 RL 0.86 3. 15 0.27 RL -3.61 6.04 0.60 RL 0.43 0. 40 2.50 4 LL -0.96 3. 15 0.30 LL -3.53 6.04 0.58 LL 0.43 0.90 2.37 HCI 989 Girt Design Report 10/26/95 3:02p® ------------------- GIRT # 5 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist (ft) Girt Girt Id Size Width Left Right Location Weight --- -------- ----- ---- ----- -------- ------ 1 Sx30Z 16 25.00 0.88 27.0000 78.4 2 8x30Z 16 25.00 0_88 0.89 27.0000 81. 1 3 8x30Z 16 25.00 0.88 0.88 27.0000 81. 1 4 8x30Z 16 23.71 0.89 27.0000 _74_5- - 315.0 WIND PRESSURE ---------------- GIRT ANALYSIS: 10/26/95 SwDes-B.Out page: MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap _ Sup Sup Lap Mope Loc Lap Sup --- ----- ----- ----- ----- ----- ----- --- - 1 0.71 -1.03 -1.09 0. 00 -3.49 9.83 3.88 4.81 2 0.96 0.90 -0.78 -0.84 4.81 4.00 -1.60 13.33 2.60 3.31 3 0.85 0.79 -0.89 -0.95 3.31 2.59 -1.74 11.83 3.71 4.51 4 1.05 0.98 -0.66 4.51 3.62 -3.06 14.49 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Cale Allow UC Loc Cale Allow UC Loc UC Cale Allow --- ------ ----- ---- --- ------ ----- ---- - 1 RL -1.03 3. 15 0.33 RL 3.88 6.04 0.64 RL 0.52 -1.20 2.50 2 LL 0.90 3. 15 0.29 LL 4.00 6.04 0.66 LL 0.52 -0.34 2.50 3 RL -0.89 3. 15 0.28 RL 3.71 6.04 0.61 RL 0.46 -0.41 2.50 4 LL 0.98 3. 15 0.31 LL 3.62 6.04 0.60 LL 0.46 -0.93 2. 37 WIND SUCTION : ---------------- GIRT ANALYSIS: ----MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right I d Sup Lap Lap _Sup Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- - - - ---- 1 -0.71 ----- 1.03 1.09 0. 00 3.49 9.83 -3.88 -4.81 2 -0.96 -0.90 0.78 0.84 -4.81 -4.00 1.60 13.33 -2.60 -3.31 3 -0.85 -0.79 0.89 0. 95 -3. 31 -2.59 1.74 11.83 -3.71 4.51 .00 4 -1.05 -0.98 0.66 -4.51 -3.62 3.06 14.49 STRESS/DEFLECTION: Span ------SHEAR(k )-- --- _ ,-.----MOMENT(f-k )----. .Mom+Shr DEFLECTION(in) Id Loc Cale. Allow UC Loc Calc Allow UC Loc .UC Cale Allow ----- ----- ---- --- -- -- ----- ---- - 1 RL 1.03 3. 15 0. 33 RL -3.88 6.04 0.64 RL 0.52 1.20 2.50 2 LL -0.90 3. 15 0.29 LL -4.010 6.04 0.66 LL 0.52 0.34 2.50 3 RL 0.89 3. 15 0.28 RL -3.71 6.04 0.61 RL 0.46 0.41 2.50 4 LL -0.98 3. 15 0.31 LL -3.62 6.04 0.60 LL 0.46 0.93 2.37 ------------------------------------ ---------------- HE:Igag Wall Panel Report 10/26/95 3:02pm PANEL REACTIONS: (Back Sidwall) _ Panel: Type = HR ; Gage = 26. 00 9 Yield = 50 !F6 MOMENTS & DEFLECT:ION.: - 10/26/95_- -:.-- --: SwDes-B.Out _. .. Page: 9 ----------Moment (ft-lb/ft)--------- Span Span.: LD Support Midspan ---Deflect (in)-- Id _- _(.ft)__ Id _. Cale Allow UC Cale Allow UC Cale Allow UC --1 -: _:_3.-75._::<_WP._- ___18.2 159-4 0. 11 -19. 1 164.6 0. 12 -0.04 0.50 0.09 - : WS -18.2 164.6 0. 11 - 19. 1 159.4 0. 12 0.04 0.50 0.09 2 4.-25 __:WP-.. _ 50.2 _159.4 -0.31 .. -2.8 164.6 0.02 .0.02 0.57 0.04 WS -50.2 -164.6 0.30 2.8 159.4 0.02 -0.02 0.57 0.04 3 7.00 WP - 61.4 159.4 0.39 -39.8 164.6 0.24 -0.27 0.93 0.29 ,WS -61.4. 164.6 0.37 39.8 159.4 0.25 0.27 0.93 0.29 -- :.4__-- :6.:.00__-:.WP ... --61.4 159.4 0.39 -20.6 164.6 0. 13 -0.07 0.80 0.09 WS,._ -61.k 164.6 0.37 _ 20.6 159.4 0. 13 0.07 0.80 0.09 5 6.00 WP_ 64.9, 159.4 .0.4.1 _ -19.0 164.6 0. 12 -0.06 0.80 0.07 -.--.--WS :_. -64.9 164.6 0.39 . 19.0 159.4 0. 12 0.06 0.80 0.07 6 6.33 _.WP _ _64.9 159.4 0.41 -49. 1 164.6 0.30 -0.30 0.84 0. 36 :�._WS_-.__-764.-9 164.6 -0.39 _.: 49. 1 159.4 0.31 _..__0.30 0.84 0.36 NCI 989 _ _ - Sidewall Design Warning Report 1@.26/95 3:02ps .. No Warnings `0"�° ;ii I I 1 10/26/95 EwDes—L.Out Page: 1 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ HCI 989 Endwall Design Input Echo 10/26/95 _3:51p■ ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ (1)JOBID: (Max: 60 char) HCI 989 (2)PROGRAM OPTIONS: Endwal l Run Run Run Run No Des --Steel ____Lap Id Col/Raf Girt Brace Panel Cycles Code Stiff L Y Y N Y 4 89 0.50 (3)DESIGN CONSTANTS: ----- Steel Yield ----- -- Stress Ratio -- C—Sec W—Sec R—Sec Panel Col/Raf Girt Panel 55.0 50.0 50.0 50.0 1.03 1.03 1.03 (4)DEFLECTION LIMITS: -------------Deflect—Limit------------- Raf—L Raf—W Col Girt Panel PartW 120. 90. 120. 120. 90. 120. (5)REPORTS: Input Column Wall Door Wall Cable Echo Rafter Girt Jamb Panel Brace Y Y Y Y Y Y (6)BUILDING TYPE: Build Expand EW Type Use Offset FF Y 15.50 (7)SURFACE SHAPE: (Max: 10 surfaces) No. X—Coord Y—Coord Offset Surf (ft) (ft) (in) - 4 0.000 34.000 8.00 30.000 36.500 _.. 8.00 60.000 34.000 8.00 60.000 0.000 8.00 (8)BAY SPACING: (Max: 20 bays) SideWall Frame I Sets_Of Bay No. Bay Recess I -Bays _Width Bays 1.29 0.33 3_ 16.750 1 21.000 1 22.250 1 19)FRAMED OPENINGS: -No. -Bay Open _Open. - _Open _ Jamb Sill Base - Set Member . Open Id _ - Width - Height--Offset __.Type Height :, Eley -Depth Select - 1 2 - 20.000 _ -14.000 _. 0.500-___-_ :1_:-_`_0.000 :. . 0.00 __ 8.00 -_:._, C__.:._. A10-)PARTIAL-WALLS 10/26/95 EwDes-L.Out- Rage: 2 Set_Of Base Full --Bay_Id-- Wall Bays Type Load Start End Height 0 (11)COLUMNS: ---Corner--- .-Interior-. _ Same Max_UnBr- __Base Type Depth - Type Depth - Depth Length ' Eley W 0.00 W 12.00 N 7.330 0.00 (12)COLUMN SIZE: Set No. Column Member Column Size N (13)RAFTERS: Rafter Set Rafter Flange .. Select Depth Same Brace W 0.0 Y N (14)RAFTERS SIZE: Set No. Rafter Member Rafter Size N (15)RAFTER SPLICES: (Max: 20 splices) Surf No. Splice Splice Id Splice Loc. Type 2 0 3 1 0.000 M (16)ENDWALL GIRTS: Girt Flange Set Set Max _ Girt To One Girt Max Unbr - Type Brace Depth Lap Space Rafter Depth/Bay Length ZF Y 8.00 0.000 7.3333 N Y 5.0000 (17)ENDWALL GIRTS LOCATION: (Max: 20 girts) :--Set .. No. Girt ._-_ Loc Girts Location P 7 3.7500 8.0000 15.0000 21.0000 27.0000 33.0000 36.0000 (18)ROOF PURLINS: Surf Peak. . Purl _ —No. Surf Id Space Space Purlin Ext 2 1.050 4.842-_ . 