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BLD92-1025 Cancelled Storage - BLD Permit / Conditions - 3/23/1993
MASON COUNTY PERMIT Mason County Bldg. 111 426 W. Cedar NULL a VOID BY EX RATION P.O. Box 186 Shelton, Washington 98584 DATE r.2 BY 11, P4(I 12 3.021's A i'i G Ii-.* j o 18 HERN R W N 1. f-.1 U D K E N N E 0 Y 11 7 6 6 15 7 Ow R E H Ts G N'T R A C.T'()R I"I A 0 F W 0 iR I"%, N I.,j 0 R Q R f I i Typt A A(0 Ill 1 13 y Q t.,fr. ["mm Pun A 10 Q"i f y 1,14IF. Urripf I "'),C i 0 p F 'r 13 P. U G J Y 1 1,1. 0 1- f 002-1 4 ' i A 0("C U 1) 1. 1,-)A i", W i "i;'1 0 v F, S I'MA[ 36 ?!; VAUIIAMR! -1 01'.W(11 F, V F"A f" '103,1. 1c, I YPI 0 1-1 f 1410 K 1i-I H 11)A V i� 14 0 WE t" W 11", 1 R H F tl I t-.R S rd f U R H 1 it)(6 1". o 1' 3 0 0 F"t F,A K 11 11 L.0 53 1.N. C.0 0 L I"P,F L()0 R 11P( 131 f T 1 0 R A N If, f1i G I-'0 U H V 61 v t"N - .. .' '. 1 0 IJ 1,1 1 46 R A Y f A 0 M 101 1. -1 N J.N 0 K 10 0 0 1 m 0 1 C 'k,F P T P �19 J1 - ilfT �' 1' � K 17I J :9V i PO Y Permit No.BLD MASON COIIN'I'Y BUILDING PERMIT APPLICATION PLEASE PRINT ���� #1 Owner ! d� .o Phone# 2 ` 6/ Site Address City St zipr� Directio s to . J b , Owner Mailing Address / PO ; l ly CityT 2/L&'L St zip Lien/Title Holders . S 4'; -- I,-. __ v .D S1AJC r Address /2 -La, _ City �Ss� �`t,/P� St zip #2 Contractor Naftfe -4 ontractor Reg# Address iration date _ City St Zip Phone #3 If septic is located on project site, include records. Connect to Septic?_ Public Water Supply_ Well_, (If residential, proof of potable water may be required) i 1 #4 Parcel No.,122-� Legal Description Z-g, OF E/ 6 CLF f WM #5� Building Square Footage: (existia r osed 1 9/P oP ) 1st Fl 2nd F1 / 3rd F1 / Loft / p�ab Basement / Deck / . #bedrooms _ #bathrooms_ Garage---L. Carport / (Circle: Attached or Detached?) Other sq ft / #6 Use of building-,SLLIGy79 � Describe work #7 Type of Job: 'New--,X_ Add Alt Repair Demolition Woodstove_ Re-Roof Bulkhead Other #8 MOBILE HOME INFORMATION Model Year Make Model Length Width_ Serial No. #Bedrooms #Bathrooms Type of Heat #90 - Any ,water, on or adjacent to property: saltwater lake river pond wetland seasonal runoff other Plumbing Fixtures ($2 each) Fee Fee No. Toilets Vent Systems X 3 . 00 Bath Basins Vent Fans. X 3 . 00 Bath Tubs No. Boilers/Compressors. Showers 0-3 HP 6. 00 H. vt Water Htr 315. HP 6.00 Laundry Washer 15-30 HP " 6. 00 Sinks 30-50 HP .00 Floor Drains 50 + HP 6.00 Laundry Basins No. Air. Handling Unit Dishwasher . <- 10000 cfm. 7.50_ Disposal > 10000 cfm. 7.50 Urinals Other Other Evap Coolers Hoods Permit Basic Fee 3 .00 Fire Suppression TOTAL PLUMBING $ Domes. Incin. Comml. Incin. Reloc/Repair 6 .00 Mechanical Fixtures Outlets X 2.00 No. Fuel Types Woodstove separate Furn < 100K BTU 6. 00 Other - Furn >- 100K BTU 6.00 Furn - Floor 6,00 Permit Basic Fee 10 .00 Heat Pumps 6.00 TOTAL DECSANICAL $ NOTICE: THIS PERMIT: BECOMES NULL- .AND VOID IF WORK OR CONSTRUCTION- AUTHORIZED IS NOT COMMENCED WITHIN 190 DAYS; OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY=n AFTER WORK IS CODWENCED o4iR8RS AFFIDAVIT COPTRA=RS AFE=AV=- I CERTIFY THAT I AN EXEMPT FROM THE REQUIREMENTS OF THE .I CERTIFY THAT I AM A CURRENTLY REGISTERED CONTRACTOR CONTRACTORS REGISTRATION LAY RCN 18.Z7 , AND AN AWARE IN THE STATE OF WASHINGTON AND I AN AWARE OF THE OF THE MASON COUNTY ORDINANCE REQUIREMENTS FOR WHICH ORDINANCE REQUIREMENTS REGULATING THE WORK FOR WHICH THIS PERMIT IS ISSUED AND THAT ALL WORK DOME WILL BE IN THE PERMIT IS ISSUED AND ALL WORK DONE WILL BE IN CONFORMANCE THEREWITH. NO CHANGES SHALL BE MADE CONFORMANCE THEREWITH. NO CHANGES SMALL BE MADE WITHOUT FIRST OBTAINING APPROVAL FROM THE BUILDING WITHOUT FIRST OBTAINING APPROVAL FROM THE BUILDING DEPARTMENT. DEPARTMENT. X OWNSR� % BY DAYS c DATE Return permit to: . Department of General Services 426 W. Cedar/P.O. . Box 186, Shelton, WA 98584 -427-9670/1-800-562-5628 FOR OFFICIAL USE ONLY: Accepted by: j F Date: Show following on 'the site plan „:. t I Lot Dimensions Flood Zones Existing Structures Fences Structure Setbacks Driveways Water Lines Shorelines Drainage Plan Topography Septic Systems Wells Proposed Improvements Easements Name of Flanking Street Scale: Name of Fronting Street Date: APPLICANT TO DRAW SITE PLAN BELOW PLICANT TO DRAW TOPOGRAM PROFILE BELO DEPARTMENTAL REVIEW FOR OFFYCH-USE ONLY Approved coed Hold Approval