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COM-18-0003 Permit
Commercial - Miscellaneous4 :Frie:I"I#E.E.I.EAK.9 301 N 3RD AVE P.O. BOX 608 RIDGEFIELD, WA 98642 Phone: (360) 887-2507 FAX: www.ridgefield.us Project Information Permit Type Commercial - Miscellaneous Site Address 7075 S 5TH ST. Project Description SHED FOR FLOWSERVE PROJECT Names Associated with this Project Type Name Applicant Team Construction, Llc Contractor Team Construction, Llc Owner Idv Development Services, Llc Contractor Team Construction, Llc Contractor Team Construction, Llc Fixtures Contact Phone # 360-699-1477 360-699-1477 360-699-1477 360-699-1477 Permit # Project Name Parcel # License Type COM-18-0003 215444002 License # WA ST TEAMCCL941 RE CONTRACTOR RIDGEFIELD BUS LIC 00344 Project Details U VB Utility, miscellaneous Exp Date 12/05/2018 04/10/2018 1,100 SQFT This permit becomes null and void if work or construction is not commenced within 180 days, or construction is suspended or abandoned for 180 days at any time after work is commenced. I hereby certify that I have examined this application and know the same to be true and correct. All provisions of laws and ordinance governing this type of work will be compiled with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or performance of construction. Print Name Signature 11\Kc.Date 1-15 lit Date Issued: 02/09/2018 Issued By: Date Expires: 08/08/2018 INSPECTION RECORD CARD I Call (360) 887-8610 for Inspections 1 IDV DEVELOPMENT SERVICES, LLC / Team Construction, LLC Permit No: COM-18-0003 Owner/Contractor: Bldg. Address: 7075 S 5TH ST. Setback Footing Foundation Reinforced Steel Groundwork Plumbing Foundation/Slab Insulation Footing Drains Lawn Sprinkler PosUBeam Joist Floor Insulation Wall Insulation Vaulted Ceilings Insulation Ceiling/Attic Insulation Rough Sidewalk Rough Driveway Radon Plumbing Fixtures Gas Piping Heating/Vent Building Drainage/Storm Sewer Fire Sprinklers Hydrants Signs APP. BY APP. BY APP. BY APP. BY APP. BY DATE DATE DATE DATE DATE 1 1 0 ,/ F.1 ZONING, SETBACKS, FOUNDATION INSPECTOR'S NOTES APP. BY UTILITIS / UNDERGROUND INSPECTOR'S NOTES ROUGH INSPECTIONS INSPECTOR'S NOTES MISCELLANEOUS INSPECTIONS INSPECTOR'S NOTES FINISHED INSPECTIONS INSPECTOR'S NOTES APP. BY APP. BY APP. BY APP. BY Post This side* UP Electrical (360)902-6350 Health Dept (360)397-8437 Fire Marshall (360)397-2186 CRWWD (360)993-8836 Public Works Water (360)887-8251 DATE DATE DATE DATE DATE *** OCCUPANCY PERMIT REQURED TO OCCUPY BUILDING *** This card shall be maintained in a conspicuous place on the job. Please call for all inspections. Inspections will be made the following work day. NOTICE - Approved building plans required on job site at time of each and every inspection NOTE - If work is not marked approved, make corrections noted under remarks or corrections notice and call for another inspection before continuing work. Permit expires by limitation 180 days from date of permit if construction is not yet started Public Works - Water Footing - Mobile Blocking - Mobile Tie Downs - Mobile Bond Beams Water Sewer Low Point Roof Drains Rough Plumbing Shower Pan Heating Vent Gas Piping Chimney Steel Framing Roof Sheathing Shear Walls Sheetrock Ceiling Grid Landscaping Fencing Paving StripIng Decks/Landings Skirting Driveway/Approach Sidewalks Date Fire Marsi*all Date44 /«3)46) j 9, Job Completed - Builaing Department Date AP 0 0 0 U 0 0 u 0 0 SET FTG FND STL MFT MBL TIE BNB MIS CO PI 00 UU 00 00 00 1U 00 UU AP 0 0 0 U U 0 0 U INSPECTION RE TYPE OF INSPECTION 11/1_ - ADDRESS 156 la 5561 OWNER/CONTRACTOR PHONE 34> 963- 6394 PROJECT NAME AP 1 /LIST O CO SET O #PBJ U#FRM GCP IFS UDS FTD WAS SEW INF RFD CO PI 00 00 00 00 00 00 00 00 AP 0 U 0 U 0 0 0 u U 0 PBJ FLI IEW VTI ICA DSS IRS RFI SWL WDS CO PI U 0 0U UO 00 00 0U 00 U 0 00 0U - /8- COGS> QUEST & RESULTS DATE TIME SORAPERMIT / ACTIVITY # ..5%4 FILE/PROJECT AP <D ERC O CO U PI U#INS 0#FNI U# AP 0 U 0 0 0 U U 0 0 U CO PI RPB 00 RTS OU RHV 0 0 RGP 00 CHM 0 0 FRM 0 0 RRS 00 SHW 0 0 SRN 00 CGR 00 1 U 0 0 0 AP 0 0 0 FPF FGP FHV FBD JBC FDS OCC FRS HYD SGN AP U SITE DRAINAGE O SEE CONDITIONS #1 U ROAD APPROACH 0 #2 O INFORMATION ONLY COMMENTS INSPECTOR , 1 CO PI 0U UO 00 00 U 0 00 U0 00 00 00 TIME AP 0 0 0 0 0 0 0 U 0 CO PI TRF UO LDS 00 FEN UU PAV OU STRM U U DLS UO SKR 00 FDA UU SWK 0 0 AP 0 SET O FTG 0 F 0 STL 0 M 0 M U TIE 0 B 0 MIS AP O SITE 1 COMMENTS GCP IFS UDS FTD WAS SEW INF RFD AP U U 0 0 0 0 0 0 INSPECTION REQUEST & RESULTS (#-0*D NI Ni 5 - EA TYPE OF INSPECTION BRM SNL DATE ADDRESS -767 5 5 3- S f-TIME OWNER/CONTRACTOR PERMIT / ACTIVITY #(50 M -)8 -6 66 3 PHONE FILE/PROJECT PROJECT NAME P AA Ct /1 RK.lj /,Al 5 E-,c v AP /DRC 0 CO 0 PI 1 AP O /LIST 0 CO SET 0 #PBJ 0#FRM INS 0#FNI 0# CO PI UU 00 loO UU lou .00 00 , 0 0 00 DRAINA AP U 0 0 0 0 0 0 GE CO PI 00 00 0U UU 0U UU UO U 0 A 0 SEE COlyDITIONS INSPECTOR- M PBJ FLI IEW VTI ICA DSS IRS RFI SWL WDS j-h N16°ADA <:ZLK CO PI 00 0J 0U UU 00 00 00 00 00 UO AP 01 0 U 0 0 1 LI 0 0 0 RPB RTS RHV RGP CHM FRM RRS SHW SRN CGR CO PI UU 00 0U UO 00 00 00 00 00 U0 AP 0 0 0 0 0 0 0 FPF FGP FHV FBD JBC FDS OCC FRS HYD SGN PROACti #1 0 INFORMATION ONLY 4£21 ; .la \0 , e CO PI UO 10 U 0 00 00 00 0U 00 00 U0 DATE 3 -9 -) 80 TIME AP 0 0 0 0 0 U 0 0 0 CO PI TRF 00 LDS 01 FEN OU PAV 00 STRM 0 0 DLS JO SKR 00 FDA UO SWK 0 1 Commercial - Miscellaneous 301 N 3RD AVE P.O. BOX 608 RIDGEFIELD, WA 98642 Phone: (360) 887-2507 FAX: www.ridgefield.us Project Information Permit Type Commercial - Miscellaneous Site Address 7075 S 5TH ST. Project Description SHED FOR FLOWSERVE PROJECT Names Associated with this Project Type Name Contact Applicant Team Construction, Llc Contractor Team Construction, Llc Owner Idv Development Services, Llc Contractor Team Construction, Llc Contractor Team Construction, Llc Fixtures Phone # 360-699-1477 360-699-1477 360-699-1477 360-699-1477 Permit # Project Name Parcel # License Type COM-18-0003 215444002 License # WA ST TEAMCCL941 RE CONTRACTOR RIDGEFIELD BUS LIC 00344 Project Details U VB Utility, miscellaneous Exp Date 12/05/2018 04/10/2018 1,100 SQFT This permit becomes null and void if work or construction is not commenced within 180 days, or construction is suspended or abandoned for 180 days at any time after work is commenced. I hereby certify that I have examined this application and know the same to be true and correct. All provisions of laws and ordinance governing this type of work will be compiled with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or performance of construction. Print Name Signature )iz-*_ 4{+Lo H. F.€-3 Date 2-< T /8 Date Issued: 02/09/2018 Issued By: Date Expires: 08/08/2018 CONSTRUCTION PERMIT APPLICATION 230 Pioneer Street / PO Box 60815GENELRidgefield, WA 98642 Tel: (360) 887-3557 / Fax: (360) 887-0861 www. ci.ridgefield.wa.us APPLICATION INFORMATION AS APPLICABLE OWNER: 3 Check box if contact Name IDV Development Services, LLC Address 10375 Richmond Ave, Suite 1415 City State, ZIP Houston, TX 77042 832-500-5202Phone Fax APPLICANT: 0 Check box if contact TEAM ConstructionName Email jcoulter@idvllc. net OFFICE USE ONLY FILE # /Dljl - jr- OlD 43 FILE NAMES RECEIVED FEB 0 2 2018 RECEIVED BYCity of Rldgefield Community Development FEE PAID DATE SUBMITTED 4201 NE 66th Ave, Suite 105 Vancouver, WA 98661AddressCity, State, ZIP 360-699-1477 360-699-1454PhoneFax Email Rdooley@teamconstruction.com CONTRACTOR: 0 Check box if contact TEAM ConstructionName Address 4201 NE 66th Ave, Suite 105 City, State, ZIP Vancouver, WA 98661 360-699-1477 360-699-1454PhoneFax Email Rdooley@teamconstruction.com TEAMCCL941 RE 12/1/2018Contractors License #Exp. Date 6922 (0344 0,1\ 1 04/10/2018City Business License #Exp. Date CERTIFIED EROSION CONTROL PERSON: Ryan DESCRIPTION OF WORK: , -1 FYV€, 3**t 6 1- PROPERTY INFORMATION (REQUIRED) lA union ridge phase 2 W one short plat Site Address 7075 South 5th St, Ridgefield, WA 98642 Subdivision & Lot Parcel # Permit type 9 Building O Plumbing O Mechanical O Other Application type 0 Value of proposed work $ Residential 0 New 0 Addition 0 Remodel 75,000 I Commercial 1 New Addition 0 Tenant Improvement Value of existing building $ 215444002 Type(s) of construction: Building Occupancy use(s): ShedType: Type: Type: Sq.Ft. Sq.Ft. Sq.Ft. 1100 Utilities 1 Public water/meter size 2" 0 Private well 0 Public Sewer 0 Septic system Type of heat 0 Electric 0 Gas 0 Other Indicate square footage proposed floor area 0 1100 0FinishedSq. Ft.Unfinished Sq.Ft.TOTAL EXISTING 0 0 1100Decks/covd. patio Sq.Ft Garage Sq.Ft.TOTAL PROPOSED 0 0Number of bathrooms Number of bedrooms Plumbing fixture c Bath tub Lavatory Shower Water closet Kitchen sink Service sink Grease trap Wash tray Urinal Sump pump Trailer trap Fountain drain ount (indicate number of each) Dishwasher Water softener Auto washer Electric water heater Hose bibs Alternative water Alternative waste Rela)r sewer Car wash sump Bar sink Glass washer Water connection Ice rnachine Glass fill station Gas pipe system Gas water heater Swimming pool Coffee maker Drinking fountain Dental Lavatory Floor drain Floor sink Other 1 1 Sq.Ft. Sq.Ft. Area drain Roof drain Refrigerator drain Processing equipment drain Aspirator Septic tank Dry well Drain field Garbage disposal unit Dental chair X-ray tank TOTAL Construction Permit Application 2 , Mechanical fixture count (indicate number of each) Air hand.<10,000CFM Boiler or compr. >50hp Air hand.>10,000CFM Cooling unit Appliances Ducts Appliance Ventilation Evap. cooler Boiler or compr. <3hp Furnace Floor Boiler or compr. 3-15hp Furnace < 100Ok BTU Boiler or compr. 15-30hp Furnace > 100Ok BTU Boiler or Comp. 30-50 HP Gas piping Heat Pump/AC 0-3 Heat Pump/AC 3-15 Heat Pump/AC 15-30 Heat Pump/AC 30-50 Heat Pump/AC >50 Heater Incinerator Commercial Incinerator Residential 0 Vent Fan w/duct Hood w/mech. exhaust Ventilation system Wood/Pellet/ Gas Stove Insert Wood/Pellet/Gas Stove Free Standing Other TOTAL By aflixing my signature hereto. I certify under penalty ofperjury that the informationfurnished herein is true and correct to the best of my knowledge and that 1 am the owner of the premises where the work is to be performed or am acting as the owner's authorized agent. Ifurther agree to hold harmless the City as to any claim (including costs, expenses and attorney'sfees incurred in investigation of such claim) which may be made by any person, including the undersigned, an filed against the City, but only where such claim arises out of the reliance of the City, including its officers and employees, upon the accuracy of the information provided to the City as a part of this application. Ihe building ofcial may, in writing, suspend or revoke a permit issued under the provisions of this code whenever a permit is issued in error or on the basis ofincorrect information supplied, or in violation of any ordin_gllce or regulation or any of the provisions of this code. Signature of Owner/Authorized Agent Date 2- (-IT (Original signature required) Construction Permit Application 3 00 R/\.