6 0.000 3 1.050 4.842 6 . -0.000 (19)PANELS: Panel Panel Type - Gage HR 26.00 (20)WIND FRAMING SELECTION: -----Order_Of_Selection------ Panel Diagonal Wind Wind Shear Bracing Bent Column Y 10/26/95 EwDes-L.Out (21)WALL BRACING: (Max: 10 bays) Wind Cable/ No. Bays Specified Shear Rod Specified Bays-For-Bracing 100.0 R 0 (22)WIND BENTS: --Member-- No_Of Type Depth Bays Bay_Id - 0.00 0 (22)WIND COLUMNS: --Member-- No-Of Left/ Type Depth Bays Bay_Id Right 0.00 0 (24)SIDEWALL EAVE EXTENSION: Side Of Eave -----Rafter----- Endwall Extension Loc Connection L 0.000 R 0.000 (25)BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 1.5 25.0 25.0 10.0 13.0 1.00 (26)WIND PRESSURE/SUCTION: Wind Wind Press Suet 11.7 -11. 7 .. Column 11.7 -11.7 . . Girt/Header 11.7 -11. 7 . . Jamb 15.6 -15.6 . . Panel (27)WIND COEFFICIENTS: Surf Rafter_Wind_I Rafter Wind-.2 ..Bracing Wind . Long Surface Id Left Right Left Right Left Right Press _ Friction 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.50 -1.50 0.00 0.00 -1.50 -1.50 -0.70 - 0.00 3 -1.50 -1.50 -0.00 -- .0.00 -1.50 -1.50 -0..70 0.00_ 4 0.00 0.00 0.00 .__.-0.00 0.00 0.00 0.00 0.00 (28)COLUMN & BRACING DESIGN LOADS: No. Load Brace-Wind Column-Wind I Aux Load Id Dead Collat Live Left Right Press Suet I Id 4 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.50 1.00 0.00 0. 00 1.00 0 3 1.00 0.00 0.50 0.00 1.00 0.00 1.00 0 4 1.00 0.00 0. 00 0.00 0.00 1.00 0.00 0 (29)RAFTER DESIGN LOADS: No. Load _.. Rafter-Wind-1 Rafter-Wind-2 .I . Aux__ _Load Id Dead Collat Live Left Right Left Right A _Id 5 1 1.00 _i.00 -.1.00 .- 0.00 _ .0.00 0.00 _:.0_00._...:...:__--:. 0 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0 EwDes-L.Out Gage: 4 5 1.00 0.00 0.00 0.00 0.00 1.00 0 (20)AUXILARY LOADS. _(Max: 10 loads, 10 comb/load) No. Aux _ No._Add Add-Load Aux Id Combs Id Coef (21)ADDITIONAL LOADS: (Max: 20 loads) No. � Add -- Surf Load I _FX FY M- X Y - Conc. Add Id Id __ Type I_ _ W1 W2 Co DL1 DL2 - Unif. _0 HCI 989 Column & Rafter Design -- 10/26/95 3:51pm MEMBER SIZES: Mem Mem Mem --- Wide Flange Section -- C-Section Mem Id Loc Type W-Dep W-Thk F-Wid F-Thk Depth Gage Weight ----- ----- ------- ----- ----- ----- ------ ----- ---- ------ Col-- 0.7 W08543 7.5 0. 188 5.0 0.250 435.70 Col-2 16.8 W12543 11.5 0. 188 5.0 0.250 _ -542. i9 Col-3 37.8 W 12543 11.5 0. 188 5.0 0.250 549.47 Col-4 59.3 W08543 7.5 0. 188 5. 0 0.250 435.70 Raf-1 W08543 7.5 0. 188 5.0 0.250 0.00 Raf-2 W08543 7.5 0. 188 5.0 0.250 0.00 Total = 1963.06 DESIGN ACTIONS/STRESSES: (W/R/U-Section) --- Axial (k , ksi )----- Shear (k , ksi )---Moment (f-k , ksi )- Mem Load Design Calc _ Allow Design _Calc - Allow - Design - Calc Allow Id Id - Load Stress Stress Load Stress Stress Load Stress Stress ----- ---- ------ ------ ------ ------ ------ ------ ------ ------ ------ C o l-- 1 0.52 0. 13 10.91 0.00 0.00 20.00 0.00 0.00 26.72 Col-1 2 0.52 0. 13 14.54 0.00 0.00 26.66 0.00 0.00 35.61 Col-1 3 0.52 0. 13 14.54 0.00 0.00 26.66 0.00 0.00 . 35.61 Col-1 4 0.52 0. 13 14.54 0.00 0.00 26.66 0.00 0.00 35.61 Col-2 1 0.81 0. 17 _ 18. 16 0.00 0.021 17.56 0.00 0.00 26. 19 Col-2 2 0.81 0. 17 24.21 3.70 1.71 23.41 31.53 -20.56 34.90 Col-2 3 a.81 0. i ==-=- 3.7W 1.7 1 2.3.41_.,.--31_5.3 -20.56 34.90 Co 1-2 4 0.81 0. 17 . 24.21 -3.70 1.71 23.41 -31.53 -20.56 34.90 Col-3 1 0.88 0. 19 17.93 0.00 0.00 17.56 0.00 0. 00 26. 19 Col-3 2 0.88 0. 19 23.90 -4.30 1.99 23.41 37. 19 -24.25 34.90 Col-3 3 0.88 0. 19 23. 90 -4. 30 1.99 23.41 37. 19 -24.25 34.90 Col-3 4 0.88 0. 19 23.90 4.30 1.99 23.41 -37. 19 -24.25 34.90 Col-4 1 0.55 0. 14 10.91 0. 00 0.00 20.00 0.00 0.00 26.72 a.zs�i-i a.�� _�. :�. Col-4 2 a.55 Q. 14 14,54 =6-s -- Col-4 3 _- ___,Cnl:-4: w Raf-1 1 0.01 0.0== 1 .94 -0. i4 0. 1*; 20.00 0.43 -0.47 32.43 10/26/95 EwDes-L.Out .. Page: 5 Raf-1 2 0.01 0.00 26.58 -0. 14 0. 10 26.66 0..43 ._-0.47 43.23 Raf-1 3 0.01 0.00 26.58 -0. 14 0. 10 26.66 0.43 -0.47 43.23 Raf-1 4 0.01 0.00 26.58 -0. 14 0. 10 26.66 0.43 -0.47 43.23 Raf-1 5 0.01 0.00 26.58 -0. 14 0. 10 26.66 0.43 - -0.47 43.23 Raf-2 1 0.01 0.00 19.94 0. 18 0. 13 20.00 0.67 -0.73 32.43 Raf-2 2 0.01 0.00 26.58 0. 18 0. 13 26.66 0.67 -0.73 43.23 Raf-2 3 0.01 0.00 26.58 0. 18 0. 13 26.66 0.67 -0.73 43.23 Raf-2 4 0.01 0.00 26.58 0. 18 0. 13 26.66 0.67 -0.73 43.23 Raf-2 5 0.01 0.00 26.58 0. 18 0. 13 26.66 0.67 -0.73 43.23 STRESS RATIO: Me® Load Id Id Axial Shear Moment Axl+Mom Shr+Mom ----- ---- ----- ----- ------ ------- ------- Col-- 1 0.01 0.00 0.00 0.01 Col-1 2 0.01 0.00 0.00 0.01 Col-1 3 0.01 0.00 0.00 0.01 Col-1 4 0.01 0.00 0.00 0.01 Col-2 1 0.01 0.00 0.00 0.01 Col-2 2 0.01 0.07 0.59 0.59 Col-2 3 0.01 0.07 0.59 0.59 Col-2 4 0.01 0.07 0.59 0.59 Cal-3 1 0.01 0.00 0.00 0.01 Col-3 2 0.01 0.09 0.69 0.70 Col-3 3 0.01 0.09 0.69 0. 70 Col-3 4 0.01 0.09 0.69 0.70 Col-4 1 0.01 0.00 0.00 0. 01 Col-4 2 0.01 0.00 0.00 0.01 Col-4 3 0.01 0.00 0.00 0.01 Col-4 4 0.01 0.00 0.00 0.01 Raf-1 1 0.00 0.00 0.01 0.01 Raf-1 2 0.00 0.00 0.01 0.01 Raf-1 3 0.00 0.00 0.01 0.01 Raf-1 4 0.00 0.00 0.01 0.01 Raf-1 5 0.00 0.00 0.01 0.01 Raf-2 1 0.00 0.01 0.02 0.02 Raf-2 2 0.00 0.00 0.02 0.02 Raf-2 3 0.00 0.00 0.02 0.02 Raf-2 4 0.00 0.00 0.02 0.02 Raf-2 5 0.00 0.00 0.02 0.02 MEMBER DEFLECTIONS/COLUMN REACTIONS: Meer Load Deflection (in) Reaction (k ) Id Id Cale Allow Horz(OP) Vert Horz(IP) ----- ---- ------ ------ ------- ----- ------- C o l-1 1 0.00 3.28 0.00 0. 52 0.00 Col-1 2 0.00 3.28 0.00 0.52 0.00 Col-1 3 0. 00 3.28 0.00 0.52' 0.00 Col-1 4 0.00 3.28 0.00 0.52 -0.00 Col-2 1_ 0.00 _ 3.4.1 0.00 0.81 ._ .0.00 _ .Col-2 2 .. _:.__ ._ 2.06 _ 3.41._ -3.70 0.81 0.00 Col-2 3 2. 06 3.41 -3.70 0.81 0.00 Col-2 4 -2.06 3.41 3.70 0.81 0.00 Co 1-3.. .__l._•--._.._._..._@.ba_._. _.5.4b W.law a.tits a.as -10/26/95-- -- - ------ __.._--- :_-:_---.__--:EwDes-L.Out page.: 6 Col-3 2 2.50 3.46 -4.30 0.88 0.00 Col-3 3 - 2.50 3.46 -4.30 0.88 0.00 Col-3 4 -2. 50 3.46 4.30 0.88 0.00 - Col-4 1 _ 0.00 3.28 0.00 0.55 0.00 Col-4 -- :..-: :0.00__ -3.28 0.00 0.55 -0.00 - Col-4 -..---3--- 0.00 .3.28-- 0.00 0.55 0.00 •-:-Co-1-4 - 4 .._,_. ;___-0.