Planning: 114- r �u-✓ate.Q ,i p ,, Inns r St `1 Gv !" Environmental Health: Building, Plan Review: •,1, 14 ` —G Occupancy c : P Y Group: Fire Marshall: °llli L Other: FEES Ilspecial conditions: II IlSite Inspection I II 11 II if 'I rm II II IlBuilding Peit I II II _ II Iw -il II II iolation Fee I II If II I;, ;I II II Ilviolation Investigation Fee ( II II II H 'I II II IlPlan check I II II II H 'I II it II Plumbing Fee I II II II I II II IlMechanical Fee I II II II II ' --,I II II IlWoodstove Fee II I II II II II IlBuilding State--Fee I II 'I IlBuilding valuation: II II TOTAr,I II &NIV Ivr,4-51. r f D0 l x 7r h-9wsl�� ff q Alf 30 l� x� 30 W5 I 20 f � qo� 4 60' 11 - - PRov1�E 8�cK1ac� t3Eta►. (71tZ�7 a UooR t-tAK�WPrRE Goan. Ins. TY P. B U I L D I N G I N F r)RM T STEEL FRAME OR COLUMN 2 X 2 X 1 1� DES I GN ROOF SNOW LOAD: _2�_ - Psf FASCIA BOARD PURLINS 2 X 6 HEADER /- DOUBLE GIRT ABOYE DOOR WITH TYP. CLIP AT EACH END DESIGN WIND SPEED: °Lo rnph, EXPOSURE` OF EACH GIRT DESIGN SOIL BEARING PRESSURE: _ ( oo psr TYP. GIRT PER BLDG. INFORMATION NOTES ROOF PURLI NS: 2 X S "2 @ 24 " 0.C. (2) 16d NAILS 2 X GIRT(NOTCH GIRT 2.5"MAX. `��"�s."� /�•6• ''�'TK'�t 6" °1^ �°'�B WALL G i RTS: 2 X (o 'R 2. p 24 " O.C. TO CLEAR ENDWALL RAFTER) T-(i? DOOR FRAMING DETAIL GIRT-TO-FASCIA BOARD DETAIL N0S`"�L` GENERAL NOTES ALIGN THIS FACE WITH BLDG. EXTERIOR 2 X PERT. STEEL FRAME OR HEADER COLUMN 1. CONTRACTOR/OWNER TO VERIFY AND CONFIRM ALL CONDITIONS AND NOTE: USE(1)BRACE AS SHOWN AT ALL DI MENSIONS AND NOTIFY ENGINEER REGARDI NG DISCREPENCI ES PRIOR TO GIRT BRACES,USE(2)BRACES(ONE EA 2 X HORIZ \ I START OF WORK. SIDE)AT PURLIN BRACES. (NOTCH ENDS TO 2. DRAWING SCALES INDICATED ON PLANS ARE APPROXIMATE AND INTENDED ---f (2)-' 10 GIRT DEPTH IF j•• , 1�$ TO BE USED FOR REFERENCE ONLY. DO NOT SCALE DRAWINGS FOR CONSTRUCTION f` ' �. i'c• # SCREWS � REQ'D) . PURPOSES. LBRACE ,09 t 6d NAf LS r t 6- O.C. 3. CONCRETE STRENGTH: 2500 psi @ 28 DAYS 6IRT OR -� ��� F GIRT OR 4, REINFORCINO STEEL SHALL CONFORM TO ASTM A-615, GRADE SO FOR aURLIN ,�t`�•� STEEL FRAM_OR PURLIN STEEL FRAME OR COLUMN �4 BARS AND LARGER, GRADE 40 FOR=3 BARS. WELDED WIRE MESH SHALL TYP. GIRT CLIP CONFORM TO ASTM A-1 85 (70 k i MIN. YIELD STRENGTH). �. COLUMNo `\\\ -_-- 30-60 I I 5. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: �'` L4 X 4 X 1/4 X 8' 0 WIDE FLANGE AND CHANNEL SHAPES: ASTM A-36 „e 1/4- (� TYP. AT COL EA. END 2 X 6 GIRT WITH (8) ANGLE SHAPES: ASTM A-36 (WITH MIN. YIELD STRENGTH OF 42 kSi) L1 X 1 X.109 BOLT J4 SHREWS a 2' O.C. TUBE (TS) SHAPES: ASTM A-500, GRADE 'B', (Fy MIN. 46 ksi) TYP. GIRT PER BLDG. 6. ALL WELDING SHALL BE PERFORMED WITH E70-XX ELECTRODES BY TYP. GtF�T/PURLIN BRACE DETAIL _j I - INFORMATION NOTES CERTIFIED WELDERS. 4' NO SCALE 7. BOLTS Si-LOLL CONFORM TO THE FOLLOWING STANDARDS: 3/4- 2 1/2- 3/4 t,p. ANCHOR BOLTS: ASTM A-307 BUILDING FRAME BOLTS: ASTM A- 30-7_ A•6• �IDEP DOOR FRAMING DETAIL �Noi- V5el) INSTALL HARDENED WASHERS WHEREVER HOLE SIZE EXCEEDS THE BOLT WIT*t,rj (o" NO SCALE DIAMETER PLUS 1/16" INCH. SIZE WASHER TO COVER ENTIRE HOLE. ((P) =10 SCREWS of JAMS 8. GRADE BEAMS, PIERS,AND SPREAD FOOTINGS SHALL BE POURED ONTO- (T ART TO COLS �- NOTE. c FIRM AND NATURAL SOIL WHICH IS FREE FROM ANY MATERIAL THAT WILL START AT TOP HOLES '� + (4) �10 SCREWS h0."• AT CORNERS,ATTACH ONE GIRT TO 314" 2 1/2" 4 typ. STRUCTURE WITH TYP.CLIP, LAP ADVERSELY AFFECT THE SOIL DESIGN BEARING PRESSURE REFERENCED ABOVE. OTHER GIRT AND FACE NAIL WITH 9. LUMBER SHALL BE DOUGLAS FIR-LARCH (NORTH)OF GRADE AND SIZE AS n I (3) 16d NAILS. + + 1�B. SPECI FI ED IN ABOVE NOTES AND ON PLANS. 10. WOOD SCREW LOAD VALUES CONFORM TO U.B.C. TABLES 25-17-L AND -M. IN 3/16'PLATE + + 6. t�s' PLATE + M• j PREDRILL HOLES, IF NECESSARY, TO PREVENT SPLITTING OF WOOD. �fWAS l 11. SHEET METAL SIDINGAND ROOFING, IF USED, SHALL BE MIN. 30 GA. STEEL FRAME OR STEEL FRAME OR MATERIAL. SEE MANUFACTURER'S LITERATURE FOR ALLOWABLE SPAN INFO. COLUMN + COLUMN ,_ ATTACH TO ALL SUPPORTING MEMBERS WITH�10 X 1" LONG SCREWS AT 9" O.C: + - ATTACH ROOF CAP WITH=10 SCREWS AT 6" O.C. CUSTOMER ACCEPTS ALL RESPONSIBILITY AND LIABILITY FOR ANY SIDING OR ROOFING MATERIAL USED 27573 THAT IS NOT PROVIDED BY WEB STEEL BUILDINGS. 