{S - 0003 -- --j1 --------------11 1CONSTRUCTION NOTESGF Ez =-- ' 2EESEfTeEM6.--%L-/-.-.-/-.-- - / HYDRANT ADJUST TO 17+7062(2550' RT) /\ REMOVE EXTG BO ASS'Y AND CONNECT TO EXTG W/ RE[)UCER 45· ELBOW / FS S. 5TH STREET (14,8'(W) W# 8" MJ 45' BEND WirrB lin' i .* '. '*' 9E -fill 8' MJ 45" BEND W/MJ RESTRAINTS tr $1,1 9 ---Ur an, a*c- ,r -n -- STD FIRE HYD ASSEMBLY PER COR STD DETAIL W-2 1 --Sad---- --27.--/ MA 6 LF 6' DI CL-52(W) \84 LF 8' SD S=0 0344 ?bc 1 \272--\= 69458.r-1 6- FLGxMJ GATE VALVE 8" MJ€ FLG TEE 4 / 1Lfr 2. \0 0 (2) GUARD POST COR STD DETAIL W.2 9 1 41 8/,1 \RDA »7-5-/ B ,-15243 , nri \ DRAIN BASIN 1 tf* I I . 2*3*G) 81(6. FLG TEE1 kkiL t RIM 271 76 CONECT TO D S 8· IE 271 03 OUT QD W 269.12 OUT (S)8- FLGKMJ ADAPTER W/MJ RESTRAINTS 8· IE 26815*1 (d11 (2) 8" FLGxMJ GATE VALVE W/MJ RESTRAINTS BE » SOUT<*8 <19 NYLOPLAST BASIN 1 49 1-FBSD -23 LF 6-SKY Scale V = 30 6" FLGxMJ GATE VALVE W/MJ RESTRAINTS/ \\\f.WITH DOMED GRATE %* .7.0 15 30 60 6.. MIl -9, 1 +SEE DETAIL SHEET CO15 RD 2 | CONNCT TO DS \4 SY 01)15 \m 0 6' MJ 90' BEND W/MJ RESTRAINTSr IE 2* 87 IN (N) 0% /F 3'.tr.fr.- -1 ?€ - 3- I , -UZZ-=- ff* » 8• IE 268 87 OUT (S)\ 1 1 ''E. 4.4 - 4 it PERIMETER FOOTING DRAIN DRAIN BASIN 2" WATER SERVICE PER COR STD DET V+1 3 :3 272»71___- - - -OFeRDINATEWITH--- - - -.*..&h ,illimmn r,e ge ourm:4 STRUCTURAL PLANS 50 LFESD '1 ,0 0 $ 1 +\ 7 3'MJ 45 BEND 0 ·r·H•, I !-4 (TYP)-53,61,4/-----4UNill| 16' NYLOPIA*$**N .' W/15· GRATE -r:r MJ 225' BEND 14<f.ESEEDETAR:SHm*:15 l.S /p * 5... #/I . .1 t:.SEE SHEET 0010 FOR UTILITY PROFILE RD 3 J1 \CONNECT TO D S 32 P 'r· #* $8• IE 268 62 IN (N) 1 Si \ \\, \ 11-]%\ A' rs'f' c -' A u' , SEE SHEET 0017 FOR ON-SITE LIGHT DETAILSIll= 8" 8· IE 268 62 OUT (S)O-ht# 3, we,42 1.Fr so',<'®CONNECT TO EXTG 8" WATER 'C-.1 SO «**N)vIT t.f#39 LF r SD --€r RIM270.74 17 -----1- 8" FLGx SIDE MJ TEE W/TB8•IT 268 fqWL alyv a M /4. -PERIMETER FOOTING DRAIN 'UE,O.OBU- 17'E,267.70 9WFC?) 8" FLGxMJ ADAPTER ,\ i \\31 j j 15: 1 11 2 5 / COORDINATE WITH t 8" FLG X 3" MJ REDUCER W/TB STRUCTURAL PLANS \P' 0*+4* f R04(TYP)-rS· <93'3" MJ 45' BEND W/TB '. Stf */ 17% ·rf ' i ill \i j \...P UN,ON B CONNECT TO D S\ 66 ,1 $L 8• IE 268 43 IN (N)®8"x6" MJ REDUCER SEE RESTRAINT TABLE t 8' IE 26843 OUT (E)t SD CB 1i mi , ; 1-4 E -4.95 2 RIM 270.27 RD 55H 1 {' 6" MJ GATE VALVE W/MJ RESTRAINTS 1 f 8• IE 266 40 OUT (S)CONNECT TO D S 42 L ESD STD FIRE HYD ASS'Y8· IE 268 31 IN (W)-* PROPOSED CONTOUR 4'x4'x4" CONC PAD 8· IE 268 31 OUT (E)BYP)RESTRAIN ALL JOINTS TO REDUCER f PROPOSED RD 6 CONNECT TO D S 1 U 1,9jiAS[: S'8 BUILDING "8• IE 270 33 OUT (E) STD FIRE HYD ASS'YFF 274.00 I 4 'BSD 4'x4'x4' CONC PAD &, "1'I}'SPH. .RD 7' \ ' '1224 '17 LF 6" DI CL-52(W) CONNECT TO D S 6" MJxFLG TAPPING VALVE8· IE 270 33 OUT (E).t SD MH C 16"€ FLG TAPPING SLEEVE WITB t TO MANHOLE 17 LF 6" DI Ct 52(Ve / RIM 273 99 RESTRAIN ALL JOINTS LF 12'SD tr IE 267 05 IN (N) SS CO 1 (TWO WAY)DCVA FOR FIRE 8' IE 267 18 IN 041) STD BO ASS'Y PER COR STD DET W-26 WATER MAINRIM 273 98 TO BE LOCATED 1r IE 266 86 OUT (S) DCVA FOR WATER SERVICE W IE 268 65 OUT (S)IN BUILDING SEE TO BE EXTENDED AND CONNECTED TO HINTON \\TO BE LOCATED IN BUILDING SEE DETAIL SHEET C025 MECHANICAL PLANS 1-1/2" PVC SCH 40 FORCE MAIN INDUSTRIAL BINDING SITE PLAN, LOT C DURING SEE MECHANICAL PLANS S[) CB 5 RIM 269 95 ROIUWATER CONSTRUCTION OF LOT 1 B 1 \95-EF-8,017 / WKTER SEHVICE SEPARATOR 1 RISTRANLL JOINTS SEE SHEET C022 FOR CITY OF RIDGEFIELD STANDARD CONNE TTO EXrG SO STUB 'i 12 --1ur 30· ADS DRAIN BASIN WITH FLAT GRATE WATER DETAILSr/ GRATE 274 004RDB6 4, 1 ·LITTLEE GIANT CS-SS SERIES - 1/3 HP· TO -a·so 0/0,0 3 5 CONNECT TOD S OR APPD EQUAL INSERTED INTO 30·SEE SHEET C024 FOR CLARK REGIONAL WASTE WATER 1 - - FIE 268026}UT(E), 42 LFLS[) 2 DRAIN BASIN DISTRICT STANDARD DETAILS R DIFFERENT IE NO-NFY m 37 LF 1r CONTRACTOR TO PROVIDE POWER%\-0,001 . \SSMH 4 (MON[TORINGH)TYPE 3 . v\A \1 0 BLFW RIM 272 97 SEE SHEET C012 FOR FIRE LANE SIGNING AND STRIPING1 \,Ist*34 pvcCWr:..--r}F·P#*OA·lu.(')C.PIPE CONNECTIONS TO ALL INLETS WEE BE MAT AT A 90- SANCTARY GERVC SOMH D 3AMBSM07:11 vt 101f 1 r IE 267,28 OUT - \ 0•12248040UT{W) . '.'2 16\2 DEGREE ANGLE .E 6 \RIM 273 390 :7 ' ' .. r %26511 IN-(E) , 4 ' r IE 26520 IN (N) , - 'A. e 5 00111113 12)E 264300UTOm In r (!6 1 4+30 36 (250' LT)-6 RECEIVED4+00 / INSTALL 2*4 MARKER CONNECT TO EXTG 54 STUB \\Vrwrl,Projects\71000\71000·710ge\71026 UnlinRIdgolot,AOvi\CAD\Work\Sheets;71025_(009 *I,g Je,FB A,Towsmlm 612,20171·53 17 PM PER PUMP SPECIFICATIONS SEE DETAILS SHEET C016 1 WANSIOE QROP .NIHSVM 'alal=139alkl:10 *110 3H1 NI 031V001 311RIM 272 25 '25.1 --4-AL -L- I8•1£256 56 r 1528264 IN (ES) - 4 '(400£I,#BSLP)4930344*-ij<4*-x--AJ f -\UPON MOBILIZATION CONTRACTOR TO LOCA1 \8• E 25664OUT{W)/-4-k-3 4+30 36 (2 50 RT)FEB n 2 2018/4 SSE DETAIL BHEET 6016 . -Z AND VERIFY IE NOTIFY ENGINEER AND CRWWD I DIFFERENT MATCH AND \ APPROX LOCATION , MAINTAIN PIPE MATERIAL OF GAS LINE AND SLOPE 39alk! 1 3+02 95 (265 LT) fi20RDRKER UTILITY CROSSING SCHEDULE .SDMHA 27 LF 6· SS PVC D3034- 34351 (250' LT)-ED CE: 3 (GIBSON)4& 6=0 0200 - RIM 27111 8" WATER INVERT 266.1093+0384 (250' RT)SD MH B (BY OTHERS}SS CO 3 ' of Aitgefaki Community Development 12-STORM CROWN 264.90 PRIOR TO CONSTRUCTION C*TRACTR CONTRACTOR TO NOT PROCEED WITH TO PERFORM ATV INSPECTION OFTHE *STING \\$ 4 9 4 'IE 245430UT(W) 4. . , 4·IE 265,P OVT (SE)SSC04 PIPE TO CONFIRM PIPE SLOPE AND CONCTION 8" WATER INVERT 265.98 62 8 8" SANITARY CROWN 257.17 0 21 39 LF e86 ' e*r CENTERLINE Water Pipe Fittings MEGALUG Restrained Joint Lengths LL CONSTRUCTION WITHOUT DIRECTION FRO)X 0V CRVMID \\ \*BD (:64 ¤mBON)7 LFE 2+3699 (218' RT)3 8"SANITARY INVERT 268.52 SSC02 8" STORM CROV 267 55 24122**)'J 6 60 OP\_.1. ._L.8-DI /S.Ple (8•)C81 6" WATER INVERT 271 501+8786 (238' LT)1 blv:* 2/4/;4'/\ 2>·SL*/ CONNECT TO 12 SD f /4 11L 8" STORM CROWN 268.37 0®E===3 *7,r \ UTILITY NOTES *z 8" WATER INVERT 269.582 ALL STORM MAINS ARE PRIVATE THE STORM MAIN THAT LIES IN BLOW OFF ASS'Y 8• MJ 45' BEND e MJ 90' BEND 8")(6·' TEE \12" STORM CROWN 267.49 RESTRAINED RESTRAINED RESTRAINED RESTRAINED nan4JOINT LENGTHS JOINT LENGTHS JOINT LENGTHS JOINT LENGTHSTHE 15' UTILITY EASEMENT TO LOT 18 IS SHARED BETWEEN LOTS lAAND 18 LOTS 1 A AND 1 B SHALL BOTH BE RESPONSIBLE \\1 FOR THE MAINTENANCE OF THIS STORM MAIN DESIGNED 1+3700 [168' RT)JBA SS MH 1 DRAWN BY THE SANITARY LATERAL EXTENDED TO LOT 18 WITHIN THE 15'UPON MOBILIZATION Cr)c=Ztl= (67 CAD UTILITY EASEMENT IS FOR LOT l B USE ONLY AND WILL BE CONTRACTOR TO LOCATEE MAINTAINED BY LOT 18 CHECKED AND VERIFY IE NOTIFY 8,6' MJ REDUCER 6· MJ 90' BEND MPW ENGINEER AND CRWWD40 \RESTRAINED RESTRAINED SCALEZIFDIFFERENTJOINT LENGTHS JOINT LENGTHS H 1"=30THE WATER MAIN EXTENDED TO LOT 18 IS PUBL IC LOT 1 B WILL CONNECT TO EXTG SD STUB V N/A BE REQUIRED TO EXTEND THE PUBLIC MAIN WITHIN AN : EASEMENT DEDICATED TO THE CITY OF RIDGEFIELD TO THE SW ADJUST MH TO FG NOTE JUNE 2, 2017RIM 268 34 RESTRAINT LENGTHS SHOWN ARE BASED ON THE USE OF EBAA IRON MEGALUG JOINT 71025 000 CORNER OF THE HINTON BINDING SITE PLAN LOT C AND 12· IE 262 70 RESTRAINT CALCULATOR PARAMETERS SET WERE DUCTILE IRON PIPING, SOIL TYPE CONNECT TO THE EXISTING 8" PUBLIC WATER MAIN AT THAT LOCATION 17 IE 262 65 UPON MOBILIZATION ML, SAFETY FACTOR 2 1, TRENCH TYPE 3, A MINIMUM 3' DEPTH OF COVER, 250 PSI SHEET ID CONTRACTOR TO LOCATE TEST PRESSURE IF DIFFERENT RESTRAINTS ARE USED, RESTRAINT LENGTH AND VERIFY IE NOTIFY CALCULATIONS MUST BE PROVIDED TO THE ENGINEER AND THE CITY CO09 %%.\ ENGINEER IF DIFFERENT SHEET 9 OF 32 G001 SP-101 SP-102 Cool CO02 CO03 CO04 COOS CO06 CO07 CO08 CO09 Colo COll CO 12 CO 13 CO 14 CO 15 C016 C017 CO 18 Cols (020 L 101 CIVIL COVER SHEET EXISTING CONDITIONS PLAN PRELIMINARY SITE PLAN COVER SHEET GENERAL NOTES LEGEND EROSION CONTROL PLAN GRADING STREET PLAN UTILITY PLAN S STH STREET PLAN & PROFILE UTILITY PROFILE SIGINING & STRIPING PLAN PHOTOMETRIC PLAN MISCELLANEOUS DETAILS MISCELLANEOUS DETAILS SIGNING. STRIPING & ON-SITE LIGHT DETAILS EROSION CONTROL DETAILS STANDARD STREET DETAILS STANDARD STORM SEWER DETAILS STANDARD WATER DETAILS STANDARD STREET LIGHT DETAILS CLARK REGJONAL WASTE WATER STANDARD DETAILS LANDSCAPE PLAN ARCHITECTURAL AO.0 AO. 1 Al.1 A2.0 A2.1 A2.2.1 A22.2 A2.3 A2.4 A2.5 A3.1 Al.2 A4.1 A4.2 A4.3 A4 4 AI.5 A5,1,1 A5,1.2 /5.21 A5.2.2 A5.2.3 A5.2.4 A5.3 A6.1 A6.2 COVER SHEET PROJECT INFO, GENERAL NOTES & CODE INFO SITE PLAN & SITE DETAILS ROOF PLAN OVERALL BUILDING PLAN PARTIAL SHOP PLAN PARTIAL SHOP PLAN OFFICE PLAN SHOP OFFICE PLAN REFLECTED CEILING PLAN - FOR REFERENCE ONLY EXTERIOR Ela'ATIONS EXTERIOR ELEVATIONS BUILDING SECTIONS BUILDING SECTIONS BUILDING SECTIONS MISC. DETAILS MISC. DETAILS INTERIOR ELEVATIONS INTERIOR ELEVATIONS GENERAL NOTES. SCHEDULES: DOOR, HARDWARE. WALL BRACING DETAILS, TYP NON-BEARING WALLS ENGINEERED CALCULATIONS NON-BEARING WALLS ENGINEERED CALCULATIONS FINISH SCHEDULE AND PLAN ACCESSIBILITY DETAILS ENERGY CODE INFORMATION SUSPENDED CEILING DEFERRED FLOWSERVE 7075 S. 5TH STREET RIDGEFIELD, WA 98642 ALL WORK SHALL BE PER ALL APPLICABLE CODES STRUCTURAL Sl.1 52.1 S2.2 52.3 52.4 53.1 53.2 54.1 54.2 54.3 STRUCTURAL NOTES FOUNDATION PLAN NORTH FOUNDATION PLAN SOUTH ROOF FRAMING PLAN NORTH ROOF FRAMING PLAN SOUTH PANEL ELEVATIONS PANEL ELEVATIONS FOUNDATION DETAJLS FOUNDATION DETAILS FRAMING DETAILS MECHANICAL Il - OVERALL HVAC FLOOR PLAN M2 - ENLARGED HVAC FLOOR PLAN - OFFICES M3 - DETAILS AND SCHEDULES FLOWSERVE WASHINGTON ELECTRICAL E2.1 ELECTRICAL SHOP LIGIING PLAN E# 1 ELECTRIAL OFFICE/SHOP OFFICE LIGHTING PLAN PLUMB1NG DEFERRED '.Ilk €\1 R g I R I (11. (.....n FIRE SPRINKLERS DEFERRED I CV CV I FP- RF- FX- FX- FX- FX- FX- ST- ST- DT- DT- DT- DT- DT- DT- SAR G. gle METAL BUlLDING VICINITY MAP SITE fi i Flor.'6 : Drliarl... r-R* I I. NE 79ME* M * -1 COVER SHEET -2 NOTES AND SPECIFICATIONS - 3 STANDARD WELDS AND LEGEND -1 PRELIMINARY ANCHOR BOLT PLAN -2 ANCHOR BOLT DETAILS 1 FLOOR PLANCP-1 CRANE PLAN 1 ROOF FRAMING PLAN 1 PRELIMINARY FRAME SECTION 2 PRELIMINARY FRAME SECTION 3 PRELIMINARY FRAME SECTION 4 PRELIMINARY FRAME SECTION 5 PRELIMINARY FRAME SECTION 1 PRELIMIINARY STRUCTURAL ELEVATIONS 2 PRELIMINARY STRUCTURAL ELEVATIONS 1 MISC. DETAILS 2 MISC. DETAILS 3 ISC DETAILS 5 MISC. DETAILS 6 MISC DETAILS 7 MISC, DETAILS RACKS DEFERRED 0 ./ bb :: 00 66 : 0 0 r 0 5 f : : . 