-00 _:..:_._ 3..28 -- -- - 0.00 0.55 -0.00 Raf-1 1-_ -0.01 1.68 Raf-1 2 -0.01 2.23 -Raf-1 3 -0.01 2.23 Raf-1 4 -0.01 2.23 Raf-1 5 -0.01 2.23 Raf-2 1 -0.03 2. 22 Raf-2 - 2 _-..- -0.03 2.97 Raf-2 _ 3 :::._ -.0.03_ . _ __2.-97 .. Raf-2- -::_4 -: -0.03 2.97 Raf-2 5 .. -0.03 : -.2.97 HCI 989 Flush Girt Design Report 10/26/95 3:51pa GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 3 4 5 6 --- ---- -------- -------- -------- -------- -------- -------- 1 6 3.750 8.000 15.000 21.000 27.000 30.667 2 4 15.000 21.000 27.000 33.000 3 6 3.750 8.000 15.000 21.000 27.000 30.750 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 3 4 5 6 --- ---- -------- -------- -------- -------- -------- -------- 1 6 15. 125 15. 125 15. 125 15. 125 . 15. 125 _ 15. 125 2 4 20.250 20.250 20.250 20.250 3 6 . 20.-625 20.625 _. 20.625 20.625 20.625 2e.625 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 _ . 3 4 5 6 1 6 8x30Z16 8x30Zi6 8x30Zi6 8x30Zi6 8x30Zi6 8x30Zi6 2 4 8x30Z16 8x30Z16 8x30Z16 8x30Z16 3 6 Bx30Zi6 Bx30Zi6 8x30Z16 8x30Z16 8x30Zi6 6x30Z16 GIRT ACTIONS: (C/D/Z-Section) _Bay Girt- Ld ._--She.ar(k .}--- Moaent(f-k )--_.- .---Deflect(.in)--_.:.-. Id Id Id Cale Allow UC Cale Allow UC Cale Allow Uc --- ---- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 1 WP 0.35 3. 15 0. 11 -1.34 6.04 0.22 -0.21 1.51 0. 14 WS -0. 35 3. 15 0. 11 1.34 6.04 0.22 0.21 1.51 0. 14 1 2 /W(� i Pse 0.50 3. 15 0. ib -1.8a b.04 0.31 -0.30 i.51 0.2*0 I 1 3 WP 0.58 3. 15 0. 18 -2. 17 6.04 0.36 -0. 35 1.51 0.23 10/26/95 EwDes-L.Out Page: 7 - WS -0.58 3. 15 0. 18 2. 17 6.04 0.36 0.35 1.51 0.23 1 4 WP 0.53 3. 15 0. 17 -2.01 6.04 0. 33 -0.32 1.51 0.21 WS -0.53 3. 15 0. 17 _ 2.01 6.04 0. 33 0.32 1.51 0.21 1 5 WP 0.43 3. 15 0. 14 -1.62 6.04 0.27 -0.26 1.51 0. 17 WS -0.43 3. 15 0. 14 1. 62 6.04 0.27 0.26 .. 1.51 0. 17 1 6 WP 0.33 3. 15 0. 10 -1.24 6.04 0.20 -0.20 1.51 0. 13 WS -0.33 3. 15 0. 10 1.24 6.04 0.20 0.20 1.51 0. 13 2 1 WP 1.54 3. 15 0.49 -2. 15 6.04 0.36 -0.62 2.03 0.31 WS -1.54 3. 15 0.49 2. 15 6.04 0. 36 _ 0.62 2.03 0.31- 2 2 WP -0.71 3. 15 0.23 -3.60 6.04 0.60 -1.03 2.03 0.51 WS 0.71 3. 15 0.23 3.60 6.04 0.60 1.03 2.03 0.51 2 4 WP -0.52 3. 15 0. 17 -2.65 6.04 0. 44 -0.76 2.03 0.38 WS 0.52 3. 15 0. 17 2.65 6.04 0.44 0.76 2.03 0. 38 3 1 WP -0.48 3. 15 0. 15 -2.49 6.04 0.41 -0.74 2.06 0.36 WS 0.48 3. 15 0. 15 2.49 6.04 0.41 0.74 2.06 0. 36 3 2 WP -0.68 3. 15 0.22 -3.50 6.04 0.58 -1.04 2.06 0.51 WS 0. 68 3. 15 0.22 3. 50 6.04 0. 58 1.04 2.06 0.51 3 3 WP 0.78 3. 15 0.25 -4.04 6.04 0.67 -1.20 2.06 0.58 WS -0.78 3. 15 0.25 4.04 6.04 0. 67 1.20 2.06 0.58 3 4 WP 0.72 3. 15 0.23 -3. 73 6.04 0.62 -1. 11 2.06 0.54 WS -0.72 3. 15 0.23 3.73 6.04 0. 62 1. 11 2.06 0.54 3 5 WP 0.59 3. 15 0. 19 -3.03 6.04 0.50 -0.90 2.06 0.44 WS -0.59 3. 15 0.19 3.03 6.04 0.50 0.90 -2.06 0.44 3 6 WP -0.45 3. 15 0. 14 -2.33 6.04 0.39 -0.70 2.06 0.34 WS 0.45 3. 15 0. 14 2.33 6.04 0. 39 0.70 2.06 0. 34 HCI 989 Door Jamb & Header Summar-•y 10/26/95 3:51pm JAMB/HEADER LAYOUT: Bay Member Member Member Member Id Id Size Length Weight --- ------ -------- ------ ------ 2 Jamb-L 8x30C16 15.00 44.8 Jamb-R 8x30C16 15.00 44. 8 Header - 8x30C16 _ _._:_20.00 59.8 STRESS/DEFLECTION:- Bay Member_:.Ld ---Sh ear(k ?---- ---Moment (.f.-k )_.-- _ _---Defleet_(in)--__.:. _ Id Id Id Cale Allow UC Cale Allow UC Cale Allow UC --- ------ -- ----- ------ ---- ----- ------ ---- ----- ----- ---- 2 __Jaab-L. __WP 0.25-� 10/26/95 EwDes-L.Out Page: 8 WS -0.25 3. 15 0. 08 0.27 5.77 0.05 0.00 0.43 0.01 _Jam b-R -WP .- _0.25 3. 15 0.08 -0.27 6.01 0.05 0.00 0.43 0.01 __WS -0.25 3. 1.5 0.08 0.27 5.77 0.05 0.00 0.43 0. 01 -.-Header --WP _-_-0.06 3. 15 0.02 -0.29 6.01 0.05 -0.08 2.00 0.04 __. WS 0.06 _. 3. 15 0. 02 0.29 5.78 0.05 0.08 2. 00 0.04 HCI 989 .Wall Panel Report 10/26/95 3:51pm PANEL DATA:. -Bay=.:.2 .. Panel:--Type =.HR .;_ Gage = 26. 00 ; Yield = 50.0 MOMENTS & DEFLECTION: ---------Moment (ft-lb/ft)--------- Span Span LD Support Midspan ---Deflect (in)-- - Id (ft) Id : . Cale Allow UC Cale Allow _ UC Cale Allow UC ---- ----- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 3.75 WP -18. 1 159.4 0. 11 18.3 164.6 0. 11 0.04 0.50 0.09 WS 18. 1 164.6 0. 11 -18.3 159.4 0. 12 -0.04 0.50 0.09 2 4.25 WP -50.5 159.4 0.32 0. 9 164.6 0.01 -0.02 0.57 0.04 WS 50.5 164.6 0.31 -0.9 159.4 0.01 0.02 0.57 0.04 3 7.00 WP -60. 5 159. 4 0.38 40. 1 164.6 0.24 0.27 0.93 0.29 WS 60.5 164.6 0.37 -40. 1 159.4 0.25 -0.27 0.93 0.29 4 6.00 WP -60.5 159. 4 0.38 18. 8 164.6 0. 11 0.06 0.80 0.07 WS 60.5 164.6 0.37 -18.8 159.4 0. 12 -0.06 0.80 0.07 5 6.00 WP -50.7 159. 4 0.32 23.6 164.6 0. 14 0. 10 0.80 0. 12 WS 50. 7 164.6 0.31 -23.6 159.4 0. 15 -0. 10 0.80 0. 12 6 6.00 WP -50.7 159.4 0.32 27. 1 164.6 0. 16 0. 13 0.80 0. 16 WS 50.7 164.6 0.31 -27. 1 159.4 0. 17 -0. 13 0.80 0. 16 7 2.83 WP -35.5 159.4 0.22 -2. 1 159.4 0.01 -0.01 0. 38 0.02 WS 35.5 164.6 0.22 2. 1 164.6 0.01 0.01 0.38 0.02 HCI 989 Endwall Design Warning Report. _ iO/26/95 3:5ipm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ .. No Warnings ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ HCI 989 Endwall Weight Summary i0/26/95 3:51pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ FORCED SPACING: Total Column Weight = 1963.06 Total Rafter Weight = 0.00 Total Girt Weight = 895. 36 Total Door Jamb Weight = 149.40 Total Bracing Weight = 0.00 C 2 i❑ _V@_inht 10/26/95 EwDes-L.Qut Page: 9 Total Endwall Weight = 3073.82 EwDes-R.Out Page.-._ 1 _. .HCI 989 _ Endwall- Design Input Echo _. 10/26/95 3:02pm (1)JOBID: (Max: 60 char) HCI 989 (2)PROGRAM OPTIONS: Endwall - Run Run Run .- - Run _ No-Des Steel ,, Lap Id Col/Raf Girt Brace Panel Cycles Code Stiff _R Y Y .-- -_.Y Y 4 89 0.50 (3)DESIGN CONSTANTS: _ -----._Steel Yield ----- .. Stress Ratio -- C-Sec W-Sec R-Sec Panel Col/Raf Girt Panel 55.0 50.0 50.0 50.0 1.03 1.03 1.03 : (4)DEFLECTION LIMITS: -------------Deflect Limit------------- Raf-L Raf-W Col _ Girt. _.. Panel_ PartW 120. 