12. SPECIAL INSPECTIONS SHALL BE PEFORMED AT OWNER'S EXPENSE AND TYP. GIRT CLIP DETAIL �5��D; A�� IN ACCORDANCE WITH U.B.C. SEC. 305 FOR THE FOLLOWING (TENS:. TYP. PURLIN CLIP DETAIL NO SCALE1 ) STRUCTURAL WELDING NO SCALE EXPIRES: 10-31-93 DI — WEB STEEL SALES, INC, 139DATE U. -lo,-gZ 37396 RUBEN LANE, BOX 9 67 E SANDY, OR 9�7g055+5-9377 f3 ::: TEE im No, -CM- 140 - 96'-0" 16'-0- 16'-0- 16'-0" 16'-0" 16'-0" i is 16FRAME t7 (FRAME 18 FRAM� 19 FRAME 24 FRAME O i I I I I `• i o I I ; I `•�, %�' I I I I C i TY P. 0I I I I I M �•y� , S3 L-J THIS WALL LJ ; J t (10) PLACES ;' `•� ; S 1 (2) X-BRACE % 0 FRAME PLACES •�'�.` BASES X-BRACE ;i' �'�•`• X-BRACE \ ,� 14 i X-BRACE `� ;i `� i' i 100 X 10° ROOF X-BRACING �`•� ,%� I OVERHEAD DOOR •N i � ABOVE o • % 3 I. 3 to i3 i `•�\ '�% .•\\ /;i O I t C \•\ i' :, I 3 N TYP. 0 S2 (B) C t I ENDWALLS I PLACES i' '� i '� ' -eT I D 12 I � `•� ; X-BRACE X-BRACE �'�•\ ;i' I O I r2 `• i' fT C t TY P. I I ", I i' \,\ I I— — —J Lw THIS WALL J. 5 O 2 WAS oz � I 3 14° X 10° o 5 4° X 3° i 0° X 10° I � � � t C 3 X 6 WINDOW OVERHEAD DOOR St o I S t LACES OVERHEAD DOOR G t TYP. DOOR I SHED SLAB O ,A 27573 OUTLINE OF CONCSLAB AND . rr—/ Opi SHED ROOF ABOVE N 1 FOUNDATION PLAN EXPIRES: 10-31-93 2 XO— COLUMN REFERENCE NUMBER NO SCALE BY � WEB STEEL SALES, INC. �� DATA- 1 of-1 Z 373% RIJBoQ LANE, BOX 9 IE SANDY, OR 97055-9377 Em T J23 HQ. 92- 140 %JA .. mnm 1 MY=;IF a Sm ME,X i . NOTE: SEE GENERAL NOTES SHEET N( 1 ) FOR ROOF AND WALL PANEL INFO. ROOF PURLINS (PER SHEET N 1) or \t 1 WALL GIRTS S4 (PER SHEET N 1) s , Op WAS S I DEALL ETERIR ELEVATION �' - 2 NO SCALE 275?3 GI EXPIRES: 10-31-93 BY — WEB S MEL SALES, INa E DATE 37"S RUBEN LANE, BOX 9 SAND �EE .1� to, �- o Y► OR 97�377 " (am) SM-3267 _t�� �2 - xm rrr� sw—_ iMr=KIF8n ME,M. GIRT BRACES C6 X 8.2 STEEL CHANNEL (PER SHEET NI) (PROVIDE PURLIN BRACE _ o EA. M I DSPAN) 6 S2 4 4 S2 4 i . PEAK Sl 3 12 Si O.H 4 r— O.H. i S l •� EAVE ai I i I i T.O. CONCRETE WALL GI RTS X-BRACE (PER (PER SHEET NO SHEET 54) M. o f WAS � y END WALL INTERIOR ELEVATION 2r513 NO SCALEo �SS10NAL�J EXPIRES: 10-31-93 B WEB STEEL SALES, INC. DATE �loi-g2 37M RUBaQ LANE, BOX 9 TCE S FCTB OR 97MS- = OW-M7 f3e-LC-,N 9-� WA t MY=IF IS ME ULE,M 24'-6 1 /2" 24'-6 1 /2" 12'-5.' 1 '-11 1 /2- V-7- 25'-3 1 /2" 38'-1 1 /8 2'-0- typ. 12 A " 5•, 3 B A B SPu� Pet. B B L C A stk"r s3 2!_¢i► A C B A A D B S Ap B � � E A A S S S ` 3 A G ES E S S N O S E S3 lJ g A S A S L2X2X. 125 A SEE SHEET N1 STIFFENER B 2 FOR PURLIN BRACE 1 A S3 A S5 A NOTES KEY iD A SEE SHEET N1 1.USE BUILT UP C SECTION AT INNER LEGS AT OPENINGS UPPER CHORD..L3X2X.25, U.N.O. A FOR GIRT BRACE WHERE GIRT BRACES ARE NOT POSSIBLE AND AT LOWER CHORD..L3X2X.1 B75 B OUTER LEGS WHERE SIDING WIDTH IS LESS THAN 2'-0". INNER LEG..L4X3X.25 B L 1 X 1 X .109 USE SAME SIZE ANGLE AS LEG MEMBER (SEE 3/54 ). OUTER LEG..L3X2X.1875 B STIFFENER B 2.UNEQUAL LEG ANGLES TO BE PLACED WITH LONG A..L 1 X 1 X. 109 LEG IN THE PLANE OF THE FRAME. B..L 1.5X 1.5X. 130 A A 3. FOR WELDING REQUIREMENTS, SEE SHEETS S3 &54. C..L2X2X. 125 4. TOTAL LOAD = 30 PSF, WIND LOAD = 70 MPH, 'C' EXP. D..L2X2X. 1875 C �. 1 5. FRAME SPACING = 16'-0" E..L2X2X.25 M J O S3 6. TOTAL FRAME WEIGHT = 1 129 LBS. J..L3X2X.25 o�wAs ,N N L.13X2X.375 / N..L3X3X.25 � . S..L4X3X.25 FRAME ELL NO SCALEE27s7� L�- ONALGCK% `cI EXPIRES: 10-31-93 BY WEB STE7EL SALES, INC. IE DATE 37s RUBEN IANIM Box s ��5 ME SANDY, OR S70 -3377 WA A- 1 MY K IF 93 SM sZ,X. i BOO. FPA,'-c -=4- HAIRPIN W/ 3"CLEAR TO EDGE OF CONCRETE -- HOOK AROUND ANCHOR BOLTS 7., p,_p., ON SECTION A-A NO SCALE CONTINUOUS TOP AND BOTTOM! F FOOT I NG AT SI DEWALLS (LAl e-t CONCRETE SLAB te =4 COONTN7 INUOUS T0,c AND BOTTOM OF FOOTING AT ENDWALLS I c.+) UNDISTURBED GROUND SURFACE 5 X 5 - W 1.4 X W 1.4 WELDED WIRE MESH -- LAP SPLICE o" MIN. SLPB GoaTt eJ UES (E Sim. /;A t LYAR I E S '4 7' — ,- d1 - I ---- --�-- r U !L S CIOao A 0 e7 V � -3 _ ap U) i THICKENED SLAB r► — 0: a m CENTERED ON BUILDING or, m FRAME _�;� Iz � BlG► Q <<��+ NOTE: THICKEN CONCRETE AS REQUIRED TO b F\yASy PROVIDE 3" MIN, OF CONCRETE COVER 0 ON ALL ANCHOR BOLTS AND RE NFORCI NG M AT SURFACES IN CONTACT WITH SOIL. 275?3 �SSIrJNAL�` EDGE OF SLAB DETA I L EXPIRES: 10-31-93 C 1 NO SCALE BUILDING DETAIL BY 5ML T� IE NO. of C1 T- 1 ' - OUTSIDE EDGE OF BLDG/SLAB 1 L2X2X.1876 � „ S1 CORNER a V �C77" & 2X6 GIRTS- 2 L4X4X. 14 'O g 1 CORNER _ s FASCIA TO MATCH PURLINS Ca 24" O.C. PURLIN-END NAIL W/(3) 16d - ---�--- --• A.B. BLDG SAYE HT. m 7/3„ HOLE FOR 3/4" .r 1/4" c A.B. X 6 EMBEDDED ANCHOR { �� 1 BOLT-TYP ALL CORNERS • `' 2„ � 1/4X3X3 " 2 L2 2 CORNIER • 2 X s PURLINS si S 3/4 Fyn ��. g" X NS _ S:IEO !1►FtEK. E strt. Ga►s�tTtorl Ttr1vE5 E �� I '' 1I8 C(o EDGE OF BLDG/SLAB STEEL CHANNEL 2X4 Gl A.B. A.B. Ste. �r ENDWALL RAFTER 7" 0 2X6-01RTS L2 X 2 X 3I1 b Xb"LONG xa� W/(2) 1/2" BOLTS + • �' LAP NAIL W/(3)- 16d 2X GIRTS A•B•' CORNER COLUMN WAS 4 CORNIER FRAMING ip ROOF •---- • tA.B. ` .r NOTE 27571 L3X2X3/16 'O� �� X 3" LON3-2 PLACES GIRTS AND CLIPS �y NOT SHOWN FO TS 3X3X.25 CLARITY—SEE EXPIRES: 10-31-93 3 TS 3X3 CORNER FOR 6I RT CLIP. BUILDING DETAIL ' By DPB 91 STTEE; � � � DATE 3� .� No. _�11TI SNP S i g 1 1/4" _ PURLINS 0 24" O.C. , 7 1/2" 2 x 8 PURLINS 1 1/4� typ. }�' 1 „ I 1" * ~+� 2" 2" 2" � N ��- C& d a STEEL CHANNEL (4) 1/2" FLANGE N ENDWALL RAFTER A-307 BOLTS ENID COLUMN (4) 1/2 '0 we 'C' CHANNEL ENDWALL A-307 BOLTS ENDWALL COLUMN RAFTER (SEE ELEv. 1/3 FOR BRACING REVS.) 6 ENDWALL PEAK DETAIL ap COLUMN 4 ENDWALL COLUMN—TO—RAFTER DETAIL - S2 1 1/4" S2 OX.TO BOLT BOTH SIDES " 3/16 IN LIEU OF WELDING OUTSIDE EDGE OF GIRT / BLDG / SLAB 1 2" 6" 1 n x A. 14 GIRTj; �was (2) 1/Z" o 1/4" X 4"X 4„ (2) 3/4. 1/4 X 6 X q A-307 BOLTS ANCHOR BOLTS W 6 X I'- 'C' CHANNEL ENDWALL 3/1g END COLUMN 27573 RAFTER 3 W 6X END COLUMN BASE SSION 5 ENDWALL PEAK DETAIL CNoT �SEo) S2 EXPIRES: 10-31-93 S2 NOTE: 1/S2 & 2/S2 ARE NOT USED ON THIS PROJECT. BUILDING DETAIL BY SML DATE 3/91 TamE�¢E .1® NO. s2 SNT [ cYP EA\ 3� V S SIDE Or' JOIN TV TT 3/ V FRAME TOP Ib CHORD 14 _ '1 y SPLICE ANGLE 1 TO MATCH CHORD SITE (12-LONG) S'@ 2 X 6 GIRTS 0° 3/4' DIA BOLT 1- MAX �EA.END a / SEE N1 FOR TYPE TYP. CHORD SPLICE (TYP) • EDGE PURLIN PT. 'D' NO SCALE CLIP Z u CENTER ON _ EXTEND TOP PT. D' CHORD @ OVER L 9-X 3 X 3/8 SEE SHEET N 1 FOR GIRT AND GIRT CLIP INFO. HANG N LL @ 3/16 �' +�r i A.END +4 to ALIGN THIS N ~�1 EDGE WITH i @ PTS. B'&D' L1 X 1 ANGLE FOR BUILDING FRAME EA.END PURLIN BRACE 2- 4 2' (SEE SHEET N 1) FRAME io 2- 2- BOT T CM (2) 3/4" -Lee CHORD 1 SIDING ANCHOR BOLTS 1 Z CENTER ON MATERIAL EMBEDDED 7" PTS.B'&'C MIN.INTO CONCRETE to � W PRESSURE TREATED SILL PLATE,TYP. S3 EXTEND BEYOND N LA @ TYP. NEXT PANEL PT.- EA.END 3 LAP SPLICE " f,, Ito MIN. W/ FILLET WELD 3 FRAME PEAK DETAIL > PT. B' ALONG TWO CONCRETE PT. 'A'— EDGES OF S3 d o a 0 1 • a FOUNDATION +/ BOTTOM CHORD l z S.. 1 • (SEE SHEET C 1) 4 to .. o d 3/(� a INNER LEG NOTES 5 1/2"@ 2 X 6 7RTT o a (COLUMN) 7 1/ 0 X B d 0 0 o SEE SHEET S4 FOR + „ • a A X 3 X 3/8 MEMBER WELD'G 1= BUILDING FRAME a BOTH SIDES OF NOT SHOWN. O (CENTERED )ON IE ` • a' CONNECTION!) _ BASE PLATE) 0 0 CENTER ON USE 3/4'0 BOLTS 3 a _ POINT 'A' @LOCATIONS SHOWN. .. .. 0 • ALIGN EDGE — o a OUTER(COLUMLEG G WITH PT. B' WELD LENGTHS SHOWN 3 BOLT ARE TOTAL LENGTHS @ JOINT. ADD WELD 3/8"PLATE X 8' TO BACK OF MEMBER + IF REQUIRED. 1 2 I"DIAMETER /=,P2 6 GI RTS HOLES,TYP. 8 S . 2 FRAME EAVE DETAIL WAS � 5A BASE PLATE DETAIL 1 FRAME BASE DETAIL g3 NO SCALE T g3 NO SCALE a , $3 NO SCALE " X+5n•l to C I b :rpr 27a73 EY ' DPB ORS ` `� BUILDINGDETAIL t r,, . cm UTE 3/91 STEE 1 EY,PiRES: 10-31-93 S3 nr IL®'}w IIF 8 S!zz MIL L1� NOTE: ' DURING INITIAL INSTALLATION,TIGHTEN CABLE SUCH THAT NO SAG OCCURS,THEN TURN NUT AT ONE END AN ADDITIONAL (2) FULL TURNS. CUSTOMER SHALL PERFORM PERIODIC INSPECTION OF ALL X-BRACING CABLES TO ENSURE TAUTNESS, IF CABLES HAYE LOOSENED,REPEAT PURLIN OR GIRT FRAME CHORD NOTES: CLIP CORNER A5 B 2-12 INSTALLATION PROCEDURE ABOVE. REQ'D TO ATTAIN I MEMBER PECIFIED WELD 1.WELD LEG SIZE TO MATCH STIFFENER THICKNESS. 3, STIFFENER 2. TOTAL WELD LENGTH AT TOP OF FRAME (OR BLDG. FRAME COLUMN @ SIM.CONDITION) -I (SEE FRAME THE ENDS IS THE SAME AS ' 4!? 'ROCKER' WASHER -- - -'--- i i DRWG.) NOTE 3 ON TABLE 2/54. 3. WELD "B"ONLY REQUIRED L4X3 X 3/8 X 2 i/2" WITH . WHEN STIFFENER IS 1 1/2" SLOT FOR EYEBOLT ` C I A 2-12 A X 4. TACK WELD AT OTHE i ANGLE SIZES. 3/16 STRAND GRIPS"B" A V B 4. EXTEND STIFFENER BEYOND i r 461 PANEL POINT SUCH THAT FRAME DIAGONAL "A" EYEBOLT i FLO-LOC CABLE "C" 1/2 THE SPECIFIED WELD . WITH NUT ' FRAME JOINT AT 2-MEMBER CONN. IS PAST THE PANEL POINT. 3 CHORD STIFFENER WELDING NOTE: ATTACH AT BASE OF COLUMN WELDING REQT'S S4 NO SCALE AND AT ROOF X-BRACING IN SIMILAR MANNER. 