8 1 GENERAL NOTES A. ALL SIDEWALKS SHALL BE 4' WIDE UNLESS NOTED OTHERWISE. B. MAXIMUM SLOPE OF ALL SIDEWALKS AND ACCESSIBLE ROUTES IN THE DIRECTION OF TRAVEL SHALL BE 1:20. MAXIMUM CROSS SLOPE SHALL BE 150 C. THERE SHALL BE NO CHANGE IN LEVEL ON AN ACCESSIBLE ROUTE THAT IS GREATER THEN 1 /2-. D. WHEN PROVIDED, CITY SIDEWALKS SHALL MEET PAVING HEIGHTS AT DRIVES. PROVIDE AN ACCESSIBLE PATH ACROSS THE DRIVEWAY. MAXIMUM SLOPE OF SIDEWALKS IN THE DIRECTION OF TRAVEL SHALL BE 1:20. MAXIMUM CROSS SLOPE SHALL BE 1 50. E PROVIDE AN ACCESSIBLE ROUTE FROM ACCESSIBLE PARKING AND CITY SIDEWALKS, IF PROVIDED,INTO THE BUILDING. F. AT LEAST ONE ACCESSIBLE ROUTE SHALL CONNECT ACCESSIBLE BUILDINGS. FACILITIES. ELEMENTS, AND SPACES THAT ARE ON THE SAME SITE. G MAXIMUM SLOPE OF PAVING IN ACCESSIBLE PARKING SPACES. ACCESS /SLES AND UNLOADING AREAS SHALL 1:50, REFER TO CIVIL PLAN FOR PAVEMENT GRADES. H CONTRACTOR TO PROVIDE SLEEVES UNDER ALL IDIS AND WALKS FOR LANDSCAPE f REMOVE ALL CONSTRUCTION TRISH DEBRIS FROM GRASS AND BED AREAS AND FILL WITH TOP SOIL. J. REFER TO ACCESSIBILITY DETAILS SHEET FOR MORE INFORMATION. K. ALL TYP. PARKING SPACES SHALL BE 9' WIDE MIN., 20' DEEP MIN. UNLESS OTHERWISE NOTED. L ALL GUARDS AND RAILS PROVIDED ON SITE SHOULD BE PAINT GRIP GALVALUME PAINTED YELLOW U.N.0. FIRE PROTECTION NOTES EIVAT,ON LABEL ACCESSILE ROulE PARKING COUNT: ELEVATION CALLOUT DETAIL CALLOUT SECTION CALLOUT· DOOR SYMBOL, WALL SYMBOL: WINDOW SY,laOL· GENERAL LEGEND + 16'8 5/r DENOTES TOP OF STEEL - -D- GROUND AND FLOOR SURFACES ALONG ACCESSIBLE ROUTES AND IN ACCESSIBLE + ROOMS AND SPACLS fNCLUDING LOORS. DENOTES PARKING COUNT SHEET NUMBER 6-1 - < /-PK- DETIl NUMBERTR-SHEET NUMBER DETNL NUMBER 02 SHEET NUMBER MRDIAREDOOR NUMBER 1--IPE _/ \_DOOR #PESPECIAC DOOR/ HARDWARE NOTES ,----WALL #PE • RE: AS. 2 FOR SCHEDULES - DOOR TYPE. HARDWARE TYPE, WALL 1YPE, WINDOW 1YPE, ETC. 1. FIRE ALARMS, IF REQUIRED, SHALL BE PERMITTED UNDER SEPARATE COVER BY FIRE ALARM CONTRACTOR. E. 2. SPRINKLER SYSTEM, IF REQUIRED. SHALL BE PER FIRE PROTECTION PLAN. SPRINKLER SYSTEM CONFORMING TO CODES TO BE SUBMITTED UNDER SEPARATE COVER BY SPRINKLER CONTRACTOR. 3. PORTABLE FIRE EXTINGUISHERS: A. PROVIDE PORTABLE nRE EXTINGUISHERS PER CODE. B. GROUP A, 8 AND E OCCUPANCIES EQUIPPED THROUGHOUT WrTH QUICK RESPONSE SPRINKLERS, PORTABLE ARE EXTINGUISHERS SHALL BE REQUIRED IN LOCAnONS SPECIFIED BELOW: c. WITHIN 30 FEET OF COMMERCIAL COOKING EQUIPMENT. b. IN AREAS WHERE FLAMMABLE OR COMBUSTIBLE UQUIDS ARE STORED. USED OR DISPENSED. c. ON EACH FLOOR OF STRUCTURES UNDER CONSTRUCTION. EXCEPT GROUP R-3 OCCUPANCIES, IN ACCORDANCE WITH SECTION 1415.1. d. OTHER LOCATIONS REQUIRED BY FIRE CODE. e. SPECIAL-HAZARD AREAS, INCLUDING BUT NOT UMITED TO LABORATORIES, COMPUTER ROOMS AND GENERATOR ROOMS. WHERE REQUIRED BY THE FIRE CODE OFFICIAL. C. D. GENERAL SIZE AND DISTRIBUTION REQUIREMENTS OF PORTABLE FIRE E)CrINGUISHERS f. MINIMUM RATED SINGLE EXTINGUISHER - 2-A g. MAXIMUM FLOOR AREA PER UNIT OF A = 3.000 SF FOR LOW HAZARD: 1,500 SF FOR MODERATE HAZARD h. MAXIMUM TRAVEL DISTANCE = 75' i. MAXIMUM FLOOR AREA FOR EXTINGUISHER = 11,250 SF LOCADONS OF PORTABLE FIRE EXTINGUISHERS TO BE RECOMMENDED AND APPROVED BY FIRE MARSHAL. PORTABLE FIRE EXTINGUISHERS HAVING A GROSS WEIGHT NOT EXCEEDING 40 POUNDS SHALL BE INSTALLED SO THAT ITS TOP IS NOT MORE THAN 5 FEET ABOVE THE FLOOR. HAND-HELD PORTABLE FIRE EXTINGUISHERS HAVING A GROSS WEIGHT EXCEEDING 40 POUNDS SHALL BE INSTALLED SO THAT fTS TOP IS NOT MORE THAN 3.5 FEET ABOVE THE FLOOR. THE CLEARANCE BETWEEN THE FLOOR AND THE BOTTOM OF INSTALLED HAND-HELD EXTINGUISHERS SHALL NOT BE LESS THAN 4 INCHES. Code Data Analysis Floor Areas omee Ans *..c....res (% ..hop.rn>1 Wan-%no Ta mi Floor Area 0% Ilin Surreand mg J.4•e*K,-v-vv-V-V 'rn Nn/r /"Ton/ Prole¢/- 14,412*23.1). . - . . . . 1-1 Hull. .rem 'mci.Sig mrtzu:]tmt Pri*,1,00) Of,ln Am Ftur,/ IJ»ocept«i Ans rm/loccupled Hoor Ar// T./0/11/.A.......g 1fontil Pr*¢lon) J.. ..€Iried loor Ana TI/n] Flgor Arci(ni,61, Surtion/Ii #*-I) ri....Pro#,¢:.) lial Omer /7/1 ..ToL=1 loor Ir,0 .rem 05 LF 39.943 5,f 4.524 5 f .,001..' 4.636 s.£ I ...640,1 - i 53084... 53,084 d 57.40 0.1 835 1.£ 16,% Osf 5.f. $.f. E Parking Requirements Ocr.Coe. Ornce' 1#........' Bull, .'a,chu. Le,el To¢ad ofrcci 1.2,®1 Tcul 10.*d 500 10.' I. Reg'd 280 80.0 '. It OC '1 1.linn'. 89 3(AS APPROVBD> $:ir?*Zr==-==-- I. Occupant Load 1 CE,crn Orryl IA,12 Lrtel lc*al 100 m 3(JO 100 86 000 296 296 to 1 ABBREVIATION CHART Abv. -#*-AFF ABOVE 8.0 80 0 8.0.1 OF T B.OR.REVEAL BLDGI- 'coi- OF 00.0 OF ICONC RETE 1:FL_ -" 9 OIL DETAL® * ..OR A -m' ,1. PU HED BY #b FF HEED m L H C. · D) L G FC LAV LA IrL -AL N.LC N O.C. -"/Emil P. P LAMIAYE PE PANEL *T- PSF POUND PTD. 1PANTED IRCP. REFLECTEDCEDIGPLAN RE REFERTO W. Sam.AR STL 87EEL TO.J ITOP OF JOIST T.OR --EPTMVML T.O.5. TOP OF STEEL T.O.W.TOP OF WALL TA-- ¥EXKS ACCESSm,Lfr' STANC*RDS TYP. 'TYPICAL VOT. 3""*06,1E ,00"'/ WD. 'WOOD CODE DATA ANALYSIS Minimum Number of Required Plumbing Facilities SO. I.'-5.S Br/k" |Co®. |..1 .....TIll. | R®q•. ... Fl,n 51.. Re. 1.It IS.110'. [e,el T,1 Bldig Toz 43 43 100 105 ]48 ..1 >.1 Pro.ided *r 1/wl 15: 5, I >3 0 .......... 10.1 .trd 10*nl Pro,1*d 43 0 25 50' 1. 1.1 '6%11. 25 01) 501 0.0 ... 17 0,0 2/ . 10 2.0 4.0 4.0 ..1 . 80 I 80, ., et 0 C «?1 101 100' 100 I. 8C· 50% 1.' 00 '/ 10 1.0 2.0 ..0 0.. 0.0 0.0 . 4/ 43 43 100 los 146 j .... I. Br-*kets 1 Ciel I Re« >50· ..1 >.1 0 0J t, %1 501 ..1 25 . 1. ' .me 0.0 0.0 ... ./ l,7 0.0 2. 1.0 10 4. ./ Sou[h E=t North West Toti P W CODE/ PROJECT INFO. - BASED ON APPLICABLE CODES LISTED Code/ Project Info. - Based on Applicable Codes Listed 1..'Allie/Prol...rm..0.:Commel. .te · Land Area Ener¥¥ Cede Zone Ocellpalicy Cristi/cleo Type FIre Sprinlder 'Oh-'lled Ster,Re Bulldlms Height Allowable Helght Allov"ble Area per Floor M = 8 + CAL'If/tool •(A,•Is/100) Unlimld Ami I. if= too • [(F/Pl - 0.251' IW/301 F. Bultding pertmetrr thar Ions on a pul"c I. or open ./cr equal .or /"t":han 20 *et P . Build'l lmmeter W = M In width of public way or open stace W-Weighted Averge Tr,ve! Distance Common Path oflivel Exits& Stairs 50% U. Bracke/ |C/®/| /4/ ..1 >Sol 43· C, 1001 4C, ED, .1 11 .r 0.0 2.. 1: 1.0 50% . 2.. 4. 0. 00 '. 4.0 >30 >150 R...11 4c 11 8 4 SPRINKLERED Y. Untimild ..1 Lwgth (FT.) 205 275 205 275 YEES 15 500 * f Drinking Fontains {»ff | *'d. 100 100 % 150.00 96 100% 100.0 % 60.00 980 960 250 I BOTTI.F.D WATER C(101.FR 4 75 fi 1.000 1.000 118 0.000 0.0 2.0 1 Story 34 k 3 Smr¥ 55 ft C (FT.I 60 60 60 60 60.00 SVC. SInk v' I. V V ' '..V V NON-SEPARATED MIED USE PER BC 2015 Sichon 506.3 3 The /401 d//,n// from 81*/ pt/M / the ave,1/hei# of the ht#est roof surface. Tobut.·Area per Table 503 OK 67 840.1 at curr*nt OK UnHmitd// N . con#guration Per Section 507 Tabit* Aree per Table 503 8 23.000 s f 5-1 17,500 If F-1 15.500 6 f 'SPRNKLE RED Never te. tlv, 20 or .eater than 30 Weigled serage Lmgth X12m 16.600 12.300 16.500 57600 Sp//1/red F- 1,51: 250 1; B: 300 ft SPRINKLERRD Refertn -Code Dam Analisir, Efess ble 1Egl. 4:r,si'*.** 12%/*Prodi ....r.....lili Nember /WI Frmided; Stair-1 - Flms Width Re*,Ired Stai/,4,71 - I*ress Wiah Pro,4*d Nimher / FAI, S//,I,/ Reqilred Nmt,r ef WI S[min,57 I'ro*d' 59J I. 216.0. 0.0:. 8.0. OK OK OK OK a E. G k [1 C. A H APPLICABLE CODES CCOE .ug SDICnm arf Cf- RDGEAELD INTERN,JOIL BULDING CODE (19£). 2015 EOmON. AS PUBUSIED Bf THE I,ffERN,J¤IL CCCE COUNCIL TOGETIR WTH IBC A,1'UU,15 A L H A J; mi 51-511 INERIAJOIL RESCENTIL COOE (IRC), 2015 EDTON, IS PiEISED I Tz I,HE,9.mA CODE COINCR. EXCEPTING IRC CHBPTER 11 IND CHA/IRS 25 1ROUGH 42 »ID IPPENX R BUT INCLUDING IRC APPENDICES G *[) F: *C 51-51. IRNATIONAL COSIING BULDING CODE (IESC). 2015 EDIT}01,l a PlaiSHED Erf THE INTERRTIOIL CODE COUNCIL MERN*TION*L FUEL GAS CODE (IFGC). 2015 EDITION, AS RIBUSHED If THE INTEBABONAL CODE COLINCIL, EXCEPTING THAI THE STAM)RDS FOR UQUERED PETROLEUM GAS INSTALLATIONS 9ILL BE CONTAINED IN THE 2015 EDITION OF NFPA 58 (STORAGE AND HANDLING OF UQUEAED PETROLEUM GASES) AND TE 2015 EDITION OF ANSI 2233.1/NFPA 54 (INTERNATIONAL FUEL GAS CODE): *6£ 51-52. INrERNATIOWL NECHANCAL CODE (IC), 2015 EDITION, AS PUBUSHED By THE INEw„[ONAL CODE COUNCIL. TOGETHER WITH WC APPENOCES A *ID 8, WAC 51-52. UNFOIN PLUIBNG CODE (UPC), 2015 ED[nON, AS PUBLISHED BY THE INTERWJOIAL ASSOCMTION OF PUABIC /# MECHANCAL OFFICKS. D(CEPTING CHRTERS 12 *© 14 BUT INCLUDING APPENOICES 4 8 N[ 1: IC 51-56 IND WAC 51-57. INERNKWAIL PROPERTY IAINTENANCE CODE (AD). 2006 EDITIONAS PUBUSIE) BY »€ INTERNATIOM CODE COLKIL INTERIKIVIL ARE CODE (IFC). 2015 E£*TOI< DS PUBLIS 81 DE INIETIONAL COOE COLNCIL. TOGET}·ER CH IFC APPENDICES 8, C. D. E. F AND G: VAC 51-54 INTERNKTION,L DIRer CONSEINATHON CODE, 2015 EDITION AS ReS€[) Err DE 1,ERNKID, COOE COLNCL .* VASHNSTON A.ellk€NTS BAC 51-11). 9 STANDARDS FOR ACCESSIBLE DESIGN. ACCESZE *0 iSEABLE BUILDINGS A,0 F,£1LfnES ICC A117.1-2009 AS PLBLISHED BY ANSI At TE INERNTIONAL CODE COUNCIL N,JION,L GREEN BULOING S[,NONAD (ICC 700). 2012 EDmON. ASPlaISHED O THE IERN,JION,01- CODE COUNCL ONA VOLUMARY BASIS. WTH ALL LOCAL mEMOMENrS AND ALL OTHER WPLICABLE CODES. /GULADONS. L 11 1 1 1 NUMBER OF ACCESSIBLE PARKING SPACES TOI PARING SPACES IN LOT OR G,BA,64E 1-25 26-50 51-75 76-100 101-156 151-200 201-300 301-400 401-506 501-9/ -47-Ll- Ell_i 12 OCC. LOAD --111 U _SEEn 21 OOC. LOAD 7 \\ 1 1 1 1 1 11 r Over 1.000 l{IN# REQUIRED NUIER OF ICESIBLE SPACES 2 3 5 5 8 9 2% of „101 apoces 20 spoces plus 1 spoce for every 100 spoces. or troction lhereof, ove¢ 1,000 DEFERRED SUBMITTAL THESE DEFERRED SUBMITTALS THAT ARE NOT SUBMITTED AT THE nME OF THE APPUCATION MUST HAVE THE PRIOR APPROVAL OF THE BUILDING OFFICIAL THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE SHALL UST THE DEFERRED SUBMITTALS ON THE CONSTRUCTION DOCUMENTS FOR REVIEW BY THE BUILDING OFFICIAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE REVIEWED BY THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE WHO SHALL FORWARD THEM TO THE BUILDING OFFICIAL WTH A NOTATION INDICATING THAT THEY HAVE BEEN REVIEWED AND ARE IN GENERAL CONFORMANCE VTTH THE DESIGN OF THE BUILDING. PLANS FOR THE DEFERRED SUBMITTAL ITEMS SHOULD BE SUBMITTED IN A nMELY MANNER THAT ALLOWS A MINIMUM OF 30 WORKING DAYS FOR INITIAL PLAN REVIEW. ALL COMMENTS RELATED TO THE DEFERRED SUBMITTAL MUST BE ADDRESSED TO THE SATISFACTION OF THE PLAN CHECK DMSION PRIOR TO APPROVAL OF THE SUBMITTAL ITEMS DEFERRED SUBMITTAL 1. PLUMBING 2. ARE SPRINKLERS 3. RACKS 11 165 FT/'\ 59_/1r fRIM 1-7 Mt-=-=-al keJ :TS'=**Ii--F -'51 L 6I 52 OCC. LOAD S.1<\182 n | fl[!1/1 n W Ly_ _ _ 2. Ill -1 1 1 1 1 1 159 FT 1- 1123 FT SHOP AFEA 200 OCC. LW TOTAL 3 BUILDING EGRESS PLAN - NOT TO SCALE r 216 FT 135 FT _1 r 1 H , 178 FT - V 87 n 1;1 FT 5 OCC. LOAD /1 17 1 0 1 1 J -U: Il 11. B 111, 11" 11 11 I i 11 B 1L -1 R 7 \ \ 5-1 -5 138 FT 2 I 1 .C / - r < r-:- 1//r b - 08[lilli i j \ \ 120 n · 7 g 2 E C; 5 4 0- E 5 0 EXP. 09/30/2017 5 Dj 5 E5 E: to SM .. \\ S5 0¤ Eil = lilli iS m PtlBili 07/21/17 5 m E PROJECT INFO. GENERAL NOTES & CODE INFO. 01' mr. 1,1 -- -/'401-81-1.. 1603 SHEET NO. A.000.1 SHEET OF i E Z E . . f R f 8 8 : : 0 SITE BENCHMARK f HDJ CP#311/2" IRON ROD WITH RED PLASTIC CAP ELEVATION=273 00 RE CML 7 SITE PLAN -0SWILE: r - 30'-0' I E EISEMEN NOTE 6 PAD, GF S 5TH STREET 5'XS' CONCRETE LANDING ER - CML/STRUCI f \ -- -- --r-*--_5- ---7 L_ I #lE 5 NO 2 8 1 = 5.00' g 8.54 99'59'5 CH=S 1'28 8.9£. 