90., 120. 120. 90. 120. (5)REPORTS: Input _ Column -.Wall Door Wall _ Cable Echo Rafter Girt Jamb Panel Brace Y Y Y Y Y Y (6)BUILDING TYPE: Build Expand_EW Type Use Offset FF N 0.00 - (7)SURFACE SHAPE: (Max: 10 _surfaces) No. X-Coord _- Y-Coord . Offset Surf (ft) : - (ft) -_-__.-::(_in1_ _ 0.000 __.34.000 _.. _8.00 30.000 36.500 _ 8.00 60.000 34.000 8.00 60.000 0.000 8.00 (8)BAY SPACING: (Max: 20 bays) ._ SideWall Frame I Sets.-Of Bay No. Bay Recess :I.:- Bays -:Width 'Bays 25.00 0.33 3 19.000 - 1 22.000 _. 1 19.000 1-- (9)FRAMED OPENINGS: No. Bay Open Open Open Jamb Sill Base Set Member Open Id Width Height Offset Type Height Elev Depth Select v (10)PARTIAL WALLS: 1,0126/95 - ---EwDes—R.Out __ _.._.Page: 2 Set_Of Base Full --Bay_Id-- Wall Bays Type Load Start_ End Height 0 (11)COLUMNS: ---Corner--- -Interior— Same Max_UnBr Base Type Depth Type . .Depth Depth Length Elev W 0.00 W 0.00 N - 7.330 0.00 (12)COLUMN SIZE: Set No. -Column Member Column Size N (13)RAFTERS: Rafter Set Rafter Flange Select Depth Same Brace W 0.0 Y - N (14)RAFTERS SIZE: Set No. Rafter Member Rafter Size N (15)RAFTER SPLICES: (Max: 20 splices) Surf No. Splice Splice Id Splice Loc. Type 2 0 3 1 0.000 M (16)ENDWALL GIRTS: Girt Flange Set Set Max Girt—To One Girt Max_Unbr Type Brace Depth Lap Space Rafter Depth/Bay Length ZF Y 8.00 0.000 7. 3333 N Y 5.0000 (17)ENDWALL GIRTS LOCATION: (Max: 20.girts) - Set No. Girt - Loc Girts Location P 7 3.-7500 8..0000 15.0000.21.0000 27.0000 33.0000 36.0000 (18)ROOF PURLINS: Surf Peak Purl No. Surf Id Space Space Purlin Ext 2 1.050 4.842 6 0.000 3 1.050 4.842 6 0.000 (19)PANELS: Panel Panel Type Gage HR 26.00 (20)WIND FRAMING SELECTION: -----Order Of Selection------ - Panel Diagonal_.-.Wind__-__Wind- Shear Bracing Bent Column N Y N N 1 40/26/95---- .EwDes-R.Out _ Page:. 3- (21)WALL BRACING: (Max: 10 bays) Wind Cable/ No. Bays SpecifiedShear Rod Specified ._Bays_ForBracing 100.0 R _ -1 _. 3 (22)WIND BENTS: _ --Member-- No Of_ . -Type Depth - Bays -_ .Bay__Id- 0.00 -- - 0 - -- . (22)WIND COLUMNS: --Member-- -._ NO Of _ .-__ --..--_-Left/ - -.-Type ..-Depth, Bays-- .-Bay_Id Right - 0.00 0-_ (24)SIDEWALL EAVE EXTENSION: -Side Of -_ _Eave -----Rafter----- Endwall Extension Loc Connection L 0.000 R --0.000 (25)BASIC LOADS: -: Dead Live Snow Collateral Basic Wind-Load Load Load Load Load Wind Ratio 1.5 25.0 25.0 10.0 13.0 1.00 (26)WIND PRESSURE/SUCTION: - _ Wind Wind Press Suet 11.7 -11.7 . . Column 11.7 -11.7 . . Girt/Header 11.7 _ -11.7 .. Jamb - - - 15.6 -15.6 . . Panel (27)WIND COEFFICIENTS: Surf Rafter Wind_1 Rafter Wind_2 Bracing Wind -. Long Surface Id Left - Right Left -.Right --Right Left _.,Right Press Friction 1 0.00 -. -0.00 - 0.00 -_ 0.00 0. 00 0.00 0.00 - - 0.00 2 -1.50 -1.50 -0.00 .- 0.00 -1.50 -1.50 -0.70 0.00 3 -1.50 -1.50 0.00 0.00 -1.50 -1.50 -0.70 0.00 4 0.00 0.00 -0.00 0.00 0.00 _ 0.00 0.00- 0.00 -- (28)COLUMN & BRACING DESIGN LOADS: No. Load _. ___ Brace-Wind Column_Wind I Aux Load Id Dead Collat Live : Left - Right Press -Suet I Id 4 1 1.00 1.00 - 1.00 - 0.00 0.00 0.00 .0.00 - _ . 0 2 1.00 0.00 ,..0.50 1.00 0.00 0.00 1.00 - 0 3 1.00 0.013 _0.50 0.00 1.00 Q.00 - - ._1.00 _. - 0 4 1.00 0.00 .0.00 .0.00 0.s30 :. : i.00 (29)RAFTER DESIGN LOADS: No. Load Rafter-Wind-1 Rafter-Wind-2 I Aux Load Id Dead Collat Live Left Right Left Right I Id 5 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 10/26/95 EwDes-R.Out 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 (20)AUXILARY LOADS:- (Max: 10 loads, 10 comb/load) No. Aux No._Add Add-Load Aux Id Combs Id Coef 0 (21)ADDITIONAL LOADS: (Max:_ 20 loads) No. Add Surf Load I FX FY M X - Y - Conc. Add Id Id Type I W1 W2 Co DL1 DL2 - Unif. 0 HCI 989 Column & Rafter Design 10/26/95 3:02pm MEMBER SIZES: Mem Mem Mem ---_Wide Flange Section -- C-Section -Mem Id Loc Type W-Dep W-Thk F-Wid F-Thk Depth Gage Weight ----- ----- ------- ----- ----- ----- ----- ----- ---- ------ Col-1 0.7 W08543 7.5 0. 188 5.0 0.250 435.70 Col-2 19.0 W 12543 11.5 0. 189 5.0 0.250 545. 17 Col-3 41.0 W 12543 11.5 0. 188 5.0 0.250 545. 17 Col-4 59.3 W06543 7.5 0. 188 5.0 0.250 435.70 Ra f-1 W08543 7.5 0. 188 5.0 0.250 400.38 Raf-2 W08543 7.5 0. 188 5.0 0. 250 400.38 Total = 2762.50 DESIGN ACTIONS/STRESSES: (W/R/U-Section) --- Axial (k ,ksi )----- Shear (k , ksi )---Moment (f-k , ksi )- Mem Load Design Cale __ _Allow Design Cale Allow Design Cale Allow Id Id .. Load Stress StressLoad Stress Stress Load Stress Stress ----- ---- ------ ------ ------ ------ ------ ------ ------ ------ ------ C o 1-1 1 4.02 1.03 10.91 0.00 0.00 20.00 0.00 0.00 26.72 Col-1 2 -0.02 0.00 39.99 0.00 0.00 26.66 0.00 0.00 35.61 Col-i 3 -0.02 0.00 .39.99 0.00 0.00 26.66 _ 0.00 _ -0.00 35.61 Col-1 4 -0.21 -0.05 39.99 0.00 0.00 26.66 _ 0.00 0.00 35.61 Col-2 1 11.25 2.39 18.06 0.00 0.00 17.56 0.00 0.00 26. 19 Col-2 2 -0.69 -0. 15 39.99 -4.05 1.87 23.41 34.67 -22.61 34.90 Col-2 3 -0.69 -0. 15 39.99 -4.05 1.87 23.41 34.67 -22.61 34.90 Col-2 4 -1.30 -0.28 39.99 4.05 1.87 23.41 -34.67 -22.61 34.90 C01-3 1 11.25 2.39 18.06 0.00 0.00 17.56 0.00 0.00 26. 19 Col-3 2 -0.69 -0. 15 39.99 -4.05 1.87 23.41 34.67 -22.61 34.90 Col-3 3 -0.69 -0..15 39.99 -4.05 1.67 23.41 34.67 -22.61 34.90 Col-3 4 -1.30 -0.28 39.99 4.05 1.87 23.41 -34.67 -22.61 34.90 Col-4 1 __ _4.02 1.03 10.9 i 0.00 0.00 20.00 0.00 0.00 26.72 Col-4 . 2 -0.02 0.00 39.99 _ _ 0.00 0.00 26.66 _. 0.00 _._ 0.00 35.61 Col-4 3 -0.02 0.00 39.99 0.00 .0.00__. 26.66_ __, 0.00 . 0.00 35.61 Col-4 4 -0.21 -0.05 39.99 0.00 0.00 26.66 0.00 0.00 35.61 -. .-:Raf-1 _l - 0.44,: J. 11 19.24 -5.41 .5.84 d10.1010 ly.:id -di..5b W.bb .10/26/95 - EwDes-R.Out Raf-1 2 -0.b2 -0. 16 - 39.99 2.44 1.73 26.66. 4..71 -5. 13 -14.99 Raf-1 . _3 --0.62 -0. 16 39.99 2.44 1.73 26.66 4.71 -5. 13 14.99 Raf-1 4 0.03 0.01 25.65 -0.37 0.26 26.66 1.34 -1.46 39.99 Raf-1 5 .