1. CENTERLINES OF WEB MEMBERS SHALL ALIGN - LOCATION ASSEMBLY DESIGNATION AT COMMON PT.AS SHOWN. WELD LEO SIZE TO MATCH..A.. ..B.. • C" ' WEB MEMBER THICKNESS. C 3. TOTAL WELD LENGTH AT f ooIF FWC 250 BA EA. END NEED NOT EXCEED: 19 1/2" LONG 1/4" X ! El`1pVJP�I� 1/2" *L 1 X i---------- - �- -- -- '�L 1,5X 1.5------5" FWC 375 BA *L2X2---------6 1/2" SIS�1rW P�lii.5 5/8" 26" LONG 3/8" *L3X3---------10" 4.WELD "A"SHALL BE THE • , M. z FULL LENGTH OF OVERLAP, ` BUT NOT LESS THAN 1 1/2" A � CHORD r OF WAS ( 1" @LIX1). It 5.WELD ON BACK IF MIN. X-BRACING CONNECTION DETAIL iJOT POSSIBLE ON FRONT. 1 FRAME JOI NT AT 3-MEMBER CONN. ,,- 2rar3 SIONALG` 2 FRAME WELD CONNECTION EXPIRES: 1 G-31-93 - S4 BUILDING DETAIL , By DPB '6 OATF 3/91 TEE IE No. ;m S(T 54 IF EDGE PURLIN CLIP rr rr 1 9 COPE HORIZ.LEG TO PROVIDE BOLT CLEARANCE ti 5 r Z 1 a 0L6INNER LEG NOTES - .I MIN. TOTAL (COLUMN) SEE FRAME ELEV. ►I4- a FOR MEMBER SIZE INFO. ~ SEE DETAIL 2/S3 FOR ADDITIONAL INFORMATION. GUL R LEG G w sy o� FRAME EAVE DETAIL ca FREEHANG SHED s NO SCALE 5 27573 EXPIRES: 10-31-93 -B U f L D i N-G - D ET l'L BY 5ML TEE °AT Ng. IM1G18m=1 X. S15' IF BIG FOOT EVERGREEN CALC-3 PROJECT LOCATION BELFAIR, WASHINGTON PROjEi T NUMBER 92-140 SP4N 501 IFT. WITH 12' 1•REEHANG SHED LENGTH 96 ET_ EM-`E HEIGHT 16 ET_ SAY SIZE 16 FT_ SLOPE a":1 OPEN STRUC URE (YIN)? N SHOW LOAD 5 IDS E �a C , 3 MPH Zr%N 2.J I]SO 5011 PRF5S{URE 15 0ri PSi UM TE5jctlM4- EAV E (DL+SNOW) 16580 LSS_ F-AVr (WIND) 19616; LIDS- PEAK (lil3ND) 75 5'6 LSS_ i ;�D 10 LOAD— PR"7" NG SIDEWALL= DL+iHO L..3. FORCE 412-t40 LBS_ A)L+51HO; COMP- FORCE i i`16 LB,Li_ 3t,L 3Y SIg r E .. 1;L+SHOW LA-.Sr- FORCE 42-60 LSS- °� c.w:. ■ 1 ND L.4T_ FORCE �+ mac= L.,,.-_ 1 D UPLIFT FORCE 6060 LBS_ F' I A- E LL:a- 73- 1 _ i,s1w EUl _;�u S_ M-y _ LATERAL FORCE 1 10 LSS- . 1 L1 E i �689 LSS_ AtlS• "� -Gaol t f(f wit w1) 27573 - aa�0 r• EXPIRES: 10-31-93 _� WEB STEEL SALES, oaNVC_ 37396 RvibC i Lade, Box 9 Sandy, Oregon 97055 (503) 663-326 f ob R IGFj i�iT Ei:ERI;,REEN CALCS PROJECT NArlE BIGFOOT EVERGREEN BUILDING PRO_=ECT FILE NUMBER 92-140 LOCATION CITY ESTATE BELFAIR.KASHINGTON MASON l.iJC)t�lir BUILDING DIMENSIONS Si-`AN 50 FT. LENGTH 96 FT. BAY SEE 16 FT. EAVE HEIGHT 16 FT. SLOPE 02 L11Y. E L134D 25 PSF OTHER NA. 'HIND r= Qs*Ce*Cq BASIC Ltt:?i 21 PSF CY = 0.7 f�,1= 1rn,°1DWARD ALL 08 1136 fi3F LEEWARD WALL 0.5 7.35 PSF LEEWARD ROOF 17 1129 PSF S,y 1ND apay ROO 0.9 — 7z par WALL ELEMENTS 1.2 17.64 PSF— ROOF ELEMENTS 1.2 17.64 PS . SEISMIC LOAD 1 = 1.0 _ 2.75 L = .4(MA �Fi:`.j R't. = 6 V = (2*I*Cf Rw)*W _ .1 Fj%l = .54 PSF WAND GOVERNS Page C2 S!1/92 SWOT EVERGREW CALi DEAD LOADS ROOFING 0.7 PSF PURLIN 1.4 PSF INSULATION 0.4 PSF MISC. 1 PSF TOTAL DL= 3.5 PSF FRAME ;ANALYSIS LOAD COMB NATIONS LL+DL DL+,11L STANDARD MATERIALS ROOF SHEATHING (min.) NOR CLAD 30 ga 'HALL SHEATHING (min.) NOR CLAD 0 ga ROOF PURLI11=i 2X8 D -L 42 STRUCTURAL STEEL A36 (FY=: 2 i i min.) STRUCTURAL BOLTS PEAK 3{4 in. Dl ASTM A-30 t BOLTS EAVE 314 is Ed&rim=i M A-30 7 BOLi_/ ANCHOR BOLTS 2-3r4in. DIA.r'S`_TMA-307 BOLTS SLAB StDEWALL FOOTING ?- 45 CONT.GR. 60 R INFO CII NG REIh1FOR ING BA R TOP-AND BOTTOM CONCRETE 250-0 PSI @28 DAYS X-BRACE: ROOF/END'O.IAL LS F VC 250 BA MFG.CABLE BRACE 53 L 111'{LL•� 7 !V'j 3 r J BA 1 71 G. II LSLL RACE. END%VALL RAFTER C6X8.2 STL.CHANNEL Et-IDWALL COLUMN W 6X 12 SPECIAL INSPECTIONS REQUIRED_ STRUCT URAL%hIELDI NG PgeC3 8119192 ■ 51GFOfJT EVERGREEN C•ALCS ROOF PURL;IN DESIGN SECTION PROPERTIES SPAN 16 FT. grade LOAD (DL+SL) 57.0 LB 3.:a F T. 2X8 WAD MIND - DL) 31.3 L°S.t FT. ALLOW..STRESS NO „L+SL 1668 PSI PURLIN DEPTH: 725 1N! ALLOYSTRESS (Fb) WWI ND 1929 IS SECTION MODULUS 13.14 IN.-3 ALL+�'rr.tiTRES.,{F5f15 QuI fiE�i 1 t�. 11 . SHEAR 456 LB! MOMENT OF INERTIA 47.6 1N."4 N MODULUS REQ. DL +SL 1113 I1`1.:3 AREA R EQUI RED (INS 179 102 l?jX. DEFLECTION OK OK USE --- ( 2XIB DF-I_ -*2 'WITH (3) f"I 0 SCREVfS E4_ END t WALL DIRT DESIGN SECTION PROPERTIES SPAN 16 FT. grade LOAD (011 ND) 35.3 LB'=3./FT. 2X6 2 ALLOW.STRESS Fb) 1933 PSi GIRT DEPTH: R5 1 N. SECTION MODULUS 7.56 1 N.-3 h: t a.: —e S i— 95 r .+a AREA -. h 025 . .—.r ti a :..ti _HEAR 282 LFS MO M E NT 0 F INERT1y 20., 1N. 4 SECTti:ki tiM1�lt t�t. :'Y- l 1�1 •' _ ,L.p ie_,N 3 i1r:_ii _ -.EQ. 7.0 N. v - 1'IAX. DEFLECTION 0NK USE ---> 1 2X6 IMF-lY2 WITH H (11) A 110 SCREWS EA_ ENS { Page C4 v'f 19/92 • 1 BIGFOOT EVERGREEN CALCS FND;WALL RAFTER SECTION ?Rfl1>FRT1F5 I=G:=iTI'f E MOMENT LENGTH 13 FF,. CANTILEVER LENGTH U FT. C6X3_2 STL_ CHANNEL POSITIVE LOAD 238 LBS./FT. SECTION MODULUS 4.3'a' IN.'3 (-i j) UNBR. LENGTH B FT. AREA L4 IN.'2 'i t 1NV STr 1_mot= FW PSI ME i t a ER S i t •`d �.