19 17 20'-0 244 00"E 12 6A1 PER PER SEE TAIL TEM 6(b 4,4- SfE EASEMENT NOTE 5 li '; RE OILh1) ', SEE EASEMENINOTE 2 Q \\ S \\ 2 71 2- 05 L=37L 8=02 CH= 5 .41' 9·4 N88-32'OT"W 387.39' 0%#114*W DOORSOFFICE 50,R CODE.8,535 SF WHSE 4,524 SF ROOF SLOPE, TYP 180'-0. CEZESP ,4*- LOT 1 APHA-SE 2RIDGERT PLAT" BU 3' 'PAGE 824 180'-0 FLOWSERVE 57.640 SF 100% SPRINKLERED Fl/Sl/B BLACK INYL CHAIN L NK FENCE MH 25'-0f 'ZIE ¥8/115-0 - COKRGE PIS FOR k,!ECrIANICAL E RE· |CML/STRUCT. 811#ZE T,P - 8/,01% COLUMNS gal FOR3 REFERENCE ONLY. RE: PEMB SHOP 39,945 SF - A RCOF l .·EE 1BLE ,T 6(op - 20'X55 C.£/D 0 8 REQ'D PER BLACK VINYL Clu,INUI FENCE ---ss*FaffE IWITH BLACK PVC SUTS. TYP. %0 / /-1 SEE EASEMENT 1 8 SPKIS 0 9'q ' NOTE 2SEE EASEYENT 30' ROLLING GATE. PER CODE «O , i C0 ILOT ZFHASE 2 SEE EASEMENT UNIO,i 5IfipAGE 467 NOTE 1 BOOK rf r[/.IOUS SURFACE SHALL HAVE 5% MIN SLOPE AWAY FROM BUILDING WITHIN THE FIRST 10 AROUND THE FOUNDATION, U.NO., SUCH AS ADA REQ'D SLOPES. RE: CML. TYP. Z DUMPSTER ENCLOSURE 0 0 VAN ACCESSIBLE PARKING SIGN, RE: 04/Al.1 PAINTED ACCESSIBLE SYMBOL, RE· 02/AG.1 20-0 6-0- @ 559FPEflBLE PARKING VAN ACCESSIBLE PARKING SIGN, RE: 04/A6.1 ACCESSIBLE CURB RAMP PER CODE RE: AE,1 35'-0" CONC. LANDING SLOPE SHALL NOT EXCEED 2% ( 1 :50) IN ANY DIRECTION ACCESSIBLE PARKINGSll£ 1/8 - 1'-0 14'-0- - nN ACCESSIBLE PARKING RE CML ACCESSIBLE ROUTE. RUNNING SLOPE SHALL NOT EXCEED 1:20 ROSS SLOPE SHALL NOTEX · 0 &x GENERAL NOTES: 1. REFER TO PAGE A 0.1 - PROJECT INFO. GENERAL NOTES & CODE INFO. FOR ANALYSIS ON PARKING REQUIREMENTS. PLUMBING FIXTURE COUNTS. EGRESS, ETC. 2. REFER TO PAGE A 61 - ACCESSIBILITY DETAILS FOR ADA AND ACCESSIBILFTY INFORMATION. 3. PROVIDE A SECURITY CAGE AROUND ANY PAD MOUNTED CONDENSING UNITS. BACKFLOW PREVENTERS, AND OTHER ITEMS OF ANY SIGNIFICANT VALUE, THAT ARE ACCESSIBLE ON THE SITE. 4 ALL IMPERVIOUS SURFACES WITHIN 10 FEET OF THE BUILDING SHOULD BE SLOPED A MIN. 2% AWAY FROM THE BUILDING. RE: CML 5 PERVIOUS SURFACE SHALL HAVE 5% MIN. SLOPE AWAY FROM THE BUILDING WITHIN THE FIRST 10' AROUND THE FOUNDATION, UN O. SUCH AS ADA REQ'D SLOPES. RE CIVIL, TYP. 6, CONDENSER PAD. FINAL SIZE AND LOCATION PER MECH. ENGINEER. RE: HVAC 7. IF KNOCK BOX REQUIRED. ORDER Al WWW.KNOCKBOX.COM GENERAL ROOF NOTES· A BUILDING EXPANSION JOINT PER PRE-ENGINEERED BUILDING MANUFACTURER AND STRUCTURAL ENGINEER'S RECOMMENDATIONS. B. NO LARGE PENETRATIONS THROUGH STANDING SEAM ROOFS (STACK VENTS. LOCATED OUT OF VIEW OR BEH[ND PARAPET WALLS ARE OK) e BLACK VIN'fl COATED CHABI UNKG#JES WITH COMPOSITE PRIVACY 7 SLATES. BLACK. TYP PAINTED ACCESSIBLE S¥MBOL. RE: 02/A6.1 TYPICAL 4 - WHITE STRIPE ACCESSIBLE ROUTE, RUNNING SLOPE SHALL NOT EXCEED 1:20: CROSS SLOPE SHALL NOT EXCEED 1:50 0 0 20-0 ROOF SLOPE RE: Ffla STANDING SEAM ROOF RE PEMB ROOF SLOPE RE' PEI 0 \T) 0 ® MEY?.FlfOR PLAN 5 U (5 Z Z 5 E 0 e : 8 : 0 E 0 5 0 ¤ 0 5 g Z m= C EXP 09/30/2017 SITE PLAN E5 El Eg 5S »\ 07///47 - =. '08 -"*- 1603 SHEET NO. Al.1 SHEET Of 1;55bEZ 6 *Se= 1Hills 537 Ci Lij 5 E 22 5 5 :E m 03I 83. *35223 *Se"Ma 88:::i M . W ..8ZW%55: 5 ZZ 54>b--: :k:k:E r....: 4 4. S Z : r ELCUL BEHIB CON[INUOUS GUTTER. riP RE: PEIB DOWNSPOUT. TYP RE: PEMB 1'-4' SOUTH ELEVATIONSCALE 3/32" - 1'-1 SPANDREL BEAM BEHIND.-RE: PEMB 9 R -- 1-1 -t CONTINUOUS GUTTER. 1YP RE: PEMB. EAVF ® 5253'! 5EVATION OUTSIDE STORAGE SIDE ELEVATIONSSCALE 3/32 - 1.4 0 vENT STACK PNNTED TO MATCH BUILDING ROOF LINE BEYOND PANEL BEYOND / Fullm[ 90/GE 27'-6' 25'-0' 25'-2 25'-0 4 25'-0 EAVE -IGT 11 20' O' 11 - COLOR Pi- 1 20'-0 44 l -f __ 26 - PANEL BEYOND FURUCE SIGN'GE - -1-------1 .C I ION ANU .1... 1.17.h V :1 11 7'-£ 1-01 14'-6. 25'-0" . :hUBTRIM. TYP. FULL HEIGHT METAL PANEL. FINISH PER SCHEDULE. RE: PEMB 11 25'-0 19'-6. 30'-0*lot-o· 1 1- 1 1 9 f 3- PAINTED RED STRIPE 28 -0- »I IECHANC„u.PmEL ZIONDMECHANICAL OPENING, TYP STRUCTURAL 1 STRUCTURAL TIP, \» , U 1 / 'lili 111111 L COLOR PT LU REVE,4 SECTION B U.NA. COL . 10'-0. 0. r METAL/ ., I 25'-0' - CANOPY I. S. RE: WALLS ID DEr,15. TYP. - 3 12 PANEL LEG BEYOND.- RE: STRUCURAL 20 0' ,-6, PAINTED TRIW. TYP. RE: PEMB FULL HEIGHT METAL PANEL FINISH PER SCHEDULE. RE: PEMB DOWNSPOUT. TYP. RE: PEMB 20'4 25'-0- COLOR'Pl 144- - 19*-00 O ' U4 -- 17 6'-0 rv'ann ,205'4 65 -0 u' REVEALS, RE: WALLS SECTION AND DLIALS, IMP. U.N 0. COLOR *1 - 5-0 .5-0 f -° t-'.ri:l,l: COLOR M/2 - 14.2'4 20'-0- 25'-0. . CONTINUOUS GunER. TYP. RE: PEMB DOWNSPEE COLOR "Pt" «7 13 U 15'-6. fl /3\ V 2, r 20-0 27'-0- 28'-8 PROVIDE TWO PIPE GUARDRAIL PER CODE. LENGTH TO BE FIELD VERIFIED. EXTEND THE GUARDRAIL UNTIL THE DROP-OFF S LESS THAN 30 PER CODE. ED STRIPE ANEL JOINT, RE TRUCTURAL. TIP. * - 1,4 20·_0·25'-0 H. r PREL LEG BEYOND, / RE: STRUCTURAL - :OLOR 753 2,4 20'-O• 25'-0' ST/DIG SEAI METAL /- f ROOF TYP. RE: PEMB BLACK VINYL COATED CHIN LINK GATES INH COMPOSITE PRNACY SITES, BLACK. 0\.li=.1 "-1-1 55'-0- OUTSIDE STORAGE FRONT ELEVATIONSC,LE: 3/37 - 1'-0 C 25 0. 1 -6'. 8'-0' 17'-0- $-100 17-0. ROOF INE BEYOND j j----9-- ------- 9, T 2'-6 1 , 15'-0 15'-0. ' 1 30'-0' T. 27'-6 @ SYS59-[SR ENCLOSURE 6, COLOR 73- 7 11 =dr' RE: FLOOR PLAN FOR BOLLARDS LOCATIONS. TYP. 12'-6- rn-*/ --4 «.-- METAL CANOPY BLACK VINYL COATED CHIN LINK GA S WITH COMPOSITE PRIVACY S S, BLACK. R : TRUCTURAL FOR DETAILS 2 ;M 1 T 9 '·56.77 * METAL CANOPY a -4'-4- SECURiTY CAGES GENERAL LEGEND: PAINT - -Pl - OVERALL COLOR PAINT - -P2 - MEDIUM PAINT - -PY - DARK PAINT - *94 - RED ACCENT TRIM GLAZING PER SCHEDULE. SAFETY GLAZING. IN ADDITION TO THOSE SHOWN ON PLAN,PROVIDE SAFETf AND TEMPERED GLASS AT ALL LOCATIONS AS REQUIRED BY CODE WINDOW WITH SPANDREL GLASS EXTERIOR FINISH SCHEDULE EXTERIOR IlEN PAINT.·P'. OVERALL COLOR PAINT. Pr. DARK PINT. •Pr -MEDIUM PAINT.*PI ACCENT COLOR EXTERIORSOFFIT EXTERICR ALUMINUM DOCR FRAMES EXrERIOR ALUMINUM nINDOW FRAMES EXTERIOR GLAZING EXTER}OR METAL DOORS & FRAMES BULDING ROOF TRUCKCANOPY {INCL SORT. TR/,ETC) STIUGE MED (INCLUDING FAKE TRIM. GUTTER. DMIPWTS. ETC) ENTRANCE CANOFY BOLLARDS CURB RAMPS GUTTERS -BLDGBAYS 1-67 -BLDGGAYS 67.12 -TRUCK CANOPY DOV/ISPOUTS - BLDG BAYS 14.7 - BLDG BAYS 6.7-12 -TRUCKCANOPY RAKE TRIM TRUCK CANOPY COLUMNS MISC. EXTERIOR METAL ICI MANUFACTURER Ict Ict STfLES ALUMINUM FLAT M SOFFO PANEL *• FINAL PAINT COLORS T. B.D. AND CONFIRMED RED COLOR ..1,1,FIELD }CON GREY VE. GENERAL NOTES: FINISH TOI*ATCH lNDOW FRAME A. Ali SAFETY GLAZING SHALL PASS THE TEST REQUIREMENTS SPECIFIED IN I.B.C.ALL GLAZING IN HAZARDOUS LOCATIONS AS DEFINED BY I.B.C. SHALL BE SAFETY GLAZING. B. REINFORCE WINDOW MULLIONS AS REQUIRED BY CODE. C PROVIDE SAMPLE PAINT AREA ON BUILDING OF SPECIFIED COLORS FOR OWNER APPROVAL PRIOR TO PROCEEDING, D. REFER TO BUILDING ENVELOPE COMPLIANCE CERTIFICATE" FOR MINIMUM ENVELOPE REQUIREMENTS. E. REFER TO SHEET A6.2 "ENERGY CODE INFORMATION" FOR BUILDING ENVELOPE BREAKDOWN AND THERMAL. INSULATION R-VALUE ASSIGNMENT TO BUILDING ENVELOPE. F Elf.S. MATERIAL IF APPLICABLE. APPLIED TO EXTERIOR WALLS SHALL HAVE FLAME SPREAD AND SMOKE DEVELOPED PROPERTIES IN COMPLIANCE WITH BUIDING CODE REQUIREMENTS. CONTRACTOR SHALL SUBMIT MANUFACTURER'S SPECIFICATIONS WITH FLAME SPREAD AND SMOKE DEVELOPED PROPERTIES HIGHLIGHTED. G. ENGINEERED SHOP DRAWINGS WILL BE REQUIRED FOR ALL GLIZING SYSTEMS H. NO EXHAUST VENTS SHALL BE PERMFTED ON THE FRONT FACE OF BUILDINGS OR VISIBLE FROM THE STREET. CLEAR ANODIZED ALUMINUM CLEAR ANODIZED ALUMINUM r INSULATED DOUBLE.PANE BRONZE LOALE GL.ASS (FINAL SPEC TO MEET MIN. REID. PER ENERGY CODE ENVELOPE COMPLINCECERTIFICATE) 1/4· BRONZE TEMPERED IN ENTRANCE DOORS ONLY PAINTED TO MATCH BLDG. HIGHGLOSS SaIR V*+ITE MEDIUM GRAY MEDIUM GRAY CLEAR...DIZE[) ."lili SAFETYYELLOW STAVEO UGHTREFLECTIVE SURFACE POLAR VINE MEDIUM GRAY MEDIUM GRAY POIR VIHITE MEDIUM GRAY MEDIUM GRAY MEDIUM GRAY MEDIUM GRAY PAINTED TO MATCH BLDG- . HIGH GLOSS BLACK VINYL COKTED CHAIN LINK FENCE AND GATES VITH COMPOSITE PRIVACY SLATES IN BLACK COLORS CONN 72000 OONN 3100 OONN 63'000 CO.NTS MEDIUM TEXTURE IEDUM TEXTURE MEDIUM TEXTURE PER COMPANY STANDARDS ·UMESTONE· FINISH RE· VikL SECTIONS SHGC. AS SPECIFID BY EN\iELOPE COMPLIANCE CERTIFICATE - VERIFY MANUFACTURERS DATA REFLECTIVE SIDE OUT (EXCEPT AT ..IN ENTRY AREA). SPECIFICArIONS TO COMPLY WTH ENERGY CODE NUCOR MEDIUM GRA' NUCOR ·MEDIUM GRAr NUCOR'POIR N«TE- NUCOR MEDIUM GRAr NUCOR *MEDIUM GRAr NUCOR 'POLAR WHITE NUCOR ·MEDIUM GRAr NUCOR'MEDIUM GRAY' NUCOR MEDIUM GRAY- NUCOR ·MEDIUM GRK' NUCOR POLAR WHITE SINCE MANY OF THE FINISHES HAVE TO BE ORDERED IN ADVANCE OF INSTALLATION. ANY CHANGES MADE BY THE CLIENT TO THE FINISHES AFTER THIS DATE SHALL BE AT THE CUENT'S EXPENSE PIPE GUARDRAIL PER CODE PAINTED DARK GRAY TO MATCH THE BUILDING TOTAL LENGTH TO BE FIELD VERIFIED. EXTEND THE GUARDRAIL UNTIL THE DROP-OFF IS LESS THAN 30- PER CODE. GUARDRAIL, TYP.SCALE: 1/4 - 1'-C 5 u Z 5 E . 5 § Z 5 6:f BEB 0 b//l EE 5:5 --->:b 3SS 0.0 . S== \\\ 95 82 0=W W5 Qe .. 5 0d : : 0 . : .W EXP 05302017 /42'f' EXTERIOR ELEVATIONS & EXTERIOR FINISH SCHEDULE 16,LL %., . SHCIN - 18FS W,-An-Re-,-% 1603 fil lass i il" i 5 SWEK * l"t E EZ Ems 88S ... SSS 000 :iS @ME 8F8 :>: SSS 00. SHEET NO A 3.2 E E : a CONCRETE REINFORCING STEEL NON·SHRINK GROUT1 REINFORCING STEEL SHALL BE ASTIA 615 GRADE 60 SPECIAL INSPECTION PROGUM DESIGN STANDARD 2015 INTERNATIONAL BUILDING CODE{BC}WITH THE 2016 WASHINGTON STATE AMENDMENTS 1 CONFORM VITH ASTM C 1107 AND CRD -621 CORPS OF ENGINEERS SPECIFICATIONS FOR NON SHRINK GROUr 2 WELDED REINFORCEMENT ASTM A 706 GRADE 60 USE 80 KSI FILLER MATERIAL FOR WELDING 2 SPECIFIED 28 DAY COMPRESSIVE STRENGTH 5000 PSIDESIGN CRITERIA 3 DETAIL FABRICATE AND PLACE REINFORCING ACCORDIG TO ACI 315 DETAILS AND DET/LING OF CONCRETE REINFORCEMENT 3 DO NOT PRE-GROUT BASE PLATES INSPECTIONTASK/TYPEOFWORK CONTINUOUS' PERIODIC•COMMENTS 1 DESIGN ALL LOADS FOR NEW CONSTRUCTION UNLESS NOTED OTHERWISE 4 DO NOT FIELD BEND DIPLACE WELD HEAT OR CUT REINFORCING UNLESS INDICATED ON THE DRAWINGS OR APPROVED BY STRUCTURAL 2 SNOW LOADS ENGINEER OF RECORD SO LS A MINIMUM BALANCED SNOW LOAD 25 PSF 5 PLACE ELECTRICAL CONDUIT NEAR CENTER OF ELEVATED SLAB [REF PROJECTSTRUCTURAL MASONRY GRADING EXCAVATION& FILL B GROUNDSNOW LOAD P, =30 PSF 6 SPLAY REINFORCING AROUND SLAB OPENINGS WITH 1 IN 10 SPLAY UNLESS NOTED OTHERMSE IXISPECIFICATION1 CONCRETE MASONRY CONSTRUCTIONC FLAT-ROOF SNOW LOAD P, = 25 PSF 7 MINIMUM COVER FROM CONCRETE SURFACES TO REINFORCING CO•ICRZTE A HOLLOW CONCRETE MASONRY UNITS TYPE I MEDIUM WEIGHT 1 900 PSI MIN ON NET SECTION 2 CELL UNITS CONFORM WITH ASTM C 90D SNOW EXPOSURE FACTOR liNI00011*vdl) 08NI IOM Boa XEM SON 1C.10 3 TO BOTTOM OF FOOTING B 28 DAY COMPRESS[VE STRENGTH F w OF 1 500 PSI PLACEMENT OF REINFORCING STEEL X E SNOW LOAD IMPORTANCE FACTOR 1, - 10 r * 1/4 TO EARTH FACE OF WALL 2 GROUT WELDING OF A706 REINFORCING STEEL FOR EMBEDS F THERMALFACTOR G - 10 1 * *4 TO INSIDE FACE OF WALL A 34 AGGREGATE #SAND SMALLER X G SNOW BUID-UP ASCE 7 24 1M MAIN STEEL BEAMS AND COLUMNS 8 28 DAY STRENGTH OF 2 500 PSI LARGER THAN #5 X NOISI/aH3 WIND DESIGN DATA INTERNATIONAL BUILDING CODE ASCE 7 Y4 * SLAB TO TOP AND BOTTOM SURFACES C APPLY INTRUSION AID EXPANDER ADMIXTURE AT RATE OF 4 OUNCES PER SACK OF CEMENTA ULTIMATE DESIGN WIND SPEED V, = 135 MPH CENTER OF SUBMN·GRADE BOLTS CAST IN CONCRETE X D SLUMP /*1B NOMINAL DESIGN WIND SPEED Vw - 105MPH 8 REINFORCING LAP SPLICES C INCHES) CONFORM WITH ACI 318 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE AS SHOWN BELOW PLACING OF REINFORCED CONCRETEE XE GROUTALLCELLS UNLESS NOTEDOTHERWISE C RESKCATEGORY It UNLESS NOTED OTHERWISE ON DRAWINGS 3 STRUCTURAL MASONRY MORTAR TAKING OF TEST SPECIMENS X D EXPOSURE B 3000 PSI 4006 Pm 5000 PSI A TYPE·S CONFORMWITHASTUC1329 ST¥·UC- URAL WELDING E INTERNAL PRESSURE COEFFICIENT Ge, 018 BAR SIZE TOP BARS OTHERBARS TOP BARS OTHER BARS TOPBARS OTHERBARS B MORTARPROPORTIONS SINGLE PASS FILLET WELDS NOT EXCEEDlN(%31¥0X F EXTEREOR COMPONENTAND CLADDING DESIGN WIND PRESSURES 03 28 22 24 19 22 17 CEMENT 1 PART COMPONENT AND CLADDING NET DESIGN PRESSURES LIME 31.P;Rl FILLET WELDS EXCEEDING Yi X m #4 37 29 32 25 GROOVE WELDS (FULL OR PARTIAL PENETRATION)X2922SAND 4 PARTS MAXIMUM / WINDWARD WALLS 309PSFEULT, 185PSHAS[)1 WELDED STUDS X 05 47 36 40 31 36 28 C 28 DAY COMPRESSIVE STRENGTH OF 1800 PSI 39 8 PSF CULT) .23 9 PSF (ASD) WITHIN 5% OF BUILDING CORNER D PROPORTION MORTAR MATERIALS BY ACCURATE MEASUREMENT DO NOT USE SHOVEL MEASUREMENT STFUC-UUL MASONRY m LEEWARD WALLS #6 56 43 40 37 43 3333 6/SF (ULT) 202 PSF (ASD) EVERYI{ERE ELSE E MIX MORTAR BY MECHANICAL MEANS 1 VERIFY COMPLIANCE WITH THE APPROVED SUBMiTTALS X NOTES 17 81 63 70 54 63 49 4 TESHNG OF MASONRY AS IASONRY CONSTRUCTION BEGINS VERIFY THAT THE FOLLOWING ARE IN e2A MORTAR AND GROUT 1 SET OF 3 SAMPLES FOR EACH 5000 SQ FT OF WALL AREA FOR EACH DAY OF mONRY INSTALLATION CO#LIANCEi POSIIVESIGNS SIGNIFY PRESSURE ACTING TOWARD THE EXTERIOR SURFACE #8 93 12 80 62 12 55 B PRJSMS 1 SETOF 9 PRISMS FOREACH 5 000 SO FT OF WALLAREA MiN OF 3 PRjSMS FOR PROJECT A PROPORTIONS OF SITE PREPARED MORTAR X 8 NEGATIVE SIGNS SIGNIFY PRESSURES ACTING FROM THE EXTERIOR SURFACE #9 105 81 91 70 81 63 5 REINFORCING MATERI B CONSTRUCTION OF MORTAR JOINTS Xm PRESSURES SHOWN ARE CALCULATED FOR A 27 SF EFFECTIVE AR54 PRESSURES MAY BE REDUCED FOR ELEMENTS WrTH LARGER EFFECT·E AREAS PER ASCE 7 #10 118 91 102 79 91 70 A TYPICAL REINFORCEMENT (UNLESS NOTED OTHERWISE ASTM A 615 GRADE 60 D LOCATION OF REINFORCEMENT WD CONNECTORS X 4 SEISMIC DESIGN DATA B WELDED REJNFORCEMENT ASTMA 706 GRADE 60 3 PRIOR TO GROUTING VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE -- A RISK CATEGORY #11 131 101 113 87 101 78 6 TYPICAL MINIMUM WALL REINFORCEMENT UNLESS NOTED OTHERWISE ON DiWINGS B SEISMIC IMPORTANCE FACTOR 4-10 8 NOMINAL THICKNESS A GROUT SPACE X Z LAP SPLICE NOTES 5653 NO 5 AT 4/ ON CENTER VERTICAL AT CENTER OF GROUTED CELLS B GRADE TYPE AND SIZE OF REINFORCEMENTAND ANCHOR BOLTS XC MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS %=0909 4-0409 A TOP BARS ARE DEFINED AS HORIZONTAL BARS PLACED SUCHTIATMORETHAN 12 OF CONCRETE IS PLACED BELOW THE BARS Z Mmx D SITE CLSIFICA-TION D 8 SPLICE LENGTH BASIS CLASS B CASE 1 SPLICE WITH CENTER TO-CENTER BAR SPACING OF GREATER THAN 3 BAR DiAMETERS 2 NO 5 HORIZONTAL IN BOND BEAMS AT 48 ON CENTER C PLACEMENT OF REINFORCEMENT ANDCONNECTORS X E DESIGN SPECTRL RESPONSE ACCELERATION PAIMETERS 4 - 0 68 g So #0 43 g 7 TYPICAL REINFORCING DETAILING (UNLESS NOTED OTHERWISE}D PROPORTIONS OF SITE PREPARED GROUT X F SEISMIC DESIGN CATEGORY D CAST/N PLACE CONCRETE A LAP SPLICES SHOWN BELOW E CONSTRUCTIONOFMORTARJOINTS X mlin,0 38 1}// 01/1 NOM// 1 3//1/551 63% G BASIC SEISMIC FORCE RESISTING SYSTEM INTERMEDIATE PRECAST 1 ALL CONCRETE MATERIALS FORM WORK MIXING PLACING AND CURING SHALL BE IN ACCORDANCE WITH SINGLE BAR FI GROUTED CELL 8 NOMINAL BLOCK MDTH 4 VERIFY DURING CONSTRUCTION H SEISMIC RESPONSE COEFFICIENT CS = 0138 A ACT 301 ·STANDARDSPECIFIATION FORSTRUCTURAL CONCRETE MASONRY STR-NGTH fm (/9 11131¥4A- SIZE ANDLOCATION OF STRUCTURAL ELEMENTS X1 RESPONSE MODIFICATION COEFFICIENT R 50 8 ACI 305 RECOMMENDED PRACTICEFOR HOT WEATHER CONCRETING AND 1500 1800 2/00 2 '00 TYPE SIZE ANDLOCATION OF ANCHORS INCLUDING OTHER DETAILS OFJ ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE PROCEDURE C ACI 306 RECOMMENDED PRACTICE FOR COLD WEATHER CONCRETING A DESIGN LOAD BEARING VALUE OF SOILS 2 SOOPSF BAR SIZE VERT HORIZ VERT HORIZ VERT HORIZ VERT HORIZ B ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS FRAMES OR OTHER X 6 GEOTECHNICAL INFORMATION 2 CONCRETE MIX DESIGN 3 19 19 17 17 16 16 152 15 CONSmUCTION UNLESS NOTED OTHERWISE ALL CONCRETE STRENGTH SHALL BE C WELDING OF REINFORCEMENT X B SEE GEOTECHN1CAL REPORT AVAILABLE AT THE ARCHI TECTS OFFICE FOR FURTHER WFORMATION 5 LOOPS! FOR SLAB ON GRADE (MINIMUM COARSE AGGREGATE SlZE -1 )4 25 25 23 23 22 22 0 20 PREPARATION CONSTRUCTION AND PROTECTION OF MASONRY DURING GEOTECHNICAL ENGINEERING REPORT 4000 PS[FOR TILT UP WALLS S 31 38 29 35 27 33 24 30 D COLOWEATHER (40 F) OR HOT WEATHER (>90 F)X PBS ENINEERING AND ENVtRONMENTAL 3060 PS! FOR FOOTINGS 6 58 86 53 78 50 74 45 66 E PLACEMENT OF GROUT X NOVEMBER 10 2016 OTHER CONCRETE 7 80 131 73 119 69 113 62 101 OB iERVE PREPARATION OF GROUT SPECIMENS MC)RTAR SPECIMENS AND/OR NOTES 5 X GENEIL PRSMSLAP SPLICES NOTESA UNLESS NOTED OTHERWISE CONCRETE STRENGTH SHALL BE OBTAINED AT A MINIMUM OF 28 DAYS AFTER PLACING AS DETERMINED BY1 THESE STRUCTUR. NOTES ARE A SUPPLEMENT TO THE SPECIFICATIONS OTHER LABORATORY CURED CONCRETE CYLINDER TESTS 1 ALL VALUES LISTED ARE IN INCHES 2 SPECIFICATIONS AND CODES REFERENCED IN THESE NOTES ARE THE VERSIONS MOST REC[NTLY ADOPTED BY THE PERMITTING AUTHORITY B NO WATER SHALL BE ADDED TO THE CONCRETE OTHER THAN THAT REQUIRED BY THE MIX DESIGN APPROVED BY THE ENGINEER OF RECORD 11 VERTICAL BARS ARE TO BE PLACED ATTHE CENTER OF THE GROUTED CELL PER ICCTICBO NMR 1112DllPOST INSTALLED ANCHORS IN CONCRETE AND MASONRY3 VERIFY DIMENSIONS AND CONDITIONS WITH THE ARCHITECTURAL DRAWINGS FIELD VERIFY DIMENSIONS AND ELEVATIONS RELATIVE TO THE WATER ADDED AFTER INITIAL CONCRETE BATCHING SHALL BE SPECIAL INSPECTED M HORIZONTAL BARS ARE PLACED ADJACENT TO VERTICAL BARS EVALUATIONREPORTS EXISTING STRUCTURE PRIOR TO FABRICATION OF MATERIALS C PREPARE MIX DESIGNS FOR EACH TYPE OF CONCRETE BY EITHER LABORATORY TRIAL BATCH OR FIELD EXPERIENCE METHODS AS SPECIFIED IN N REFERENCE CODE ACI 530 08 BUIDING CODE REQUIREMENTS FOR MASONRY STRUCTURES 4 FOR FEATURES OF CONSTRUCTION NOT FULLY SHOWN PROVIDE THE SAME TYPE AND CHARACTER AS SHOWN FOR SIMILAR CONDITIONS SUBJECT AC 301 FREQUENCY OF INSPECTION WHICH MAY BE CONTINUOUS DURING THE TASK LISTED OR PERIODICALLY DURING THE TASK LISTED AS DEFINED IN THE TWO HORIZONTAL BARS IN GROUTED CELL 8 NOMINAL BLOCK WIDTHTO REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER OF RECORD TABLED USE PORTLAND CEMENT TYPE I OR li CONFORM WITHASTMC 150 SUPPLY FROM 1 SOURCE 5 APPLY PLACE ERECT OR INSTALL ALL PRODUCTS AND MATERIALS IN ACCORDANCE WITH THE MANUFACTURER S INSTRUCTIONS MASONRY STRENGTH fm (ps')E AGGREGATES SHALL- CONFORM KITH ASTM C 33 AND BE THOROUGHLY CLEANED AND WASHED PRIOR TO USE i &6 ADEQUATELY BRACE STRUCTURE AND ALL STRUCTURAL COMPONENTS AGAINST WIND LATERAL EARTH AND SEISMIC FORCES UNTIL THE F REPLACE UP TO 20% OF CEMENT WITH FLY ASH FLY ASH SHALL CONFORM WITH ASTM C 618 CLASS C OR F CONCRETE MIX STRENGTH TEST 154 18)0 2000 2500 SPECIAL INSPECTION PROGRAM FOOTNOTES PERMANENT LATERAL FORCE RESISTING SYSTEMS HAVE BEEN INSTALLED DATA SHALL BE PROVIDED STAGGER SPLICE STAGGER SPLICE STAGGER SPLICE STAGGER SPLICEBAR SIZE 1 PROVIDE SPECIAL INSPECTION SPECIAL TESTING REPORTING AND COMPLIANCE PROCEDURES ACCORDING TO CHAPTER 17 OF THE 7 PERMANENTLY AlTACH FIRST FLOOR TO WALLS OR SHORE WALLS PRIOR TO BACK FILLING AGAINST STRUCTURE G CONCRETE EXPOSED TO WEATHER SHALL HAVE 5% f 1 5. ENTRAINED AIR BY VOLUME AND SHALL CONFORM WITH ASTM C 260 SPLICE OVERLAP SPLICE OVERLAP SPLICE OVERLAP SPLICE OVERLAP INTERNATIONAL BUILDING CODE WITH THE WASHINGTON STATE AMENDMENTS r .95£ 2 : 8 SUBMITTALS H SLABSINGRADE SHALL UTILIZE SUPER PLASTICIERS 3 24 24 22 22 20 20 18 18 2 SPECIAL INSPECTOR QUALIFICATIONS DEMONSTRATE COMPETENCE TO THE SATISFACTION OF THE BUILD)!NG OFFICIAL FOR INSPECTION OF THE fi 5.86 7 7 A SUBMIT SHOP DRAWINGS FOR 3 CONCRETE MIX PROPORTIONS 4 42 42 38 3B PARTICULAR TYPE OF CONSTRUCTION OR OPERATION IN QUESTION36363333 i REINFORCING STEEL 3 PRIOR TO THE BEGINNING OF CONSTRUCTION REVIEW THE SPECIAL INSPECTION REQUIREMENTS WITA THE ARCHITECT ENGINEER BUILDINGA PROPORTION ACCORDING TO AC] 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE 5 66 66 60 60 57 57 51 51 3, 8%,1 2 a H STRUCTUIL STEEL OFFICIL GENERAL CONTRACTOR AND SPECIAL INSPECTORSB SUBMIT MIX DESIGNS MTH COMPLETE STATISTICAL BACKUP FOR REVIEW A B SUBMIT AS DEFERRED SUBMITTALS SHOP DRAWINGS STAMPED BY A REGISTERED STRUCTURAL ENGINEER LICENSED IN THE STATE OF 6 132 177 121 161 114 153 102 137 4 DUTIES OF THE SPECIAL INSPECTOR INCLUDE BUT ARE NOT LIMITED TO 4 SAMPLING AND TESTING OF CONCRETEZll WASHINCTON FOR PRE-FABRICATED METAL BUILDING AND CEILING GRID SYSTEM DESIGN 1 180 308 164 282 156 267 139 239 A OBSERVE THE WORK FOR CONFORMANCE WFTH THE APPROVED PERMIT DRAW{NGS AND SPECIRCATIONS BRING DISCREPANCIES TO THEA CONCRETE COMPRESSIVE STRENGTH OF LABOFATORY CURED CYLINDERS SHALL BE TESTED AFTER THE SPECIFIED PERIOD AT 28 DAYS OR 56C SUBMiT SHOP DRAWINGS PRIOR TO FABRICATION OF MATERIAL LAP SPLICES NOTES IMMEWATE KITENTION OF THE GENERAL CONTCTOR FOR CORRECTION THEN IF UNCORRECTED TO THE ENGINEER AND TO THE BUILDING DAYS AS NOTEDD WHERE SPECIAL INSPECTON OR TESTING IS REQUIRED BY IBC CHAPTER 17 THE REGISTERED STRUCTURAL ENGWEERAS) FOR EACH STAMPED i ALL VALUES LISTED ARE IN INCHES OFFICIAL 8 SAAPLE CUREAND TEST CONCRETE CYLINDERS ACCORDING TO APPLICABLE ASTM SPECIFICAnONSSUBMITTAL ABOVE SHALL PREPARE A STATEMENT OF SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC SECTION 1705 FOR SUBMITTAL BY THE ii NO OVERLAPOF SPLICE LENGTH FOR STAGGERED SPLICE B FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL ARCHITECT IGINEER AND GENERAL CONTRACTOR IN A C ACCEPTANCE OF COMPRESSIVE SmENGTH TEST RESULTS SHALL BE GOVERNED BY ACI 318 CHAPTER 5PERMIT APPLICANT TIMELY MANNER 0 TEST A MINIMUM OF 3 CONCRETE TEST CYLINDERS FOR EACH 100 CU YARDS OR EACH DAY OF POUR FOR EACH CONCRETE STRENGTH TEST 1 m REFERENCE CODE ACI 530-08 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES C SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION nAS INSPECTED AND WHETHER THE WORK IS IN SITE PREPARATION CYLINDER AT 7 DAYS AND 2 CYLINDERS AT 28 DAYS B WALL CORNERS AND INTERSECTloNS USE HORIZONTAL CORNER BARS EQUAL IN SIZE AND NUMBER TO HORIZONTAL REINFORCEMENT LAP CONFORMANCE WITH THE APPROVED PERMIT DRAWINGS AND SPECIFICATIONS 1 REMOVE VEGETATiON RUBBISHAND EXISING FILL WITHIN BUILDING FOOTPRINT AND 5-0 (MINIMUM) BEYOND THE FOOTPRINT STRIP TOP SOIL 6 E CAST 1 ADDIT IONAL CYL INDER FOR STRENGTH VERIFICATION IF PROBLEMS HAVEDEVELOPED FROMPREVIOUS 28 DAY BREAKS SPLICE LENGTH AS SHOWN ABOVE FOR CORNER BARS WITH MAIN HORIZONTAL REINFORCEMENT 5 DUTIES OF THE GENEFIL CONTRACTOR INCLUDE BUTARE NOT LiMITED TO MINIMJM 5 JOINTS C WALL ENDS AND INTERSECTIONS ONE VERTICAL BAR EQUAL IN SIZE TO TYPICAL VERTICAL REINFORCEMENT A NOTIFY SPECIAL INSPECTOR THATWORK IS READY FOR INSPECTION AT LEAST 24 HOURS BEFORE INSPECTION IS REQUIRED 2 PRE ROLL AREA VTHIN BUILDING FOOTPRINT AND 5-0 (MINIMUM} BEYOND THE FOOTPRINT WETH A HEAVY VIBRATORY ROLLER OR LOADED DUMP A CONSTRUCTION JOINTS BETWEEN FOOTINGS AND WALLS COLUMNS OR PILASTERS AND THE SLABS THEY SUPPORT AND WALL CONSTRUCTION D WALL OPENINGS B MAINTAIN ACCESS TO WORK REQUIRING SPECIAL INSPECTION UNTIL IT HAS BEEN OBSERVED AND INDIATED TO BE IN CONFORMANCE BY THE TRUCK MAKE 3 PASSES (MINIMUM} OVER THE ENnRE AREA JOINTS ROUGHEN CONTACT AREA TO AN APPROXIMATE 1/4 AMPLITUDE LEAVING THE CONTACT SURFACE CLEAN AND FREE OF LAITANCE HEAD 2 HORIONTAL BARS EQUAL IN SIZE TO TYPICAL HORIZONTAL REINFORINGSTEEL EXTEND BARI FULL DEVELOPMENT LENGTH BEYOND SPECIAL INSPECTOR ANDAPPROVED BYTHE BUILDING OFFICIAL 1 REMOVE AREAS OF SOIL AS REQUIRED THAT EXHIBIT EXCESSIVE WEAVING OR DEFLECTION UNDER THE WEIGHT OF THE ROLLER OR DUMP TRUCK B CONSTRUCTION JOINTS KEYWAYS PROVIDE WHERE SHOWN ON DRAWINGS OPENING EDGE DEVELOPMENT LENGTH IS LAP SPUCE LENGTH TIMES 0 8 C PROVIDE THE SPECIAL INSPECTOR WITH ACCESS TO APPROVED PERMIT DRAWINGS AND SPECIFICATIONS AT THE JOB SITE 4 BACK·FILL EXCAVATED ,AREAS WITH STRUCTURAL FILL AS DESCRIBED BELOW C SUBMI LOCATIONS AND DETAILS OF PROPOSED CONSTRUCTION JOINTS NOT DETAILED ON THE DRAVNGS FOR REVIEW JAMBS 1 VERTICAL BAR EQUAL IN SIZE TO TYPICAL VERTICAL REINFORCEMENT FULL HEIGHT OF WALL D MAINTAIN JOB SITE COPIES OF ALL REPORTS SUBMITTED BY THE SPECIAL INSPECTOR 5 CONSULT THE FOUNDATION INVESTIGATION REPORT AVAILABLE AT THE ARCHITECT'SOFFICE FORADDITIONAL INFORMATION 6 AUSLABS AND BEAMS SHALL BEE CAMBERED AT THE CENTER OF THE MEMBER UNLESS NOTED OTHERWISE CAMBER (ININCHES) IS DETERMINED E FOUNDATION BALL DOWELS 1 VERTICAL DOWEL EQUAL IN SIZE TO TYPICAL VERTICAL- REINFORCEMENT AT EACH VERTICAL WALL BAR LAP SPLCE AS SHOWN ABOVE USE STANDARD HOOK IN FOOTING 6 DEFINmONS BY THE CLEAR SPAN (IN INCHES) DIVIDED BY 480 A CONTINUOUS INSPECTION THESPEC]AL INSPECTOR 15 OBSERVING THE WORK REQUIRING SPECIAL INSPECTION AT ALL TIMESSTRUCTURAL FILL OR BACKILL 7 DEPRESSIONS IN SLABS AND BEAMS PROVIDE SAME DEPTH AS FOR INACENT AREAS UNLESS NOTED OTHERWISE F PROVIDE BAR POSION[NG DEVIES FOR ALL VERTICAL REINFORCEMENT 1 STRUCTURAL FIll MATERIAL 0 COMPLETE GROUTING OF ANY SECTION OF WALL IN 1 DAY WITH NO INTERRUPTIONS GREATER THAN 1 HOUR BETWEEN GROUT POURS FORKI A B PERIODIC INSPECTION THE SPECIAL INSPECTOR IS ON SITE AS REQUIRED TO CONFIRM THAT THE WORK REQUIRING SPECIAL INSPECTION IS IN 8 CHIFER EXPOSED CORNERS 3/4 UNLESS NOTED OTHERWISE CONFORMANCEA SAND AND GRAVE MIXTURE OR CRUSHED ROCK 9 MASS CONCRETE CONSTRUCTION (SECTIONS THICKER THANS-01 HORIZONTAL CONSTRUCDON JOINT BY STOPPING ALL WYTHES AT THE SAME ELEVATION AND STOPPING THE GROUT A MINIMUM OF 117 BELOW B WELL GDED FROM COARSE TIFINE MTH LESS THAN 10% BY WEIGHT OF THE MINUS 34 FRACTION PASSING THE NO 200 SIEVE THE MORTAR JOINT STOP GROUT POUR A MINIMUM OF 1/r BELOW THE TOP OF THE MASONRY AT IOND BEAMSA MIX DESIGN SPECIAL TESTING REQUIREMENTSC FREE OF ORGANICS RUBBISH CLAY BALLS AND ROCKS LARGER THAN 4 i MAY OBTAIA DESIGN STRENGTH I 56-DAYS 1 STRUCTURALFILL ORBACKILL VERIFY COMPACTION VATH RANDOM FIELD DENSIrf TESTS2 PLACE STRUCTURAL FILL N LOOSE LIFTS MAXIMUM OF B IN THICKNESS 1 COARSE AGGREGATE ANGULAR SHAPED SMOOTH AND INTERNAIONAL GRADING WITHOUT GAPS 3 COMWK..1 511<ULIUKUHLL IIAMINIMUMULNbll,Uns:,16 Ut·MMIMUMUKY LANbly A:,DElimMINEDBY AIThil[155/2 5/UCTURAL CONCRETE SAMPLE AND TEST ACCORDING TO SmUCTURAt NOTES 8 TEMPERATURE CONTROL AND MONITORING bINLILI.11-2511:EL 3 SRUCTURAL WASONRY SAMPLE AND TEST ACCORDING TO STRUCTURAL NOTES4 VERIFY ADEQUACY OF STRUCTURAL FILL COMPACTION WITH RANDOM FIELD DENSITY TESTS IN ACCORDANCE MTH REQUIREMENTS OF , COOL COARSE AGGREGATE WITH COOL WATER ICE OR NITROGEN PIPING ADJUST IATERADDED AT BATCH PLANT IF ICE IS USED 1 DETAIL FABRICATE ERECT IDENTIFY AND PARI SmUCTURAL STEEL ACCORDING TO AISC SPECIFICATIONS EXCEPT CONTRACTOR SHALL USE THE STRUCTURAL TESTS AND SPECIAL INSPECAONX IBC CHAPTER 17 4 STRUCTURAL STEEL NON DESTRUCTr,EMETHOD TESTING CONFORM WIrrHAWS [11 1, CONCRETEE TEMPERATURE AT TIME OF PLACEMENT BETWEEN 55 AND 80 DEGREES FIRENHEIT ARCHITECTURAL DRAWINGS IN CONJUNCTION WITH THE STRUCTURAL DRAWINGS FOR DIMENSIONS AND STRUCTURAL STEEL NOT SHOWN ON THE 5 CONSULT THE FOUNDATION INVESTIGAION REPORT AVAILABLE AT THE ARCHITECTS OFFICE FOR ADDITIONAL INFORMATION m INSULATE FORMS WITH WHITE VISQUEEN AND CONCRETE BLANKETS PROVIDE A TOTAL 1NSULAT1ON VALUE OF APPROX{MAJELY R 2 STRUCTURAL DOCUMENTS 2 MATERIALrv MONITOR CONCRETE TEMPERATURE DURING CURING WITH ELECmONIC TEMPERATURE PROBES PROVIDE A MINIMUM OF ONE SET OF 3 FOUNOAT10NS PROBES AT EACH SEGMENT OF WALL OR ROOF CONSTRUCTION FOREACHSET PLACE ONE PROSE (EACH) AT Z FROM INSIDE AND OUTSIDE A M MT S ST HP C MC AND L SMPES ASTM A36 F¥ - 36 KSI 1 FOUNDATION SIZES BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 2500 PSF DEAD AND SNOW LOADS WITH AN AULOKABLE ONE THIRD FACES OF WALL AND ONE PROBE AT THE CENTER OF THE WALL THICKNESS INSTALL PROBES TO AVOID DIRECT CONTACT WITH B STEEL PIPE ASTI IB GRADE B F, - 35 KS, INCREASE FOR WIND AND SEISMIC REINFORCING C STEEL HOlLOW STRUCTURAL SECTIONS (HSS) ASTM ASOO (COLD ROLLED} GRADER 2 FOUNDATION ELEVATIONS SHOWN ARE TO TOP OF FOOTINGS v REMOVE FORM WORK AND INSULAT]ON AFTER THE DIFFERENCE BETWEEN THE CORE CONCRETE TEMPERATURE (ACCORDING TO THE MIDDLE F, = 40 KSICSOUARE RECTANGULAR, 3 PLACE FOOTINGS ON FIRM UND)!STURBED ORIGINAL SOIL OR ON STRUCTURAL FILL SEE STRUCTURAL FILL OR BACKILL NOTES FOR PROBE) AND THE AVERAGE DAILY LOW E TEMPERATURE IS 35 DEGREES OR LESS Fy = 42 KSI(ROUND) STRUCTURI FILL INFORMATION vt IF THE DIFFERENCE IN TEMPERATURE BETWEEN THE INSIDE OR OUTSIDE FACE OF THE WALL AND THE CORE EXCEEDS 35 DEGREES D STEEL PLATES 4 LOCATE BOTTOM OF FOOTINGS ATA MINIMUM OF 14· BELOW INAL GRADE OR 1 -0 BELOW EXISTING GRADE WHICHEVER IS LOWER ADDITIONAL INSULATION OF THE FORMS MAY BE REQUIRED ASTM A36 Fv - 36 KS 5 PRORTO PLACEMENTOF CONCRETE REMOVE ALL DISTURBED SOIL FROM4 FOOTING EXCAVATION TO NEAT LINES vii IFTHECORETEMPERATURE EXCEEDS 155 DEGREES FAHRENHEIT REMOVAL OF INSULATION MATERIALS MAY BE REQUIRED ASTMA529 Gr 50 F =SOKSI 6 STEP BOTTOM OF FOOTINGS FROM ELEVATION TO ELEVATION AT A RATK) OF 1 VERTICAL TO 2 HOR]ZONTAL WITH A MAXIMUM VERTICAL STEP OF E HEADEDSTUDS ASTMA108 GRADES 1010THROUGH 10181NCLUSM Z4 CONCRETE T[LT UP WALLS 3 CONNECT ALL MEMBERS WITH SE!11 FINISHED MACHINE BOLTS ASTM A]07 GRADE A UNLESS NOTED OTHERWISE ON DRAWINGS 7 CONSULT THE FOUNDATION INVESTIGATION REPORT AVAILABLE AT THE ARCHITECrS OFFICE FOR ADDmONAL INFORMATION 1 REFER TO INFORMATION IN CAST IN/LACE CONCRETE AND CONCRETE REINFORCING STEEL IN ADDITION TO THE FOLLOWING 4 GALVANIZED BOLTS {WHERE SHOWN ON DRAWINGS) HOT DIPPED GALVANIZED ACCORDING TO ASTM Al 53 CLASS C 2 REINFORCING SHOWN IN DESIGN DRAWINGS IS DESIGNED FOR FORCES OCCURRING AFTER PANEL IS IN PLACE AND ANCHORED AND TIED TO ROOF 5 ANCHORRODS AND FLOOR DIAPHRAGMS USE STRONGBACKS AND EXTRA REINFORCING AS REQUIRED AND DIRECTED BY PANEL ERECTOR FOR ERECRON PURPOSES STRUCTURI ENGINEER OF RECORD ACCEPTS NO RESPONSIBILITY FOR ERECTION AND ERECTION DESIGN OF PANELS A ASTM F 1554 GR 36 Fy - 36 KSI B PROVIDE WITH STANDARD WASHERSAND NUTS3 ALL CONCRETE FOR CONCRETE TILT UP WALLS SHALL HAVE NORMAL WEIGHT AGGREGATE WITH A COARSE SIZE OF 3/4 AND A MINIMUM 28 DAY LABORATORY CURED COMPRESSIVE CYLINDER STRENGTH OF 4000 PSI MINIMUM REINFORCING FOR PANELS IS PER CONCRETE REINFORCING C GALVANIZE RODS (WHERE NOTED ON DRAW}NGS) ACCORDING TO ASTM A 153 CLASS C OVER TAP NUTS TO CLASS 2IFIT BEFORE GALVAN[ZING ACCORDING TO ASTM A563STEEL BELOW SEE DRAWINGS FOR TYPICAL AND DETAILED CONDITIONS BEYOND THESE MINIMUMS 4 PANEL THICKNESS (IN ) REINFORCING (MINIMUMS UNLESS NOTED OTHERWISE ON DRAWINGS)6 PROVIDE BEVELED WASHERS AT BOLT HEADS OR NUTS BEARING ON SLOP]NG SURFACES 7 WELDINGA PLACE 2 #5 CONTINUOUS BARS AT PERIMETER EDGES CENTERED UNLESS NOTED OTHERWISE B PLACE 2 #S CONT]NUOUS BARS AT EDGES OF OPEN]NGS WITH DIMENSIONS 1 -6 LONG AND LONGER CENTERED IN PANEL EXTEND 2·-0 PAST A CONFORM WITH AWS SPECIFICATIONS OPENING EDGES UNLESS NOTED OTHERWISE B WELDERS TO BE QUALIFIED UNDERAWS AND WABO SPECIFICATIONS C PLACE 2 #5 x 44 DIAGONAL BARS AT CORNERS OF OPENINGS WITH DIMENSIONS 1 -6 LONG AND LONGER CENTERED IN PANEL UNLESS NOTED C WELDS MATERIAL 70 KS FILLER METAL UNLESS NOTED OTHERWISE PROVIDE LOW HYDROGEN FILLER METALS AT MOMENT FRAME WELDS OTHERWISE D WELDS TO METAL DECK METAL STUDS OR OTHER COLD-FORMED METALS CONFORM TO AWS D) 3 E WELDING OF REINFORCING STEEL AS NOTED IN CONCRETE REINFORCING STEEL PORTION OF STRUCTURAL NOTES F WELDS TO GALVANIZED STEEL AND AREAS DAMAGED BY WELDING FLAME CUTTING OR HANDI ING CLEAN DRY AND REMOVE OIL GREASE SALT POST4NSTALLEDANCHORS AND CORROSIVE PRODUCTS APPLY ORGANIC COLD GALVAN[ZING COMPOUND WITH A MINIMUM OF 94% ZINC OUST IN THE DRY FILM APPLY IN MULTIPLE COATS TO ACHIEVE AN 8 MIL THICKNESSFOR ANCHORS ON THE CONSTRUCTION DOCUMENT S NOT NOTED WITH A SPECIFIC PRODUCT TYPE OR MANUFACTURER THE CONTRACTOR SHALL USE APPROVED ANCHORS SPECIFIED IN THE TABLE BO OW 8 CONTRACTOR TO DESIGN AND PROVIDE ERECTION AIDS (BOLTS CLIPS SHIMS SEATS ETC} REQUIRED TO FACILITATE CONSTRUCTION VAA 'D13133DGIN1 THE FOLLOWING PRODUCTS SHALL BE INSTALLED PER THE REQUIREMENTS OF THE REFERENCED PRODUCT APPROVALS SHOWN BELOW UNLESS 9 INSTALL AND INSPECT HEADED STUDS AND SHEAR CONNECTORS ACCORDING TO CHAPTER 7 OF AWS Dl 1 STRUCTURAL WELDING CODE STEEL NOTED OTHERWISE 10 EMBEDDED STEEL ASSEMBLIES HOT DIP GALVANIZE ACCORDING TO ASTM A123 WHERE NOTED ON DRAWINGS 3Ah13SM0132 NO SUBSTITUTIONS SHALL BE MADE FOR POST INSTALLED ANCHORS SHOWN ON THE CONSTRUCTION DOCUMENTS WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD SUBSTITUTtoN REQUESTS SHALL INCLUDE CALCULATIONS PREPARED AND SEALED BY A PROFESSIONAL ENGINEER COLD FORMED STEEL FRAMINGREGISTERED IN THE STATE IN WHICH THE PROJECT OCCURS DEMONSTRATING THAT THE PROPOSED ANCHORS HAVE PERFORMANCE VALUES 1 ALL FABRICATMON ERECTION AND IDENTIFICATION OF COLD FORMED STEEL FRAMING SHALL CONFORM WITH IBC SECTIONS 2209 2210 AND 2211EQUIVALENT TO OR HIGHER THAN THOSE SHOWN ON THE DRAWINGS AND AIS I SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS ITEM APPROVED PRODUCTS ICC#2 MATERIAL HILTI KWIK BOLT TZ ESR 1917 A ASTM A 653653M GRADE D {Fy - 50 KSI) FOR 54 MIL AND THICKER STOCK EXPANSION ANCHOR (CONCRETE}SIMPSON STRONG BOLT 2 ESR 3077 