- 0.03 0.01 25.65 -0.37 0.26 26.66 1.34 -1.46 39.99 --=.-Raf-2 - _.1 0.44 0. 11 19.24 5.41 3.84 20.00 19.58 -21.36 30.00 Raf-2 2 -0.62 -0. 16 39.99 -2.44 1.73 26.66 4.71 -5. 13 14.99 Raf-2 3 - -0.62 -0. 16 39.99 -2.44 1.73 26.66 4.71 -5. 13 14.99 Raf-2 4 -.0.03 0.-01_. 25.65 0.37 0.26 26.66 - 1.34 -1.46 39.99 Raf-2 --.5 ____O.03 - 0.01 -25.-65 0.37 0.26 26.66 1.34 -1.46 39.99 STRESS _RATIO: Mem Load Id Id Axial Shear .Moment Axl+Mom Shr+Mo■ ----- ---- ----- ----- ------ ------- ------- Co l-1 1 --0.09 0.00 -- 0.00 0.09 Col-1 - 2 .0.00 0.00 0.00 0.00 C.O.l--1 - . 73_>--._- 0.00 -. 0.00 -- - 0.00 0.00 Got-1 4 0.00 0.00 0.00 0.00 Col-2 1 0. 13 0.00 0.00 0. 13 Col-2 2 0.00 0.08 0.65 0.65 Col-2 3 0. 00 0.08 0.65 0.65 Col-2 4 0.01 0.08 0.65 0.65 Col-3 . 1 0. 13 0.00 0.00 0. 13 Col-3 __-._:2 0.00 0.08 0.65 0._65 Col-3 3 0.00 0.08 --- 0.65 0.65 Col-3 - .4 0.01 0.08 - 0.65 0.65 Col-4 .._ _ 1 0.09 0.00 0.00 0.09 Col-4 2 0.00 0.00 0.00 0.00 Col-4 3 0.00 0. 00 0.00 0.00 Col-4 4- 0.00 0.00 0.00 0.00 Raf-1 1 0.01 0. 19 0. 71 0.71 -Raf-1 -_:2 0.00 0.07_ - 0.34 0.34 ::.Raf-1-::.- -3--:, :: .0.00 _ .-0._07 - -0. 34 0.34 Raf-1 4 -- - 0.00 _.0.01 -. _0.04 0.04 Raf-1 =_-.,.5 -0.00 __.:0.01 - 0.04 0.04 _Raf-2 --1 0.01 -_0. 19 0.71 0.71 - Raf-2 2 0. 00 0.07 0. 34 0. 34 Raf-2 3 0.00 0.07 0.34 0.34 Raf-2 4 0.00 0. 01 0.04 0.04 Raf-2 5 0.00 0.01 0.04 0.04 MEMBER DEFLECTIONS/COLUMN REACTIONS: . Mem Load Deflection (in) Reaction ik ) Id IL cz*** - AlloN U-4% -It Vert :.Horn-(Ifs). - - - - _Col-1 1 - _- 0.00 3.28 0.00 4.02 .. .0.00 Col-1 2 0.00 3.28 0.00 -0.02 0.00 C01-1 3 0.00 3.28 0.00 -0.02 0.00 Col-1 4 0.00 3.28 0.00 -0.21 0.00 Col-2 1 0.00 3.43 0.00 11.25 0.00 Col-2 2 2.29 3. 43 -4.05 -0.69 0.00 Col-2 3 2.29 3.43 -4.05 -:s.69 0.00 __:_C_a1-2 29__-_.: 3,_43 0-00_.- Col-3 1 0.00 3.43 0.00 11.25 0.00 10/26/_95 EwDes-R.Out Page: 6 Col-3 2 2.29 3.43 -4.05 -0.69 -- 0.00 Col-3 3 2.29 3.43 -4.05 -0.69 0.00 Col-3 4 -2.29 3.43 4.05 -1.30 0.00 Col-4 1 0.00 3.28 0.00 4.02 0.00 Col-4 2 0.00 3.28 0. 00 -0.02 0.00 Col-4 3 0.00 3.28 0.00 -0.02 0.00 Col-4 4 0.00 3.28 0.00 -0.21 0.00 Raf-1 1 -0.39 1.90 Raf-1 2 0. 18 2.53 Raf-1 3 0. 18 2.53 Raf-1 4 -0.03 2.53 Raf-1 5 -0.03 2.53 Raf-2 1 -0. 39 1.90 Raf-2 2 0. 18 2.53 Raf-2 3 0. 18 2.53 Raf-2 4 -0.03 2.53 Raf-2 5 -0.03 2.53 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ HCI 989 Flush Girt Design Report 10/26/95 3:02pe GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 3 4 5 6 --- ---- -------- -------- -------- -------- -------- -------- 1 6 3.750 8.000 15.000 _21.000 27.000 30.750 2 6 3.750 8.000 15.000 21.000 27.000 33.000 3 6 3.750 8.000 15.000 21. 000 27.000 30.750 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 _ _ 3 4 5 6 --- ---- -------- -------- -------- -------- -------- -------- 1 6 17.375 17.375 17.375 , 17.375 17.375 17.375 2 6 0.250 0.250 0.250 21.250 21.250 21.250 3 6 17.375 17.375 17.375 17.375 17.375 17.375 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 3 4 5 6 --- ---- -------- -------- -------- -------- -------- -------- 1 6 8x30Z16 8x30Z16 . 8x30Zi6 8x30Zi6 .Bx30Z16 Sx30Z16 2 6 8x30Z16 8x30Z16 8x30Z16 8x30Z16 8x30Z16 8x30Z16 3 6 8x30Z16 8x30Z16 Bx30Z16 8x30Z16 8x30Z16 8x30Z16 GIRT ACTIONS: (C/D/Z-Section) Bay Girt Ld --Shear(k )--- --Moeent (f-k )-- ---Deflect (in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC --- ---- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- i 1 WP -0.41 3. 15 0..13 -1.77 6.04 0.29 -0.37 1.74 0.21 WS A.41 _-3.-15 0. 13 ... 1.77 6.00 0.29 0. 37 1.74 0.21 1 2 -.WP :,-0.57 -_--3.45-0. 18_:----2.48 6.04 0.41 _--0_53 _.1.74 0.30 WS 0.57 3. 15 0. 18 2.48 -6.00 0..41 :::__._0.53 __1.-74 0. 30 c._ •_ f -WP- -7-0.66:__3.15 0.21.:..:_-2.8.7 6.04 0.47 -0.b1 1. 14 a. 5n v l:0/26/`%5- .-.-------=--:---------:-_-- ---EwD.ee-R.Out _._._Page: 7__..... WS - _0.6_b_. -3. 15 0._21 _ . 2.87 6.00 0.48 0.61 1.74 0.35 1 4 WP 0.61 3. 15 0. 19 -2.65 6.04 0.44 -0.56 1.74 0.32 3.15 -0._19 __ 2.65 6.00 0.44 0.56 1.74 0.32 -- -1 _:-:_-5_._:WP_ 0.50 _ 3. 15 0. 16 - -2. 15 6.04 0.36 -0.46 1.74 0.26 -..-_------WS 50 3. 15 .0..16 _ 2. 15 6.00 0.36 0.46 1.74 0.26 1- -._.:6 WP . 0..38 3. 15 0.12 ..-1.6.4- 6.04 0.27 -0.35 1.74 0.20 -.:- --.3.-15--0._12 _.---.1.64 _6.00 0.27- 0.35 . 1.74 0.20 2 _- 1 WP -0.01 3. 15 0.00 0.00 6.04 0.00 0.00 0.03 0.00 .0.00:: _ 0..00 - 6.04 -0.00 0.00 0.03 0.00 2 4 . WP.. -1. 17 3. 15 0.37- -3.86 6.04 0.64 -1.24 2. 13 0.58 WS -.1. 17 3. 15 0.37 3.86 6.04 0.64 1.24 2. 13 0.58 2 5 WP -0.75 3. 15 0.24 -3.96 6.04 0.66 -1.25 2. 13 0.59 ._.WS -- _.0.75 - 3. 15 0.24 3.96 6.04 0.66 1.25 2. 13 0.59 2 6 WP 0.56 3. 15 0. 18 -2.99 - 6.04 0.49 -0.94 2. 13 0.44 WS -0.56 3. 15 0. 18 2.99 6.04 0.49 0.94 2. 13 0.44 3 1 WP -0.41 3. 15 0. 13 -1.77 6.04 0.29 -0.37 1.74 0.21 WS 0..41 3. 15 0. 13 1.77 6.00 0.29 0.37 1.74 0.21 3 2 WP __0.57 3. 15 0. 18 -2.48 6.04 0.41 -0.53 1.74 0. 30 WS -&57 3. 15 0. 18 ._ 2.48 6.00 0.41 0.53 1.74 0.30 3 3 WP -0.66 3. 15 0.21 -2.87 6.04 0.47 -0.61 1.74 0.35 WS 0.66 3. 15 0.21 2.87 6.00 0.48 0.61 1.74 0.35 3 4 WP 0.61 3. 15 0. 19 -2.65 6.04 0.44 -0.56 1.74 0.32 .;,WS -0.61 3. 15 0. 19 - 2.65 6.00 0.44 0.56 -- 1.74 0.32 3 5 WP 0.50 3. 15 0. 16 -2. 15 6.04 0.36 -0.46 1.74 0.26 WS -0.50 3. 15 0. 16 _- 2. 15 6.00 0. 36 0.46 1.74 0.26 3 6 WP -0.38 3. 15 0. 12 -1.64 6.04 0.27 -0.35 1.74 0.20 WS 0.38 3. 15 0. 12 1.64 6.00 0.27 0.35 1. 74 0.20 ------------- HCI 989 _-Door Jamb & Header Summary 1@/26/95 3e02pm JAMB/HEADER LAYOUT: Bay Member Member Member Member Id Id Size Length Weight 2 Jamb-L 8x30C16 21.00 62. 7 Jamb-R Bx3OC16 21.00 62. 7 Header 8x30C16 20.00 59. 8 ST.RESSJDEFLECTiQN;._. v Bay Member Ld ----Shearik )---- ---Moment (f-k )-- 10/26/95 EwDes-R.Out Page: 8 - Id Id Id Cale Allow UC Cale. Allow . _ UC - Cale Allow UC --- ------ -- ----- ------ ---- ----- ------ ---- ----- ----- ---- 2 Jamb-L WP 0.43 3. 15 0.14 -0.75 6.01 0. 