+I`1� r'iiLLS'!,.Jt S4i�J 4t Uf 21600 rv1 MOMENT B� INERTIA' 13.1 tP?. Y ;-M) ALUJ1111._IT RESS Fb: 13736 PSI DL+'n--L POSITIVE MOMENT 502-' FT.-LBS. D L+SL i`EGATI VE MOMENT G FT.-LEE. DL+SL MAX.SHEAR 1547 LBS.. :At11- POSITIVE MOMENT Li ;:.-ivS. 'Al1IUD NEGATIVE fi•-113MENT 29,81 FT.-LBS. WIND MAX.SHEAR 917 LkB(S. USE C6X8_2 STL- CHANNEL ■rSTT 315—H �' HE ;T;aa i't���f� x��S'1� � �i� V LENGTH 1600 FT. "1'i t 4 T i i 1&00 FT. (L) 2:ti V t i U i'-.I Z Sy = 15.1 i t i.~3 DOORDOOR HEIGHT 1 � r5 I 2 -zX Ut „17 e. = 2 2 �. I-lil=Je.T i1�.'�Li t 1. �t� —r'i!J 3i=��e._.1f_� — —SJ.�In.13 MOMENT 1720 FT.-L Btu. v L:.3 .i'v 11 Lflfi MINIMINI sEPTH t ~:: CIEMBER5• 104 IN .11. 'Li 1 ! L L i iL LI•.� .r%- !1. Fb 1250.00 P;: END`?LL COLUMIN DESIGN SECTION PROPERTIES i NTEt'SA.iEDI TE COLUMNS O U NS R ,Al6X 1 2 !f'�ii�.i ti4�.�it�`�ff +1�`�.:'?_f T.._ 5S 1Jr`.it SECTION MODULUS 7.31 1N i R1iS.NY! (WI NW 12 FT. rStRt,-t 3.53 !:' COLUMN LENGTH 2135 FT.. RADIUS OF GYRATION 2.49 1 N. TRIB.AREA (UL + 30) 96 FT�+.'2- MOMENT OF INERTIA 22.1 Iil.`4 LOAD(Eff SL) 2736 LBS. FLANGE V01DT14 100 1N. OUTWARD MOMENT MIND)ND) 11474 FT.-LBS. rT 1.05 1 N. INSIDE FLANIGE I_N'E,R. LENGTH 12.0 FT. d/Af 138 1/1 N. _ILENDE RNES S RATIO 1008 OK Cc 126.1 Lr'r T 137 ;=iLLO'i's`. iMi-IL viTRr_yJ (, -JI) 12356 Le — 12 FT- ACT.ACT_AMAL STRESS (PSI) 71 OK Lu = 8.6 FT. ALL:+'i5,'. BENDING STRESS(PSI) 20653 riL.t. BLNsil1'aG_iTi-._33 (PSI)) 18836 sINAL UNIT':' 0.97 EQ. (F 1- Fly = 9039 psi DEFLECTION:IUP1 116 IN, t:y. tt 1 1—is) 1 tf — 15439 ps! USE ---> [W-6X12 Page CS 3119/92 • BIGFOOT EVERGREEN CAL CS CORNER COLUMINS SECTION PROPERTIES Tr B DT 1 1 y £ FT RY 2a 2X3 1 #1�1Li. 'i{I I H 4i'i}l�I�r� ,J f i. TiCi LL. �r4.tl !6 UNBRACEG LENGTH 2 FT. SECTION MODULUS 0.19 {t'*3 TRIB-AREA DL + SO 48 FT.-2 AREA 0.715 1N.` LOAD (DL +SL) 137,E LBS. RADIUS OF GYRATION O.62 1N. M riMENT ti,All N D-r 53 FE-LBS_ COLUMN YVE 2_44 L BS.,FT_ RATIO OK Cc 12i _10 h L�:h: AXI itii TRE33 927 i�SI 1'tLL�tii t'iii::iL 3tl1�ri•� 13 2•a i-�v ACT_AXIAL STRESS 1920 PSI OK ALLOW. L END1NO STRESS 3351 b PSI ACT. BEND!NO STRESS 3342 PSlI 0K USE ---> jLZX2Xj/6 I Rg SECTION PROPERTIES 1 NBRA ED LENGTH j SECTION MODULUS 11.05 it^• 1—{ Si�.,��Laf L=23131i �J ES.S/l liy i i'�I'I�L���S 1.•J� li•? s T1B.AREA (DL + SL) 42 FT.'2 AREA 1_ 4 11110 LOAD 1263 LBO_. RADIUS OF GYRATION 1.25 1N. �1��t 1i= T idiIP. `•'Z T 1 j``-N I T 6 i L� i�iLi#i i;ii 3i{�1�1 1�LLi Fi. � . '���L2�1�1'# 33 i_ rJ_�_!J Lt—'S.i'Fi. MOMENT OF I IERTIA 3.04 it#.--4 =E: 12&10 !ri:. 3TRE5 LC PSI 0lK �;�_T_rtr;3riL ,.1 4.L_a �..t _i{ �;� ALLOW. BENDING STRESS 30500 psi r!C . L1Y L-1NG STRESS 15120 PSI FIINAL UNITY 013 OK DEFLECTION 0.27 1N. 3 CONNECTIONS ROOF SHEATHING FASTEN TO F` R I1#S%;-,14 N 4110: i.:iLe'1S 9"O.C. VfALL SHEATH!MEG FASTEN TO GIRTSWITH * 1 ij SCREWS @ 9"O.C. PROOF PURL IN �,►,ECT '1 {ITH ) t i SC E E END CO 1#1#LLt ir5 t i ;�Jr t�� �LYh{'•Lj Li-!_ Li#i. QLL GI TS CON N ECT TV I T Hr 2 10 SCRETVS EA. EN RLae CB B,19/92 • BIGFOOT EVERGREEN CALCS BOLTED FR4ME CONNECTIONS QLTED FRAME PE.IK— SEE FRAME ANALYS33 RESULTS FOR leloME.HT .ALUES) DL + SNOW WIND LOAD BOLT TENSION LOAD (LBS j 12302 7556 -;r BOLTS IN TENISION GROUP 2 1 AREA OF t/4" DIA. B13L T 0.4418 0.441 B 1 N.`2 •ALLOW.TENSILE STRESS 20000. 26667 PSI 8-•T � � rnn Z •?Z �a Z .t 41 .TENT T LE STRESS = 1 392-3 1 r 103 PSI OK USE -----> 314 in- DIA- ASTM A-307 BOLTS l I UPPER, 2 LOWER BOLTED FRAME EAYE—(SEE FRAIT ANALYSIS RESULTS FOR MOMENT YALUES) DL + SNOV-1 Y!ND LOAD BOLT TENSION LOAD (LBS.) 16580 19616 A BOLTS I N TENSION GROUP Z 2 2 AREA OF 4" LIA. O i 0,44q8 0.4418 Il ALLOW.TENT LE STRESS 20000 26661 PSI R_T_TENT LE ST"•.L:v 18764 it f} f OK USE -----f �314 in_ Diet ASTIR A-307 EWLTS 2 OUTER, 2 1 HHER 314" DIJAM_ ANCHOR BOLT DESIGN NORMAL WT.CONCRETE NU-1B R OF ANCHOR BOLTS 2 STRENGTH MY 2500 psi I NS P Etea i d 4 REQUIRED? O ;. BOLT SPACING 6 1N. BOLT EMBEDMENT Its 7 t i y. ED E DIST ANCE 7 Its. P4 = 72484 LBS. Ve 07:- Vs = 382¢0 LBS. WIND ND UPLIFT :.l(LT.a 2►902 LBS. W I z D SHEAR (UL!LT.) 12605 LBS. (SEE U.S.C.SEC. 2624 GAL+Sa.IOV!SHEAR s ULT ? 