B ASTM A 653/653MI GRADE A IFy.33 KSIH FORI MIL AND THINNERSTOCK DEWALNPOWERS POWER STUD + 502 ESR 2502 3 FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SHEET METAL (SDSM) SCREWS UNLESS NOTED OTHERWISE HITIHIT RE 500 SD ESR 2322 A SCREW SPACING AND EDGE DISTANCE SHALL BE NOT LESS THAN 3X THE NOMINAL SCREW DIAMETER HILTI HIT·HY 200 ESR 3187 B PENETRATIONS OF SCREWS THROUGH JOINED MATERIAL SHOULD NOT BE LESS THAN 3 EXPOSED THREADS ADHESIVE MCHOR (CONCRETE)SIMPSON SET XP ESR 2508 C WHERE FEASBLE INSTALL SCREWS FROM TH1NNER MATERIAL TO THICKER MATERIALDEWALT/OWERS PE1000+ESR 2583 D SCREWS SHALL BE INSTALLED AND TIGHTENED IN ACCORDANCE WITH SCREW MANUFACTURER S RECOMMENDATONSDEWALT/OWERS PURE110+1 3598 4 WHERE INDICATED FASTENING OF COMPONENTS SHALL BE WITH WELDINGDEWALTPOWERS AC100+GOLD ESR 2582 A ALL WELDS SHALL BE OF SUFFICIENT SIZE TO ENSURE THE STRENGTH OF THE CONNECDON STRUCTURAL NOTESHILT[ HUS.EZ M 3027 SIMPSON TIEN HD ESR 2713 B ALL WELDING SHALL CONFORM MTH AWS SPECIFICATIONS TOUCH UP WELDS WITH ZINC RICH PAINTSCREW ANCHOR (CONCRETE,DEWALT/OWERS WEDGE BOLT +ESR 2526 C WELDERS SHALL BE AWS AND WABO CERTIFIED FOR COLD·FORMED METAL WELDING DEWALT/POWERS SNAKE +ESR 2272 D WELDING ELECTRODES SHAL BE E60XX HILTIHUS·EZ ESR 3056 E WELDING IS ONLY ACCEPTABLE ON MATERIAL 43 MIL AND THICKER SCREW ANCHOR {GROUTED MASONRU SIMPSON TIEN HO ESR 1056 5 STEEL STUDS OR JOISTS SHALL HAVE SIFFENED LIPS UNLESS NOTED OTHERWISE AND IANUFACTURED BY MEMBERS OF THE STEE STUD DEWALTPOWERS WEDGE BOLT +ESR 1678 MANUFACTURERS ASSOCIATION SIZES AND GAUGE ARE AS NOTED ON DINGS r-GM HILTI LOW·VELOCITY POWER-DRIVEN ESR 1663 6 PROVIDE ALL ACCESSORIES INCLUDING BUT NOT NECESSARILY LIMITED TO TRACKS CLIPS WIEB ST/FENERS ANCHORS FASTENING DEV]CES AND rz-CBRANSET POWER·DRIVENSHOTPIN ESR 2138 OTHER ACCESSORIES REQUIRED FOR A COMPLETE AND PROPER INSTALAION BNOTAPPROVED FOR SEISMIC LOADS)SIMPSON POWER DRIVEN ESR 1799 7 END BLOCKING SHALL BE PROVIDED WHERE JOIST ENDS ARE NOT OTHERWISE RESTEWNED FROM ROTATION r- DEWALT/POWERS POWDER ACTUATED ESR 2024 8 JOISTS SHAll BE LOCATED DIRECTLY OVER BEARING STUDS UNLESS NOTED OTHERMSE WrTHIN A TOLEAANCE OF I 1/2'DEWALTFOWERS TRAK ITCS GAS ACTUATED ESR 3275 9 SPLICES IN AXIALLY LOADED STUDS SHALL NOT BE PERMITTED 1603 10 EACH FLANGE OF STUOS SHALL BE SECURELY ATTACHED TO FLINGES OF BOTH UPPER AND LOWER TRACKS SHEET NO11 WHEN METAL STUDS ARE USED IN BEARING WALL CONSTRUCTION STUDS MUSTFIT TIGHTLY TITOTHETOPAND BOTTOM TRACKS END GAPS WILL NOT BE ALLOWED Sl.1 0-- 8' CONC SIG Ws | 45 @ 16'oc EA WAY BOTTOM - 517 LJ Flo 1 Ed F3.0 9-__ CJ CONG SIG PER PLAN 7 | 6 /Th SECTION \Es/1-=t'-0 AB SIZE, GRACE AND LAYOUT BY OTHERS SEE I 254.1 FOR ITEMS NOT SHOWN OR NOTED - ACEQD EQ L A F3.0 -1 8 F50 FS.0 r-7 r (DI- 1 11 1 =I It L_J L_ f F3.0 r 7 FOUNDATION PLAN NOTES· 1 - SEE SHEET 51 1 FOR STRUCTURAINOTES 2. FX,0 DENOTES FOOTING TYPE. SEE SCHEDULE ON 1/54,1 AND DETAIL 2/54.1 3. 0_ INDICATES SIG JOINT LOCATION SEE DETAIL 1184 1 FOR CONmOL AND CONSTRUCTION JOINTS 4 - SEE MECHANICAL ENGINEERING DWGS FOR EXTENT OF ALL STORM. WATER AND SEWER PIPES AND FOR PLACEMENT AND LOCATION OF UNDER SLAB DRAWS AND DUCT PENETRATIONS 5.- VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DOCUMENTS 6.- SEE SECTION 5&6/54 1 FOR TYPICAL PIPE PENETRATION THROUGH WALL FOOTINGS 7.- STRUCTURE ABOVE DESIGNED BY OTHERS A 52.5 1/T PLYWOOD STORAGE FOUNDATION PLAN *' =11 -6605162-54@2'-0'oc (6005250·97@SIM) -« f * 2/ 6 1/8005200-M @ 24 I 160# MECH UNIT. TYP OF (4) (2) 8003200·68 @ 24"oc4 - RUN STUD FULL HEIGHT @ SIM SIM 525 A /6 ) MEZZANINE PLAN ty A. -1. BOOT200-431(CONT 525 3/4· AG PLYWOOD UNBLOCKEDW/#1SCREWS @6"oc ' IC=== -+r I -8005162-54@2·.0-oc 6005162-43 BLKG, 4 1 1/CONT WM {23 #10 EA 1 1 \11 600515243 STUD BLOCKING JOIST PER PLAN -WI {41 #12 SCEWS EA STUD8-A rl CONC SOG PER PLAN ;2 600T)62.54*CONT W/ HILTI X·U PDF 4 Wi 114* EMBED @ 48·oc 1 \ LS:3x14 GA 1, 0'-S- VW (4) #12 SCREWS EA 6001200·43}:CONT --/li ,\_-·4" W (3) #12 LEG 1 1 SCREWS EA LEG 1 1BOOT200-68 x CONT Wi (4) #12 SCREWS 600T16264xCONT WI 3/8 DIA HILT] KNIKHUS€&39·@48oc . 11 1.. \1 1 1 % 1 I 22==JEA WAY EQ SPACED 4'4- SQ (69 LONG @ SIM Wm (71 #51 A /2\ SECTION \25/1»=1'-Or COLUMN AND BASE PL BY OTHERS PL 1/2*4,0 ·-4 W/NUT ON BOTTOMTYP PIPE PER PLAN -n,r- fc=2500 PSI I ..Zj 24"DIA L. L- PAD OR STRIP FTG PER PLAN rn SECTION m /Ph SECTION 1%1'.\,515/1'=1'-0 A rih SECTION \,5/1 =1' A /2\ SECTION \,EEE/1·=l-or E : CT-C EQ (-5/ 25'-0* EQ ) 4- DIA PIPE. TYP S /2\ DUMPSTER ENCLOSURE Ms/A=1.0 % Z AB SIZE, GRADE AND LLAYOUT BY OTHERS SEE S 254.1 FOR ITEMS NOT SHOWN OR NOTED- - J Tr » 7,1.. F t.i .4 1 111\\ *.!EL-«r VEA WAY EQ SPACED --! (f-0 LONG @ SIM W; (7) #5) L „Orm, 6 /Sh SECTION \25/1%1'. /(\ CZ, COLUMN AND BASE PL BYOTHERS PL 1/2*4*0·4-W/ NUTON BOTTOM TYP EQ 525 TYP /2\ iii LU @ ti 5 %§9 Lde:ANA/7 171 4#NAL 0*S -S 19...Iii L : i P. Slk J d Sa Blfi i i mimil Ci --1 LLI E STORAGE FOUNDATION PLAN 6 MEZZANINE PLAN ..104 1603 SHEET NO. 52.5 GM CO 8 5 g j MARK F3.0 F4.0 F5.0 F6.0 F7.0 F8.0 F90 CONSTRUCTION JOINTS DIAMOND SHAPE CONC BLOCKOUT (2500/MIN} SIZE AS REQ[} Del AROUND PEROMEIER 3'·rr 'A H. 6··0* .: 8·-0· SPREAD FOOTING SCREDULE DIT'ENSIONS I. 4'.0 5/ 6··0· R 5.7 9- 18 1 Er 18 % ir . RE INFORC 'C· fLONG DIR) 44;ST&5 5-#5 T&8 6#5 T&8 7-#5 T&8 8-#5 T&8 9-#ST&8 ri) FOOTING SCHEDULE //-CL COL MENT 'D (f/ORT DIR) 4 41 PER METAL BUILDING MANUFACTURER ECL COL /2\ SECTION Q.1/t.n'·0« Z HOUSE KEEPING PAD /2\ SECTION \29 1»El'-0 5 l. CONSTRUCT1ON JOINTS 5/8 DIA * 1'4 SMOOTH ,0 SIDE OF BLOCKOUT SNUG FFIN GREASED SLEEVE ONE SIDE OF JOINT 4* THICKNE$$ #4 @ lfI EA WAY 6· iHICKNESS 05 @ 16·oc EA WAY, TYP UNO 8·THICKNESS#5@12·oc EAWAY 0, uf-MIROUND PERIETER I @4KIEA WAY INTERIOR 4-#5 788 54;STBB 6-05 T&8 7·#57&8 .% 8-#5 TaB 9#STe 10·#ST88 REMARKS REINF U PARALLELTO DIM A' (EQ SPACED) n NOTEB: 1 CENTER ALL FOOTINGS ON COLUMN ABOVE EXCEPT AS SHOWN OTHERWISE 2 FOOTINGSSHALLBEARON UNDISTURBED NATIVE SOIL GEOTECHNICAL ENGINEER TO APPROVE ADEQUACY OF SUBGRADE BELOW EACH FOOTING 3 ADD COMPACTED GRAVEL AU AS REOD FROAI BOT OF CONC FTG TO UNDISTURBED NATIVE MATERIAL OR AS DIRECTED BY GEOTECHNICAL ENGINEER. 4 WHERE ADJACENT PAD FOOTINGS INTERSECT. CONTRACTOR OPTION TO RUN REINFORCEMENT CONTINUOUS THRU BOTH FOOTINGS r-WALL PIPE PERPENDICULAR TO FOOTING $ ' /GALV STEEL PIPESLEEVE TO BE / LARGER THAN PIPE OR CONDUIT k S 3-1-L L 6: 4-1-t-t11'L --1/]- - --REINF.t)*PARILTODIM. 8 420 SrolJ· Dalw PLAN : 3' CLR I.M. 1 11=111-111=111-5 ''=111=1113-Xk» e GEOTECHNICAL ENGINEER VERIFY ADEQUACY OF SUBGFDE SECTION '3 CLOFCOL&FTG541 COLUMN AND BASE PL | BY OTHERS - EXPANSION MATERIAL =FF-=L// -OF SLAB 101 . 11/· NONHRINK GROUT AP)- 1 /1 PL 112xnQ W/ BOT NUT IL (PL 1/2;8*1'* @ HSS COLUMNS) rs) SECTION FORPIPESIN THISAREA. STEP FTG SO PIPES PASS THRU WALL (2) #5/ /1.TaB1 3 1 tE.U NOTE· 1 FOR PIPES 3'-0* OR LESS BELOW FTG PROVIDE SLEEVE AND CONCASSHOWN.J' D'Ar 1 FOR PIPES MORE THAN 3'4 BELOW FTG USE STEPPED FTG DETAIL TO GET WITHIN 3-0· MAX /Th SECTION SLAS ON GRADE IS NOT DES GNED TO SUPPORT CRANE LOADS DUR *.G ERECTON / EARLY ENTRY AT / Se (2) #4 AROUND PERIMETER (1.10* AT / SLAB)DRY CUT CSOFCUn RUN 10 REINF THRU JOINT.WITH»14-12110... STOPOTHERHALF·rBACKFfON WEATHER CONDIT10*IS OF POUR DEPENDING FROM JOINT 1 6»0 -· 44'6{00.L VAPORRETARDER CONTROL JOINT 3/4 DIA 11'-4 AI SMOOTH ROD @ 16-oc /BULKHEAD FORM, AS REQ'D RJPTOP OF FORM FLUSH WS TOP 0 SLAB ../\ j, 6·MIN EMBED BULKHEAD JOINT (BJ) 16.06·6 Boo COAT JOINT Vt BOIM BREAKER PRIOR TO PLACING ADJACENT CONCRFE 4 /Ehh SECTION 1'=1'-orr- 400T15043 WJ #10 STSM/ SCREWS @ 16-oc EA 4005162-54 @ 16*00 Wl 1/2' PLYWD EA SIDE r 23,34/16xCONTEA SIDEOFPITW/1/2-*5CONC SOG PER WHS @ 24"oc MAXSTIFFCLIP CL400118 PLAN fAT EACH STUD W/ 3/ DIA HILTI KWIK HUS€Z ANCHORAGEBYMANUF DRAIN PER MANUF 4 4« nr131 L CONC SOG PER PLAN A /'14 h SECTION 511/M4 /-2'\ SECTION 21-1'1-=14 : LVAPORRETARDER OF SLEEVE CONC SOG AND REINF PER PLAN -1 f1 0 / TRANSITION8·CONC SOG PER PLAN ,/ .6»CONC SOG PER PLAN , LAP LENGTH .w1 /12\ SECTION 311'/1=1'4' NOTE: EMBED TOACCOMODATE SLOPE OF PENETRATING PPE l- CONC BLOCKOUT SLABSEEPLAN n MSIZE. GRADE. AND LAYOUT BY OTHERS FOR FOOnNG SIZE & REINF SEE FOUNDATION PLAN & FOOTING SCHEDULE ON 1841 - r- Col( ... / PPE TYPICAL PIPETHRU WALL /Th SECTION \25/1-=1'-0' PERPLAN /lih SECTION \41/1·=1'4 GALV, PIPE 2 LARGER 1N DIAMETER THAN PENETRATING PIPE W/£2) #4's x 2-0 TOP & BOT WELDED ON EQUIPMENT BY OTHERS 1' 1 ,65--*6' #6 @ 12 oc (#9 @ 1roc SIM) f LONGITUDINAL FOOTING REINF k 1'-0- DIA CONC 0 58, r- TWOFFTG ORPIER L PROVIDE 1 WASHER & 2 NUTSPERBOLT - TICK N-2IE. IEATHERIZE OUTSIDE COLUMNS A 3 R EQI). COKT W/ASPHALTIC E AULATION REINF. SAME SIZE & SPACING AS LONGITUDINAL FTG. REINF {STD LAP MIN. M LONGITUDINAL FTG. REINF) ma 30. 4-0 MIN TYPICAL FTG STEP /-7.h SECTION 313/1=1'-¢ CONC SOG AND REINF PER PLAN .--1 2 r AT EA VERT ALT HOOK DIRECTION. DWL SIZE TO MATCH VERT REINF- MIN DIMENSION SAME AS FTG THICKNE BS 3* . STD LAP i' ' TYP 1 - HOG 5-STDPIPE,5·4 SECTION \2.1/1-=1*0 -- ll4 CAP PLATE W/ / /DIAHOLE@CENTER TACKWELD COIC SOG AND REINF PER PLAN 3--r- . t It Ld r-'-I.-I--.--\©.-< EQ j EQ \*- COLUMN BYOTHERS SEE 2/54 1 FOR INFO NOT \ SHOWN 1 r It A4 *-1 4-4 fitLJ /jh PLAN SECTION - (2) #5 T&8 8 @ 48"oc HORIZ2-5 /- VERT REINF PER SCHEDULE - 4 CMU SCREEN WALL,/ HEIGHT PER PLAN GROUT/ AT REINFORCING ONLY A/ - CONTRACTOR OPTION TO Z-11 0 USE FORM SAVER DOWELS , 1 - #5 @ 12 K EA WAY /Th SECTION \211/1-=1'-0* L al * EQ PER PLAN rip'\ SECTION \21/1-1-0 l 4· 8' ....PER PLAN RE}.F PERr18111-11 4-4 r RUN STRF FTGRE»IF1 1 /CO"NOUST.UP. T-7 / - r -1 ' L-1 H (MAX) 14· B T 3'-0- 10 3.Er lT 5'4 I VERT REINF #5@48-cc #5@4800 05@16"- CONC TILT-LP PANEL RE[NFPER PLANS 154.1 EQ 4 S r- r. i ff h 55 :SEEmit 455 fM 8,1 -3 - 'S*-.4.9- . 1 i m .,+ 1 M .."..1 @ LL LLI g E @ LU S LL S pggil 8Z :8 <C FOUNDATION DETAILS 1603 SHEET NO. 54.1 GM Cro . rlu 9 OR BUILDING SYSTEMS A OIVISIOM OF MUCOR CORPORATIOM Motes and Specif ications PROJECT MUMBER: PROJECT MAME: PROJECT LOCATIOM: CUSTOMER: El U16Y0808A Flowserve Enclosure Ridgef ield, WA Investment & Development Ventures, LLC Buiding Erection Notes 1) The general controotor and/or- crictor b re,pcnible to sofely ond proper·ly wict th, Metot buldblo syst,m h conformance /Ith these dro,hel, OSHArequb-ment, andi netol buldho n,ster, h conf ornonce ,Ith these drowhos.PRIMARY AMO SECOMOARY STEEL PRIMER COLOR. CRAY OSHA r,qul•Inents and elther MHA or CSA 516 stondords pm-tohho to propir mmtion. Th hcludes, but hs not *!t,d to, the correct use of tenporory ROOF SHEETInG. TYPE: CR 25_GAGE, FIMISH:Galvolume Quys ond broaho where neidid for- squm-Ag. plup,beg. ond s,ourhg thestructu„L and .*condory fronhe. 