13 -0.03 0.70 0.04 WS -0.43 .3. 15 0. 14 0.75 5. 18 0. 15 0.03 0.70 0.04 Jam b-R WP 0.43 3. 15 0. 14 -0.75 6.01 0. 13 -0.03 -0.70 0.70 0..04 WS -0.43 3. 15 0. 14 0.75 5. 18 0. 15 .-. 0.03 0.70 0.04 Header WP -0.29 3. 15 0.09 -1.46 6.01 .0.24 . -0.42 2.00 0.21 WS 0.29 3. 15 0.09 1.46 5.75 0.25 0.42 2.00 0.21 HCI 989 Endwall Cable Bracing Summary 10/26/95 _3:02pm PANEL SHEAR WITH NO BRACING: Panel Shear (Allow) = 100.0 Panel Shear (Cale ) = 0.0 CABLE BRACING REQUIRED: Bay Cable -Tension(k ) No. Diam (in) Cale _Allow . --- --------- ----- ----- 3 0.500 0.00 3.70 COLUMN BASE REACTIONS: Col Max Max Id Harz Vert 4 0.00 0.00 HCI 989 Wall Panel Report 10/26/95 3:02pm PANEL DATA: Bay= 2 Panel: Type = HR ; Gage = 26.00 ; Yield = 50.0 MOMENTS & DEFLECTION: -------_--Moment (ft-lb/ft)--------- Span Span LD Support . _ - Midspan . ---Deflect (in)-- Id (ft) Id Cale Allow UC Cale Allow UC Cale Allow UC ---- ----- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 3.75 WP -18. 1 159.4 0. 11 18.3 164.6 0. 11 0.04 0.50 0.09 WS 18. 1 164.6 0. 11 -18.3 159.4 0. 12 --0.04 0.50 0.09 2 4.25 WP -50.5 159.4 0.32 0.9 164.6 0.01 -0.02 0.57 0.04 WS 50.5 164.6 0.31 -0.9 159.4 0.01 0.02 _-0.57 0.04 3 7.00 . WP 7!60.5 159.4 0.38 40. 1 164.6 0.24 0.27 0.93 0.29 - WS .... 60.5- 164.6__0.37 :--40. 1 159.4 -0.25 770.27 _0.93 0.29 4 6.00 WP __-60.5 -159.._4-0.38 „„_..19.9 164.6 0. 11-_ 0-06. -_0.80._0.07 ,;: WS 60.5 164.6 0.37 -18.8 159.4 0. 12 .-0.06 0.80 0.07 5 6.00 WP -50.6 159.4 0.32 23.7 164.6 0. 14 0. 10 0.80 0. 12 ___.WS. ____ 50.6--164.6 0.31 -23.7 159.4 0. 15 -0. 10 0.80 0. 18 10/26195 EwDes-R.Out __._Page: 9 6 6.00 WP -50.6 159.4 0.32 27.0 164.6 0. 16 _-0. 13 - 0.80 0. 16 WS 50.6 164.6 0.31 -27.0 159.4 0. 17 0.-13- 0.80 0. 16 7 3.04 WP -35.9 159.4 0.22 0. 1 164.6 0.00 -0.01 0.41 0.02 WS :_,__..35.9. .164.-6 .0.,22 -0. 1 159.4 0.00 0.01 0.41 0.02 ------------------------------ ,HCI -989 Warning-Report 10/26/95. 3:02pm . . No Warnings HCI 989 Endwall Weight Summary 10/26/95 3:02pm FORCED SPACING: Total Column Weight = 1961.73 Total -Rafter Weight- : = 800.77 Total Girt Weight _ - _ . = 827. 19 Total Door Jamb Weight = 185.26 Total _Braci.ng- Weight ...:. .._ = 53.87 .-. Total Clips -Weight = 69.30 .Total: :Endwal.l Weight = _3898. 11 v • 4 .. P: 10/26/95 — RoofDes.Out *HCI 989 - Roof Design Input _ _ 10/26/95 3:02pm *----------------- ---- * ( PROGRAM OPERATION ) *---------------------- * *(1)JOBID: (Max: 60 char) HCI 989 *(2)PROGRAM OPTIONS: * Run Run Run No. Design Surface * Purlin Panel -- Brace Surfaces Id Y Y Y 2 2 3 *(3)DESIGN CONSTANTS: * --------Steel_Yield-------- ------Stress—Ratio------ Lap * Purlin Panel R_Cal W_Cal Purlin Panel Wind—Frame Stiff 55.0 40.0 50.0 50.0 1.03 1.03 1.03 _ 0. 50 *(4)DEFLECTION LIMITS: * Purlin Purlin Panel Panel Wind * Live Wind Live Wind _Frame 150.0 90.0 90.0 90.0 . 120. 0 *(5)REPORTS: * Input Purlin Purlin Eave Roof _ _Cable __ * Echo Design Summary Strut Panel Brace - Y Y N Y Y Y *(6)BUILDING TYPE: * Build L_Expand EW R Expand EW * Type, Use Offset -Use Offset FF Y 15.50 N 0.00 *-------------------- * ( BUILDING LAYOUT ) -------------------- * * No. X_Coord Y_Coord * Surf (ft) (ft) 4 --- 30.000 36.500 60.000 34.000 60.000 0.000 . *(8)WALL BAY SPACING: (Max: 20 bays) * Wall Sets -Of_ Bay No. * Id Bays Width Bays - 1 3 16.750 - -_ - 1 21.000 1 22.250 1 %/ 1• i � 3 10/26/.95 _RoofDes.Out „ -_ _.._Page: 2 2 1 25.000 4 3 _3 19.000 . _ 1-_. - 19.000- - .1 *(9)FRAMED OPENINGS:-_ * Wall No. Bay Open _- _,_.Open Open Open * - Id _Opens -Id - Width_ -.Height --Offset --Type, - 2 0 4 0 *(10)PARTIAL WALLS: * Wall Set Of --Bay_Id-- Wall * Id .-Bays-- -- Start _End T__-Height 2 0 -._ 4 0 *(II)SURFACE EXTENSION/FRAME RECESS: * Surf --Surf_Ext-- Frame Recess * Id Left Right Left Right 2 0.000 0.000 0.333 0.333 3 0. 000 0.000 _0.-333 0.333 ------------------- * ( FRAMING DESIGN ) *------------------- * *(12)PURLINS: * Surf Purlin OS_Flg IS_Flg Set Set-Lap Max Unbr * Id Type Brace Brace Depth Ext Int Length 2 ZB Y Y - 8.00 0.000 0.000 5.000 3 ZB Y Y 8.00 0.000 0.000 5.000 *(13)PURLIN SPACING: - * Surf Peak . . -__Max SetSet Of -Set_Space- * Id Space Space Space Space Space No. 2 1.050 5. 100 5.000 0 3 1.050 5. 100 5.000 0 *(14)PURLIN SIZE: * Surf Set - No. * Id Purl Purl Purlin- Size . 2 - 3 *(15)PANELS: - * Panel Panel Standing * Type Gage Seam WS 24.00 *(16)WIND FRAMING SELECTION: * •-----Order_Of_Selection------ * Wall Panel Diagonal Wind Wind Weak-Axis * _ Id-_ _Shear_.._B.racina____B.ent---Calumn .•.e ndi�� -_ 2 N Y N N N y� 10/26/95 RoofDes.Out _ _• _. __ . :.Page:._. 4 N N *(17)ROOF CABLE BRACING: (Max: 10 braced bays) * Max Pan Cable/ Each-:_:alser_Se1ected_Raof-_Bays - * Shear Rod EW No. Bay_Id 0 *(18)SIDEWALL CABLE BRACING t-2,(Max'---40- braced-bays * Max_Pan Cable/ - WaLl----•User Selected SW Bays * Shear -Rod .- Id -- ----Bay Id 100. R _.. ._...__.____ _..2 ._ 2 3 4 _ 2 1 2 *(19)WIND BENTS: - • Wall * Id Type Depth :Bays ----Bay_Id--•-- 1 W - 0.00- 0 2 W 0.00 - - -0 -- *(20)WIND COLUMNS: * Wall --Member-- No Of - Leftf------ * Id Type Depth Col .- Bay_Id Right 1 W 0.00 0 2 W 0.00 *(21)SIDEWALL EAVE EXTENSION:----- - * -----Rafter----- * Wall No_Of --Bay-_Id-.- - Connection--,._ * Id Extensions Start End Width Lac EW RF . - 2 0 4 0 *(22)BASE ELEVATIONF ._ * Sidewalls Front Back 0.00 0.00 *---------------- * < DESIGN LOADS > -_ ------------------._. * *(23)BASIC LOADS: .. --* Dead Live Snow s-'s"•"s=Y.lrsn -,-_ doe ,.Seismic * Load Load Load Load Wind Ratio Coef Strip .Coef 1.5 25.0 25.0 10.0 13.0 1.00 0.00 0.000 0.3090 *(24)WIND PRESSURE/SUCTION: (psf ) Wind Wind Wind * Press Suct Suct_R 0.0 -13.0 _-- - :.. .. Purlins 0.0 -36.3 _ _ - . . Surface Extension 0.0 10.4 -6.5 -9...1_...-:- . . Bracing------- *(25)PURLIN DESIGN LOADS: (Max: 20 loads/surface) *_.Surf__..No=Des=_.-.Load.. -, Wind ._Winn ]Hux ., . 