14058 LBS. DL+SNO',8 U.B.C.SEC. 2624 UNITY: 0_32 ND U.S.C.SEC. 2624 UNITY: 0-47 OK FOR COMBINED STRESS USE -----> j2-314- DID_ AST11 A-307 BOLTS ! Pop C 7 3119/92 • UIGFOOT EVERGREEN CALCS LATERAL ORACI NO jASSUI"Ii NG (2) BAYS OF X--BRACI MG ROOF:END%-*!ALLS 11NSTALL "FLO-LGC I'VAC 250 BA"X-$RAC E AT INDICATED BAYS. A DEWALLS I NSTALL "FLO-LOC FWC 375 BA"X-BRACE:AtT I NDICATED BAYS. SEE X-BRACE AND END',,IHLL BRACE ANALYSIS FOR TENSION VALUES. FOOTING DESJGN CONCRETE STRENGTH ( ) 2500 pi h LL;S ' CGIL PRESSURE 1500 PSF NO:E: FOOT]NG 3FiAL L EXTEND BELOW +LUCAL FROST DEPTH_ C NSULT LOCAL BUILDING DEPhRTMENT FOR REQUIREMENTS- 3 1 D EWA L L CO%T NUOOS FOOTING DEPTH OF FTG. BELT BELTii GRADE 12 IN. (MIN.) OOTlNG WV1DrTN 15 it (put) ) FOOTING DEPTH 28 1 N. L 0 A D O IN FTG. 18516 LBS. FO TING AREA ?REQUIRED 16. T 2 DESIGN d 215 III. LENGTH ENG FTG. r:.'D DL S r LL:'�t�TI� rT�. F:L__ � __ �-�r1> 1i.9 �T. OK LENGTH FTG. REEVE, (UPLIFT) 15.0 FT. O ESTIMATED . M A T E D TOT i s 1 VOLUME 4 E pF t[ AND SLAB B t B S t��li'I�,�LL.i il�l'i�L II�LLIt'iL OF i I•�_.�{iI:!_iL�Li SST 1��.�1}� �� �Lv�. DEIGN WENT �P"1ub S0681 FT-L BS :i= 0.8 AREA OF S j STEEL 0.62 II°1.' (A.C.i. FLEXURE TABLES) AREA OF STL- PROMH USE -----# ^- 405 COST_GR_ 60 REINF ORCING ' QOF! AND BOTTOM (NO SHE4R 'REINF. REQ'O) As (GRADE 60) HAIRPIN = 0.15 IN.`2 USE --;x4 lAlRPI:M AROUND ANCHOR BOLTS Page Co 8119/92 BIGFOOT E;YERGREEN CALC;; CONCRETE STRENGTH M) 2500 psi :i L LOOM'.•si ii! P RtJS1isL tom:0{J iti! DEPTH OF FTC. BELOW GRADE 12 M. (INN.) LOADDCIN FTC. 1200D LEA Fri, 1NI R REQU1RED `'.1 FT.'"2 !TE ii��ivL7 1 Li••�i u_ DESIGN' a 11.E iN. LENGTH i fTG. ) t —•i FT. LENGTH FTC R`WD (1{isr LIFT) 11.5 FT. Slat IG- v l 11 T (flu): 'iT L•L• L"?�_:It,��, ;ltt!'11=1'�! ';s�•1��j� L_t_11� F{—LL-�t a— l.l,, AREA DF STEEL REM Q47 M-2 4A C.I. FLEXURE TABLES) USE -----> 2— -1`5 CONT. GR. 60 REINFORCING � JOP AND BOTTOMTHRUST @ BASE: 1 (NO SHEAR REIM- REWD) 4848 nr• .A3 (GRADE 617) HAIRPIN = 0.15 1N."2 USE -;;�4 HAIRPIN AROUND ANCHOR BOLTS ! page i a 8119192 7 qGF O, EVERGREEN CALLS CONCRETE STRENGTH KW 2500 pni . ALLOW SOIL PRESSURE 1500 PS F ENDWALL (O■TINUOUS FOOTING DEPTH OF FTG. BED W GRADE 12 IN. (M|*) DESIGN SOILPRESSURE 1350 PSF FOOD NG� g|DT H 121k OTIN DEPTH 12 |y (M|y) ADO N G. 2736 LBS. FOC | 6R R q pED ' LEI 22 DEIGN d 81* LENGTH FT G. R 9(DL+SN) 30 FT. OK LENGTH FTG. RLG$ (UPLIFT) 8.9 F. OK DEIGNF IMENTCK : 3558 `-LE 8= 0.24 AREA OF VEEL RE. M131 V2 {A2]. FLEXURE TABL ) AREA OF STD PROVIDE) | EL20 I V2 |GK USE -----> -,"4(O■T_ GRADE EO REI NFRE1116 iTOF' AND BOTTOM | 7 C10 8/19192 (S \/|TH |2' FREEHANGSHEDONESIDE INPUT: 5PSFDE4DL0AD, 25PSFSNO\/ LOAD, 16' FR4l'1ESPONC|NG ^ PAGE F FRAMEMACfi}e: *M50.|6(\6)[12F'H4NG]0L+SL; Last modified at4 1318PMooMon, Aug 17/ 1992 Above each 1*ad are the magnitudes inlh, lbht, and lb-ft. . 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L »R x=32.12,Y= 17a2R. a&iz unresirained. .lloadf m7m+u applied ont13node. � 52 | � | mktl :ys: ;• � | 5 | 6=fro.m,mmkwdg gG: 6e #at To the right kD rds Counterclockwise ah i?! % % +9 -1303 O 14 6 -1576 64 ?7 -5333 9 / ! / � ' - "RAM[0(48R API(SL+0L)W ITH 12'FR[[H4NC,SHED ONE S0E vroroc*n LOAD,ze ror ONOW LOAD, Io'rnAV-Icor*nINo FACE F FRAME MAC file: *M5O.16(16)[12F'HANG0L+SL;Last modified at41318PMon Mon, Aug 17^ 1992 Nodenumber:52. Location: X=4962,Y= 1847ft. Node-isunrestrained. No loads currently applied on this node. 54 67 50 ' Connected elements: \ Loads 0000ec-tedelements: 53 Node-at Tri the right Up-wards Counferc-lockv.,ise other end I lb ib-ft 50 31840 -9735 2087 54 -2279 -9199 -61 67 ' -11256 -8749 -190 65 -14964 2526 -1835 53 -3339 25157 U . . A!I DIAGRAM(SL ) VITH 12'FREEHANG SHED ONESDE INPUT: S?*ff DEAD ,:P F ONOW LOAD, !e AHE C-PACINO PAGE Fjisi— AE MAC me: *513.160 [12F'HAG&LSL;aa modified at4]3]8P4m MoR Aug |71 2 Node number:34. I %n: x=27.56,Y=26.54§. Node is unrestrained. Loads c Tam applied on thisnode(bl ,lbt$_ e,M=or n§: Tj ,Gr mm F32 Ma .O Mac C mmelements: _ __� k Gas.m mmeak mm2: 3244 3 Node at To he rym lywards Counterclockwise Wer end % % .a 33 -7S -540 13 31 16905 3965 1 3 ` 16225 3885 O 32 21 d am 1 O O 'FRAP-IE DIAGRAM(S-,L+DL)'YlTH 12'F9-'.EEHANG SHED Or-4E,;-,.IDE !INFUT: 5 PSF DEAD LOAD,25 P5F SNOV LOAD, 16'FRAME SPACMG PAGE F11 6 FRAPVIAC- file: -'1150A 606)[12 IF'HAf,4G]DL+SL-.Last modified at 413:18 PPI on Mon Aug ,7, 1992 N-c-d9r!1jn-,k-;r-.:-767-6. Loation: X=27.