10/26/95 Ro_ofDes.Out _ .--.Wage: 4 Id Loads Id Dead C.ollat Live Press Suet Id 2 2 1 1.00 1.00 1.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0 3 2 1 1.00 1.00 1.00 0.00 0.00 0 2- 1.00 0.00 0.00 0.00 1.00 0 *(26)BRACING DESIGN LOADS: (Max: 20 loads/surface) * Surf No Des Load Wind Wind ._-Aux * Id Loads Id Dead Collat Live Press Suet Id 2 3 1 1.00 0.00 0.00 1.00 1.00 0 2 1.00 0.00 0.50 1.00 1.00 0 3 1.00 1.00 1.00 0.50 0.50 0 3 3 1 1.00 0.00 0.00 1.00 1.00 0 2 1.00 0.00 0.50 1.00 1.00 0 3 1.00 1.00 1.00 0.50 0.50 0 *(27)AUXILARY LOADS: (Max:- 20 loads) * No. Aux No._Add Add Load * Aux Id Combs ___Id_ _: _Coef_ _ 0 *(28)ADDITIONAL LOADS: -_(Max: 40 loads) (F-lb/ft, W-psf,- DX-f.t) * No. Add Load I Fy DX - Concentrated * Add Id Type I W1 __ W2 Dx1 Dx2 - Distributed 0 ------------------- HCI 989 Bypass Purlin Design Report 10/26/95 3:02pm ---------------------------- DESIGN RUN # 1. ; SURFACE # 2 ---------------------------- PURLIN LAYOUT: Bay Span . Purlin Span Lap Dist (ft) No. Unit ... . ::_Total Id Id . Size_ _ . -. - (ft) Left Right _ .Space. _Rows, Weight Weight 1 Bx30Z 12 1.29 5.00 6 6.8 41.0 1 2 8x30Z12 23.71 2.88 5.00 6 140.6 843.8 2 3 8x30Z14 25.00 2.88 1.88 5.00 6 112.2 -_ 672.9 3 4 8x30Z 14 25.00 1.88 2.138 5.00 6 112.2 672.9 4 5 8x30Z12 24.67 2.88 5.00 6 145.7 874.2 6 8x30Z12 .- 0.33 5.00 6 1.8 .. i0.6 _Total (lb)= ...w::-31.15.-4_...__ LOAD COMBINATION # 1 DL+CO+LL ----------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- 10/26/95 RoofDes.Out Page:_ 5 Span Left Left Right Right Left _ Left -..Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Moe Lac Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.24 0.00 0.00 0.00 0. 16 2 1.74 -2. 16 -2.70 0. 16 -7.97 -_ 9.31 4.46 11.44 3 2.43 1.90 -1.87 -2.21 11.44 5.21 --4.49 13.09 4.87 8.70 4 2. 19 .- _-1.85 -1.92 -2.45 8.70 4..91 .-4.24 _,11.80 5.67 11.96 5 2.79 2.26 -1.83 11.96 4.70 -8.89 14.92 0.01 6 0.06 0.00 0.01 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Moe+Shr DEFLECTION(in) Id Lac Calc Allow UC Lac Calc Allow -- UC Lac- UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS -0.24 12.23 0.02 RS 0. 16 9.06 0.02 RS 0.00 0.28 2 RL -2. 16 12.23 0. 18 MS 7.97 8.96 0.89 RS 0.55 -1.37 1.90 3 LL 1.90 4.64 0.41 LL 5.21 6. 17 0.84 LL 0.88 -0.84 2.00 4 RL -1.92 4.64 0.41 RL 5.67 6. 17 0.92 RL 1.02 -0.74 2.00 5 LL 2.26 12.23 0. 18 MS 8.89 8.89 1.00 LS 0.60 -1.69 1.97 6 LS 0.06 12.23 0.01 LS 0.01 9.06 0.00 LS 0.00 0.09 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) (.5in A307) Id Left Right Left Right ---- ---- ----- ---- ----- 2 1. 15 0.59 3 0.84 1. 16 0.43 0.59 4 1. 16 0.87 0.59 0.45 5 1.20 0.61 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 .- - 6 ----- ---- ---- ---- ---- Left 0.42 0.40 0.38 0.36 Right 0. 75 0.70 0.65 0.61 LOAD COMBINATION # 2 : DL+WS ----------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left _.Left Right Right -_ Left . Left Mid-Span Right Right Id Sup - - Lap:_ Lap --..,---Sup ---__-SUP-_ Lap -__: Flo®- -:_-Loc Lap ,_. __ Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 0. 07 0.00 0.00 0.00 -0.04 0.-6-0. 0.:75- -.0.04 2. 18 . .-9.27 -1.27 -3.20 10/26/95 RoofDes.Out 3 -0.69 -0.54 0.54 0.64 -3.20 -1.43 1.29 13.02 -1.42 -2.52 4 -0.63 -0.53 0.54 0.70 -2.52 -1.43 1.23 11.88 -1.56 -3.34 5 -0. 77 -0.62 0.50 -3.34 -1.34 2.43 14.96 0.00 6 -0.02 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: - Span ------SHEAR(k )------ -----MOMENT(f-k )---- Moe+Shr _DEFLECTI.ON(in) Id Loc Cale Allow UC Loc Cale Allow UC Loc UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS 0.07 16.30.0.00 RS _ . __0..04 12.08 0.00 _ RS 0.00 2 RL 0.60 16.30 0.04 _.MS :__2s 18 11.95 0. i8__ R&. 0.02.w__ 3 LL -0.54 6. 18 0.09 LL 1.43 -8.23 0. 17 LL. _:0.04- :_.------0.-29 4 RL 0.54 6. 18 0.09 RL 1.56 8.23 0. 19 RL 0.04 0.26 3.33 5 LL -0.62 16.30 0.04 MS 2.43 11.86 0.21 LS 0.03 0.55 3.29 6 LS -0.02 16.30 0.00 LS 0.00 12.08 0.00 LS 0.00 -0.03 LAP BOLT SHEAR: LAP BOLT _SHEAR RATIO Span SHEAR(k ) (.5in A307) Id Left Right Left Right ---- ---- ----- ---- ----- 2 0.32 0. 12 3 0.23 0.34 0.09 0. 13 4 0. 34 0.24 0. 13 0.09 5 0.34 0. 13 HCI 989 Bypass Purlin Design Report 10/26/95 3:02pe ---------------------------- DESIGN RUN # 2 ; SURFACE # 3 ---------------------------- PURLIN LAYOUT: Bay Span Purlin -_ . ..Span Lap Dist(ft) No. - __Unit _Total Id Id Size (ft) Left Right Space Rows Weight. Weight --- ---- -------- ----- ----- ----- ----- ---- ------ ------ i 8x30Z12 1.29 ..-5.00 6 _ 6.8 41.0 1 2 Sx30Z12 23.71 2.S& :5.00. :.:- -:6 . _ 14ra.6 843.S 2 3 Sx30Z 14 _-- 25.00 2.86 1.S& 5.00 6 _ 112.2 _ _672.9 3 -- 4 ... . bit30Z f 4 2::.00 I..99. .2.fig 5.M- fs 112.2. 672..9 . .- 4 5 8x30Z 12 24.67 2.88 _ 5.00 6 145.7 -+ 874.2 " 6 8x30Z 12 0.33 5.00 6 1.8 10.6 Total (lh)= 3115.4 LOAD COMBINATION # 1 DL+CO+LL j. 10/26/95 RoofDes.Out Page: 7 PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(.f-k )------- Span Left Left Right Right _ Left Left Mid-Span Right Right Id Sup Lap Lap . Sup _ Sup Lap . __ Moe _ - Lac Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.24 0.00 0.00 0.00 0. 16 2 1.74 -2. 16 -2.70 0. 16 -7.97 9.31 4.46 11.44 3 2.43 1.90 -1.87 _ -2.21 . _ 11-44 5.21 -4.49 13.09 4.87 8.70 4 2. 19 1.85 -1.92 -2.45 8.70 4.91 -4.24 11.80 5.67 11.96 5 2.79 _ 2.26 -1.83 11.96 4.70 - -8.89 _ _ 14.92 0.01 6 0.06 _ . ,. 0.00 0.01 0.00 0.33 --- - -- -0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ .,_-----MOMENT(f-k )---- Mon+Shr DEFLECTION(in) Id Lac Calc Allow _ UC- Lac Calc Allow UC Lac UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS -0.24 12.23 0.02 RS 0. 16 9.06 0.02 RS 0.00 0.28 2 RL -2. 16 12.23 0. 18 MS 7.97 8.96 0.89 RS 0.55 -1.37 1.90 3 LL 1.90 4.64 0.41 LL 5.21 6. 17 0.84 LL 0.88 -0.84 2.00 4 RL -1.92 4.64 0. 41 RL 5.67 6. 17 0.92 RL 1.02 -0.74 2.00 5 LL 2.26 12.23 0. 