-%- ,Y=23--.96f*. Node iz unrestrained. A .ds currently applied on this node. Z44 | . Connected elements: 32 35 Loads frorn conner;ted eler-nents: Node at To the right Up-%vards Counterclo&--viise odor and lb I I-ft 34 76 5540 -58 32 02025 -2620 58 35 11948 -27 V9 0 � FRAME DIAGRAM (WND) \/|TH 12' FREEHAN8 SHED ONE SCE D EXPOSUR C FRAM[ SPAC|NG ` | PAGE | FRAME MAC file: *M5U.16(|6)[12FY14NG]\/|NDq Last modiMedat4:34:34PMonMun, Aug 17, 1992 hbove each load are the magnitud*sin lb, lb/ft, and lb-ft. , Next to each support are roaot1ons in |band lb-ft. Positive reaotions and deformations are to the right, up\/ards, and Ciounter-olook`xise. J. F., gy "M I I i .. 45 14 1-117 | | 75 04, r r IC RfY= -39O Kr!= -lUd4/ � � ' ~ ~FR4HE0|AGR.AH('d IND)W ITI-I 12'FREEH ANG SHED(vE S IDE iNror roIll"nWmm rn*t'-Icmr�omm PAGE FRAME MAC fi�: *M5016(16Ji12F^HAN8yd IN0.:Last modified ot43434PMon Mori, Auq17' 1992 Node numhcr:65. Looatioo: X=5212,Y= 17.82ft. Node isunrestrained. ` No loads currently applied on this node. 66 52 | Cooneotedefemeuts: -� 53 | Loadsf�om000neotedelements: 64 Node-at To the Hitt Up--ward�:.: Counterclockwise lb 53 -769 -1068 0 52 -9939 1791 987 64 ' -iO3 2646 O 66 10811 -3369 -987 - `FRAME DIAGRAM(WIND)'WITH 12'FREEH ANG SHED ONE SIDE INPUT: 70 i 1I`H`rr IND,Er P SURE ` ,' 16'FRAME 3PACIf IG PACE WOW FRAME t 1AG file: *M50.16(16)52 F'HA1`G]VIND;Last modified at 4:34:34 PM on Mon, Aug 17, 1992 N•_je numb g:52. L oa#i on: X=4'i Y 2,Y= 18 A7 R. Node i_unrestrained. No leads currently applied on this node. ;mod 67 1 J 50 1 1 Connected elennerts_. ! _ 65 Loa.. ,r r,wrineoted eier,i_.:ts: 53 Node at To the right Up-t arils %ounterclop :,ise ltr}ar 4nd 1 1 lh-tt 50 -17765 5355 -1086 54 1!83 4371 23 67 5166 3587 618 65 9909 -1791 995 53 ,577 -7 925 •1 JJ 1..!{1 1 1 .J *RA E a RAIA mm WITH 12'EEH G SHED ONE SIED INPUT: .MPH ymm, '\ 16'FRAMESPAGINO P ACE y 3 FRAME MAC me: « 0 i6 0 D 2 F g ANG1V aD;Last mkmk at 4 34 34 PM on Mon, Au g17, 1992 , Node mr er: . L.#n: x=27.56,Y=26.54#. deaunrestrained. . ! Loads currently applied on this node bl l t$=7m,M 99: Type: mw F 3 Mmm q\ O ' s . 2 -350 ! 7. ): — � , | . mm@d elements: _- — 3 . � 36 . Loads Tornconnected Q mG: 323335 Node at T the right 1p'rds C er A se akr end lb lb lL 9 1574 95 31 -6 r 6 2 6 =8 3 ' 6266 -1493 O 32 3 1055 2 35 T r \ . " `S A E 2 R 1 m%%9EHITF EHAING SHED ONESIDE ir T. 70 wr 9I§r r%o m r A_ io FEY ��O ,� A E M m@: *H50. 6 t B 2 F HA|Gl,� qD;ads mkmk at 4 34 34 PM on Mon. Aug17. 1 2 de mn er: . Lo m n: X=27.56,Y=23.96ft. Rode is unrestrained. No: m7& applied onthsnode. 34 . | Connected r»3: Loads* connected elements: . Node 2 To+@right Up-wards 2&gGo ae other end % % % 34 =4 -1574 96 1 A 119 723 § ' •' ROOF BRACE ANALYSIS 942UT: VIND-,70 MPH,EXP.'C', 16'BAY PAGE WLS- FRAME MAC file: 50.16 ROOF 06'BAY);Last modified at 12:11:27 PM on Fri,Mar 22, 1991 Displayed on each element is:Max.torsion in units of lb. Above each load are the magnitudes in lb,lb/ft,and lb-ft. Next to each support are reactions in lb and lb-ft. Positive reactions and deformations are to the right,upwards,and counter-clockwise. FX=1055 RfX=-483&8 0 4947 FX= 440 -- 0 7 0 1 1 3176 FX= 705 Z 0 i 7 0 31 6 13 FX= 440 0 494 FX= 055 RfX=-4847 RfY=0 � •" SDEWALL X-BRACE ANALYSIS RRUT:WIND-70 MPH,'C'OUVWK, 16'BAY PAGE Via - FRAME MAC file: 50.16.SUWALL(16'BAY);Last modified at 12:16:41 PM on Fri,Mar 22, 1991 Displ"ed on each element is:Max.tension in units of lb. Above each load are the magnitudes in lb,iblft,and lb-ft. Next to each support are reactions in lb and b-ft. Positive reactions and deformations are to the right,upwards,and counter-cloolcwise. FX=4848 .I-- .........�0------------- ■4 -r : t 0 0 RfX=-4848 RfX=0 RfY=-4848 . RfY=4848 .3 ..,D..ALL.. $RACE ANALYSIS INPUT: 70 MPH WIND,E7^:P45URE_V, i6'FRAHE 5PACINO PAGE w_( FRAME MAC file: 50.16(16)ENDVALL;Last modified at 3:08:06 PM on Tue,May 5, 1992 Displayed on each element is:Marc.tension in units of lb. Above each load are the magnitudes in lb,lb-ft,and lb-ft. Next to each support are reactions in lb and lb-ft. Positive reactions and deformations are to the right,upwards,and counter-clockwise. FdX=-27 FdX=21 FdY=-109 FdY=-84 8 FdX=27 FdX=21 Fd`f=-109 :;:::; = _..Q FdY=-84 7 9 10 8.1 .d =100 i27 X-63 1~`fY RfX=8 RtX=-6 RfX=-1310 RfX=- 4 Rtl 1 RtY=-iS26 2 RfY=-12?5 3 Rtl'=-2699 RfY= 1 5 err r.7 r.Ft