18 MS 8.89 8.89 1.00 LS 0.60 -1.69 1.97 6 LS 0.06 12.23 0.01 LS 0.01 9.06 0.00 LS 0.00 0.09 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) (.5in A307) Id Left Right Left Right ---- ---- ----- ---- ----- 2 1. 15 0. 59 3 0.84 1. 16 0.43 0.59 .. 4 1. 16 0.87 0.59 . _0.45___ 5 1.20 0.61 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 . ._.._4 _ ._5 _6 _ Left 0.42 0.40 0. 38 0. 36 Right 0.75 0.70 0.65 0.61 LOAD COMBINATION # 2 : DL+WS ----------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(.f-k _)------- Cnnn I af} I afi- Gi nk} Pink* 1 afi- I ef+ Mirl-gnnn Pink+ Rink+ Sup _ .Lap Mom 10/26/95 RoofDes.Out Page: 8 ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 0.07 0.00 0.00 0.00 -0.04 2 -0.48 0.60 0.75 -0.04 2. 18 9.27 -1.27 -3.20 3 -0.69 -0.54 0.54 0.64 -3.20 -1.43 1.29 13.02 -1.42 -2.52 4 -0. 63 -0.53 0.54 0. 7.0 -2.52 -1.43 1..23 11.88 . -1. 56 -3. 34 5 -0.77 -0.62 0.50 -3.34 -1.34 2.43 14.96 0.00 6 -0.02 0. 00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ ._--.-_--.MOMENT.tf-k -)----.- Mom+Shr DEFLECTION(in) Id Lac Cale Allow UC Lac Cale Allow UC Lac UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS 0.07 16.30 0.00 RS 0.04 12.08 0.00 RS 0.00 -0.09 2 RL 0.60 16.30 0. 04 MS 2. 18 11.95 0. 18 RS 0.02 0.44 3. 16 3 LL -0.54 6. 18 0.09 LL 1.43 8.23 0. 17 LL 0.04 0.29 3.33 4 RL 0.54 6. 18 0. 09 RL 1.56 8.23 0. 19 RL 0.04 0.26 3.33 5 LL -0.62 16.30 0.04 MS _. 2.43 11.86 0.21 LS 0.03 0.55 3.29 6 LS -0.02 16.30 0. 00 LS 0.00 12.08 0.00 LS 0.00 -0.03 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) (.5in A307) Id Left Right Left Right ---- ---- ----- ---- ----- 2 0.32 0. 12 3 0.23 0.34 0.09 0. 13 4 0. 34 0.24 0. 13 0.09 5 0. 34 0. 13 HCI 989 Roof- Panel Report_ _. _ ,M10/26/95 _ 3:02pm PANEL DATA: Panel: Type = WS .. ;. .Gage = 24.00 ; Yield 40.0 MOMENTS & DEFLECTIONS: -------- Moment (ft-lb/ft)---------- Surf Purlin Load Support _ Midspan . - ____. --- Deflect (in) -- Id Space Id Cale Allow Patio Cale Al low ,,Ratio.- -ALl:ow. Ratio 2 5.000 DL+LL 70. 4 106.5 0.66 -50.7 156.3 0.32 -0.24 0.667 0.36 DL+WP 4.0 142.0 0.03 -2.9 208.3 0.01 0.00 0.667 0.00 DL+WS -41.2 208. 3 0.20 29.7 142.0 0.21 0. 16 0.667 0.25 3 5.000 DL+LL 70.4 106.5 0.66 -50.7 156.3 0.32 -0.24 0.667 0.36 DL+WP 4.0 142.0 0.03 -2.9 208. 3 0.01 0.00 0.667 0.00 ssa= M+W-c; Ok.?j71... - ?9.7...At►2aaaL_,1.a_-21::a:, A.Phi -- 10/26/95 RoofDes.Out Page: 9 HCI 989 Roof Cable Bracing_ Report 1.0/26/95 3:02p® Panel Shear (Allow) = 0.0 Panel Shear (Cale ) = 94.2 Bay Brace_Loc.. Diag_Forc(k ,) Cable. Cable Tension(k ) Id Start End - Wind Seismic Diam. Cale Allow --- ------- ------- ----- ------- ------- ------ ------ 2 0.00 16.75 3.92 5.68 0.6250 5.68 5.90 16.75 30.00 0.48 0. 23 0.5000 0.48 3.70 30.00 37.75 0.44 0.21 0.5000 0.44 - 3.70 37.75 60.00 _.3.82 5.01 0.6250 5.01 5.90 3 0.00 16.75 3.92 5.68 0.6250 5.68 5.90 16.75 30.00 0. 48 0.23 0.5000 0.48 3.70 30.00 37.75 0.44 0.21 0.5000 0.44, 3.70 37.75 60.00 3. 82 5.01 0.6250 5.01 5.90 HCI 989 Sidewall Cable Bracing Report 10/26/95 3:02pm Panel Shear (Allow) =100. 0 Panel Shear (Cale ) =135.7 (Wall 2) Panel Shear (Cale ) =139.6 (Wall 4) Wall Bay Diag_Force(k ) Cable Cable Tension(k ) Id Id Wind Seisaic Diam. Cale Allow ---- --- ------ ------- ------- ------ ------ 2 2 -7.30 10. 76 0.8750 10.76 _ 11.50 2 3 7.30 10.76 0.8750 10.76 11.50 4 1 7.30 11.41 0.8750 11.41 11.50 4 2 7.30 11.41 0.8750 11.41 11.50 Wall Col Max Max Id Id Horz Vert 2 2 6.58 8.51 2 3 6.58 8.51 4 2 6.98 9.03 4 1 6. 98 9. 03 HCI 989 Braced Purlin Report 10/26/55 3:02pm Surf Span Brace Purlin Load Axial (k ) Moment (f-k ) UCC Trl Trl Lee. Size Id Cale Allow Cale Allow Axl+Mom 10/26/95 RoofDes.Dut Rage: 10 2 2 16.8 8x30Z12 1 3.48 38.79 0.77 11.95 0. 12 2 3.48 38.79 __ 1.29 11.95 0. 14 3 1.74 38.79 4.89 11.95 0.32 2 3 16.8 8x30Z 14 1 3.91 23.21 0.49 8.23 0.23 2 3.91 23.21 0.83 8.23 0.27 3 1.95 23.21 3. 19 8.23 0.44 2 3 30.0 8x30Z 14 1 0.21 23.21 0.35 6.23 0.05 2 0.21 23.21 0.59 8.23 0.07 3 0. 11 23.21 2.27 8.23 0.24 2 4 16.8 Sx30Z14 1 2. 16 23.21 0.54 8.23 0. 15 2. 16 23.21 0.91 8.23- 0. 19 ___ 3 1.08 23.21 3.47 8.23 0.42 2 4 30.0 8x30Z14 1 0.21 23.21 0.38 8.23 0.05 2 0.21 23.21 0.64 8.23 0.08 3 0. 11 23.21 2.47 8.23 0.26 Surf Span Brace Rurlin Load Axial (k ) Mosent (f-k ) 1CIC Id Id Loc. _Size _ ._. _.Id Cale Allow Cale Allow Axl+Mom ---- ---- ----- -------- ---- ------ ------ ------ ------ -------- 3 2 37.8 8x30Z 12 1 4.03 38.79 0.77 11.95 0. 13 2 4.03 38.79 1.29 11.95 0. 16 3 2.01 38.79 4.89 11.95 0.33 3 3 30.0 8x30Z 14 1 0.21 23.21 0.35 8.23 0.05 2 0.21 23.21 0.59 8.23 0.07 3 0. 11 23.21 2.27 8.23 0.24 3 3 37.8 8x30Z 14 1 4.03 23.21 0.49 8.23 0.23 2 4.03 23.21 0.83 8.23 0.27 3 2.01 23.21 3. 19 8.23 0.44 3 4 30.0 8x30Z 14 1 0.21 23.21 0.38 8.23 0.05 2 0.21 23.21 0.64 8.23 0.08 3 0. 11 23.21 2.47 8.23 0.2E 3 4 37.8 8x30Z14 1 2.01 23.21 _._0.54 8.23 -- -0._15 2 2.01 23.21 0.91 8.23 0. 19 3 1.01 23.21 :..__3..47 -8.,23 0.42 HCI 989 Eave Strut Report 10/26/95 3:02ps Wall Bay Eave Axial Cale. Axial Axial- No. _Bolt .Shear Bolt Id Id Size Wind Seis Allow Ratio . _Bolt Dias , Ratio Plate. , ---- --- -------- ------ ------ ----- ----- ---- ----- ----- ----- 2 1 8x30C14 ----- ------ 22.98 0.00 - 2 _. . 0.625 --- N 2 2 8x30C14 _2.75 -2.75 ..6.._58 --22.98 0.29 2 0.625 0.80 N 2 3 8x30Ci4 2.75 : 6.58 22.98 0.29 2 0.625 0.80 N 2 4 8x30C14. ----- - ----- - 22.98 0.00 ::_ -2 0.625 --- N 4 4 8x30C14 ----- ------ 22.98 0.00 2 0.625 --- N 4 3 8x30C14 2.75 6.98 22.98 0.30 2 0.625 0.85 N 4 2 8x30C14 2.75 6.98 22. 98 0.30 2 0.625 0.85 N 4 1 8x30C14 2.75 6.98 22.98 0.30 2 0.625 0.85 N ycI..9A9. �., :. r.r. s .�Ranf..Desietr._1.Lar_ninR. RAnnrt 10/26/95 RoofDes.Out Page: 11 . . No Warnings - - • ,��,. � n . � r h� , A � �'. 4 W I Z MH z z CLa3H aot� V ¢ y �� 1V^) � ZD W J J J J N ¢ � Z O O� N lJ M F- U OQ = OO ` w Z/\�fJ� 4 W H O O N ? W � W W \ N . 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