5,.condory * frmiw -Mbers (*ts or ROOF PAMEL CLIP TYPE: *1/A [I]TALL []SHORT [JUTILITY[*IXEO OFLOATINGtor Joists) or, not dn*led to funotion as a work plotforn or provide sof,ty te-of f ottochpient h ocie*-dinci v,th OSHA re*il-//,enS,om#Y roof ¢rMhg m/bws (plrlhs or bor Joist,) cri r, d,s,ed THERMAL BLOCKS: L]YES MMO EPS FOAM SPACER: []YES MMO to provld, sof rty t K-off ottochnent h occordance with OSHA requ#-Irlint, 2) A325 L A490 Bolt tightendg remh„„nts it Is tliv respon,bUty of the erector to insuri propm- bolt tightnen h occordanoe with oppUcoblr regulotions. See the RCS[ Socd buthn f K atn,nille_¤L-_JnkltL11.AZL.Z_Ain-0t,lare Y,forr..tkon Th, follo/hg criteria noy be uGed to deterrihi thu bolt tightness (Le„ 'snug-tight' or Vdly-reter,sloned'), unless requred other,)se by local Jurisdiction or contract ruquk·gnonts: A) AU A490 bolts shall be 'fully-preten,loned'. B) All A325 bolts h prho'y fru*g (r#Id Frames ond brachoi QF:uYLr;%UNiAZM a;."Ung; al Ek,Rdhg supports o crole m>yltei with o capocky greoter than 5 tons. b) BuRdhe supports nochhery that creates vbrotion, kpoct or stress-reversols on the connections. The Engheer-of- Record for the proj,ct should be consulted to evaluate for this condition. c) The project site Is located h o high selsnIc orea. For IX-bosed codes, 'High Seismic Arreo' Is defhed cs 'Seist,Ic Oesijn Category' of '0•. 'E; or 'F'. See the •Buidhg Loods• section of this poge for the def hed se)snic desbr, cotigory for this project. d) Any ©orwiection *sigmt,d h th,me drovhgs os 'A325-SC' •St*r-Oitical (SO' conne©tbn, mit be free of poht. 04or other noterlats thot redue* frictin ot contact surf oces Gotvonlzed or Ughtly rustid surfaces ors occiptable. C) In Canodi olt A325 ond A490 bolts sh=U bi 'fully pre-tension,d•, excEpt For secondory Members (purlhs, crts, open*·10 froihg, etc.) ond flange braces. 0) S,condary menbers (purlhs, ofts, openhg fror,hg. etcl ond flonge broceconnections May' c*ways be 'snue-tight·, unless hdlcated othirwise h these dro*hgs. 3) The mtol buthg suppuer shall be notified prior to ony field Modlflcotlons.Modifications shall be approved by th, Metal buR,dhg supplier before work 15 t.ndertrk... 41 Cor,mon Abbrevbtlons: o) TYP U¢10 - Typical Unless floted Oth*r-,ls, 4 1 SIM - Shlor b) SIV - Short Leg Vertioot o) MIC - not In Controot [Jc} LLV - Long Lcg Vertlcol h) SL - Steel l.49 d) MS & FS - ncor Skje ond For Side 0 M/A - Mot Appuroble e) OAL - Overdl Length p 1185 - Iletal Buidng supplier 0 5) Construction loods sholl not be ploced on ony *trueturol steel f rame,ork ur,125, ¤such frorte.ork 4 50#ely boted, .,1£*d, or oth,/- adequotely woured6) Pukhs md grts sholl not be used H cn onchoroge ppoht for o foU orrest systin Lnle*& iritlen approval le obtolwd froM the Mitot buldlig nuppller.7) Purlhs my only be used as o uotkho/iorag sur#cl,e •hen hitollho wfitysyst/ns, ofter oll pernonwnt brldoho hos been hstatted und foU protictkin& proved. U 8) Construction Loods no, be plocid only Ithh o zone that ka ilthbi 0 feet of thecenter ihe of the Erly support ne#. CFR bundle, *iould be ploged *ectv [] over the rigid frcies.9) AU Ufthg devices rust Meet OSHA or MSHA stondords and h no cose Is I·t occ,ptable to use structurol Members suppld by the MBS 0, o spreodir bar or Uftho device. Ti-I[r-;FUZiZ-if;;I-;2tlorim ond elded plot rebers ore designed h occordonce with ANSI/AISC 360 'Specifications for Structurol Steel Buldhos' or the CAM/CSA 516 'Lhlt States Oesjgn of Steel Structuree, as requl-id by the speclf ted bil,lhe cod, 2) Aul .*dho of structurol steel is bosed on either AVS Oil 'Struoturot Veldbg Codg - Steer or CAP,/CSA V59 'Wolded Steet Construction (Metal Are Veldhg)'. cs requted by the speolf led bulijag code 31 All cold forplod Mm,bers ore domned h cocordonce Ilth *151/*51 511 or CAM/CSA 5136 Specificotbns For the Design of Cold Forned Steel Structur Menbers•. os requred by the specified bulldag cods 4) AU weldho 0¢ cold f orned steel h bosed on AVS 013 'Structurol Veldho Code - Sheet Steel' or CAM/[SA V59 'velded Steel Can*tructkn {Metot Are Veldhg)•, 05 requ/ed by th spet,H-d iddng code 5) nils fletol Buljhg 5%pller f OCUty 1% IAS AC-472 Awr/dited andCAM/CSA A6160 and W47.1 Cert;0d (lf oppticot,LF) for the desion or*1 Monufactrhg of fletol Buldhg Systms 6) If Joists ore hcluded with this project, thry orr supplied cs o port 0¢ the syst-,6 Ingh,ered Metot buadhe ond or, ¢obrlooted h accordance with the requkinents 0* Sect# 1926.758 of the OSHA safely itcndords for steel er,ctkn, doted Jonuory 8, 2(JOI. SEAMIMG METHOD (FOR CFR OMLY): DROLL LOCI<[REFER TO THE DETAIL PAGES FOR OVISE LOCK AOOITIOnAL SEAMIME IMFORMAT*OVISE LOCK 3601 COMPOSITE CFR DECK. TYPE: M/A -GAGE, FINISH: ROOF LIME TRIM, PAINTED: MediuM Gray EXTERIOR WALL SHEETIMG, TYPE: CW REi GAGE, FIMISHMedk,im Gray EXTERIOR WALL CORMER TRIM FIMISH: Medium Gray EXTERIOR BASE TRIM, PAINTED: none FRAMED OPEMIMG TRIM, PAIMTED: none WALL FRAMED OPEMIMG, SIZES: FSW none BSW none LEW none RE V none IMTERIOR WALL SHEETIMG, TYPE: none -GAGE, FIMISH: IMTERIOR CEILIMG LIMER, TYPE: CL 25_GAGE, FIMISH: Polar White IMTERIOR WALL TRIM, PAIATED: none YES MO E] DOWMSPOUTS PAINTE[tledkrt Gray GUTTERS PAIMTE[fledlum Gray ¤ WALKOOORS, QUAMTITY:PAIMTED: ¤ WINDOWS:PAIATED: M IMSULATIOM (MOT BY MBS),ROOF:IMCH WALLS;IMCH X CRAMES (SEE CRAME PLAM FOR ADOITIOMAL CRAME IMFORMATIOM) M MEZZAMIME (SEE MEZZAMIrIE PLAM FOR ADOITIOMAL MEZZAMIME IMFO) * WALL TRANSLUCEMT PAMELS: D ROOF TRAMSLUCEMT PANELS. IMSULATED PANELS YES MO O C X PIPE JACKS. SIZE:QUAMTITY: M ROOF FRAMED OPEMIMGS, SEE ROOF FRAMING PLAM FOR SIZES 3 M RIDGE VEMTS, 10'-0' LOMG X 9' THROAT. DUAMTITY: Plate ond lonee Materlot 5' - 12' Wide, to 1 1/4' Th.- A529 Grade SS Others A572 Grade 50 Bult-Up Structurrol Web A'011 55 (or HSLAS Class 1) Grade 55 Hot-Rolled Structuret A36 or A572 Grade 50 or A992 Grade SO Structural Tur-*500 Grode 8 (46 KSI) Structural P©c *500 Grade 8 (42 KSI) Cold-Forrled Structurd Al[)11 or A1039 55 cor HSLAS Cl,¤ss 1) or A653 Grode 55 Cli.k Roof Por,rt *792 Grade 80 CFR / VR16 II Roof Panel -A792 Grade 50, Closs 1 All VoU Ponet Prof &6 -A653 Grade 80. Closs 1 or A792 Grade 80, Clogs 1 Rod Drochg A529 Grod, 50 Veld/AWS 011/Ol 3 or CSA W59 per Buldbo Code High-Strength P•-1 8-A325 Type I or A490 Type Z Heavy Hex Mochhe Bolti A307 Grade A Hix in =F X, 1 (/ /1.111 lin· * FOR OCCUPAMCY CATEGORY I OR II BUILOIMGS, IBC ALLOWS FOR SINGLE STORY BUILDIMGS TO HAVE MO LIMIT FOR SEISMIC STORY ORIFT. PLEASE MOTE THAT AMY IMTERIOR WALLS, PARTITIOMS, CEIL]MGS, AMD EXTERIOR WALLS SHOULO BE DETAILED (BY OTHERS) TO ACCOMMODATE THIS STORY DRIFT. RECEIVED FEB 0 2 2018 City of Rldgeneld Community Development YES El El [3 0 r-1 [3 M0 FASCIA, PROJECTIOM:TOP OF FASCIA HEIGHT: FACE PAMEL, TYPE:-GAGE, FIMISH: BACK PAMEL, TYPE:GAGE, FIMISH: CAP TRIM PAINTEO.BASE TRIM PAIMTED: E] CLOSED SYSTEM, CLEAR UMDER SOFFIT TRIM: SOFFIT PAMEL, TYPE:_GAGE, FIMISH: SOFFIT TRIM AT BUILOIMG LIME PAIMTEO: OPEM SYSTEM, (NO SOFFIT PAMEL PROVIDED) CLEAR UMOER FASCIA: * PARAPET SYSTEM 0 STRUCTURAL PARAPET [1 MOM-STRUCTURAL PARAPET TOP OF PARAPET HEIGHT: BACKER PAMEL, TYPE:-GAGE, FIMISH: CAMOPY, PROJECTIOM: AT EAVE LIMEE]BELOW EAVE 0 ROOF PANEL, TYPE:-GAGE, FIMISH: SOFFIT PAMEL, TYPE:-GAGE, FIMISH: SOFFIT TRIM AT BUILOIMG LIME PAIMTEO: CLEAR UNDER CAMOPY BEAM: EAVE EXTEMSIOM, PROJECTIOM: SOFFIT PAMEL, TYPE:-GAGE, FINISH: SOFFIT TRIM AT BUILDIMG LIME PAIMTED: RAKE EXTEMSIOM. PROJECTIOM: SOFFIT PAMEL, TYPE:-GAGE, FIMISH: SOFFIT TRIM AT BUILOIMG LIME PAIMTED: PARTITIOM WALL SHEETIMG PAMEL TYPE:GAGE, FINISH: PARTITIOM WALL TRIM COLOR: WAIMSCOT WALL PAMEL, TYPE:-GAGE, FIM1SH: BASE TRIM PAINTED:JAMB TRIM PAIMTED: TRAMSITION TRIM PAIMTED: FOR BUILDING EAECTION This is not an approval set. Your building isbeing fab¢tated No changes can be made. 41//S 2017 d__D M- {i- BOO 37 H*im *- * CERTIFIED CSA W47.1 ACCREDrTED AC472 BUILDING LOADS DESIGM CODE: IBC 15 ROOF LIVE LOAD:2000 PSF MBMA OCC. CLASS: II LIVE LOAD REDUCIBLE Yes GROUND SMOW LOAD: 30.0 PSF SMOW EXP. FACTOR, CeiDO SMOW IMPORTANCE FACTOR, Is: 1.00 WIMO: 135 MPH EXPOSURE: B UL 90 MO Clossic Roof -Const. no. 161 1 Clossic Roof t,/ Tronslucent Panel-Const. no. 1 CFR Roof-Const. 10.5521 CFR Roof w/ Translucent Panel-Const. Mo. 590; Composite CFR Roof -Const. no. 552Aa VR16 I[ Roof -Const. Mo. 332. SEISMIC IMFORMATIOras:0.900 St: 0.400 Design Sds/Sdl: 0584 / 0.427 Site Class: D Seismic IMP. Factor: 1.00 Seismic Oesign Category: 0 Anolysis Procedwriquivolent Loteral Force Method Basic_ SFRS: Ordinary Steel Moment Fromes & Ordbory Steel Conc. - Broced FramN MOTES: D COLLATERAL OEAO LOAOS, 01!LESS OTHERWISE MOTEO, ARE ASSUMED TO BEIlIFI,2MLY NSTRIBUTED. WHEM SUSPEMDED SPRIMKLER SYSTEMS. LIGHTinG. HVAC EOUIMMEMT, CEIUMGS, ETC., ARE SUSPErDED FRO,1 ROOF MEINE,ERS, COMSULT THE MRS lF naESE ConCEnl'RATED LOAOS EXCEED 500 POUMOS (USIMG THE VEB MOUMT DETAIL.) OR 2£I) POU,IDS EUS[,16 THE FLAMGE MOUMT OETAIL), OR IF IMOIVI[MIAL CEME]ERS ARE LOAOEO SIGMIFICAMTLY 11(]RE THAM OTHERS 2) THE OESIGM Of STRUCTURAL MEMBERS SUPPORTIMG GRAVITY LOADS IS COMTROLLEC BY THE MORE CRITICAL EFFECT OF ROOF LIVE LOAD OR ROOF SMOW LOAD. AS OETERMIMEO BY THE APPLICABLE CODEE ROOF OEAD (PSF): PRI. COL (PSF): SEC COL. (PSF): 51107 Ct: 91OW (5 ROOF StiOW (19): VlrO ETiCLOSURE: 6Cpt SEISMIC R. SEISMIC Cs BASE 9EAR (KIPS): BUILDING *m 3.0 3.0 120 11100 25- Partiol t<-0.55 3.25 0.210 2.95 ERECTIOM MANUALS REQUIRED (ERECTIOM MAMUALS ARE SHIPPED WITH THE BUILOIMG IM A WAREHOUSE PACK]MG CRATE) O CFR ROOF OH9700 OR OH9260 OSINGLE CURB (H9850) M CLASSIC ROOF M H9420 OR O H8201 0 DOUBLE CURB (H9800) S WALL SHEETIMMH9430 OR OH8300 OVR16 11 (H9925) ORAWIMG INDEX COVERSHEET CI. C2. (3 AMCHOR BOLT DRAWInGS _Fl. F2 COLUMM BASE REACTIOMS F2 STRUCTURAL/SHEETIMG ORAWIMGS ._El._EZ+_El, E4. ES. ES DETAILS 01,_02.03. 04.05 V * 5 2 8 -10_ a. 1 3 5& L 5 5 Si U lis Z:AF UJ EK D CO 0 d< ZB LU > LU LLI U_ 20-8_JCE : LL U 6 11 11 i* E / r1 Pqi#*Ai#,&, 1]Kfistfill; f#£0&%':LbilvE BE 0 d Cd UJ CE D 1- Z LU > Z LU 0- 0 -1 LU > LLI 0 06 X 1- 1- Z i LU 0U, 6 H E>IEg Z E E 9 a f 6 LL ,, L Rfe<>th V\«,\41179*/9 C 'ONAI F> .i t. 0 e 6 LL ; E U b 4- 1 E? @f 2f M S 12 A&55E :lii Et ]2 1,) m LU I U) E 0 E <C ,n RD ('9 r- 0 '4 17 /.ILJ/92"Fl BUILDING SYSTEMS A DIVISIOM OF MUCOR CORPORATIOM PROJECT MUMBER: PROJECT MAME: PROJECT LOCATIOM: CUSTOMER: U16Y0808A Flowserve Enclosure Ridgef ield, WA Investment & Development Ventures, LL STRUCTURAL TESTS AMD IMSPECTIOM: 1) THE SPECIAL IMSPECTOR'S OUTIES ARE AS DESCRIBED In SPECIAL IMSPECTIOM.THE SPECIAL IMSPECTOR'S DUTIES ARE AS DESCRIBED IM IBC 1704.3 AMO IBC 1705 2) ALL TESTS AMD IMSPECTIOMS SHALL BE PERFORMED BY AM IMDEPEMOEMT TESTING AMD IMSPECTIOM AGEMCY EMPLOYED BY THE OWMER OR ARCHITECT.3) THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AMD INSPECTION FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COORDINATION OF WORK. 4) PORTIOMS OF WORK REQUIRIMG SPECIAL IMSPECTIOM: AGEMCY RESPOMSIBLE FOR INSPECTION AMD TESTIMG TO BE NAMED BY OWMER LATER. A. STRUCTURAL STEEL: 1. MILL REPORTS AMD IDEMTIFICATIOM OF STEEL (AFFIDAVIT OF COMPLIAMCE) 2. SAMPLING AND TESTING OF SPECIMENS 8. WELOIMG:1. ALL STRUCTURAL WELOIMG (IMCLUDES DECKIMG AMD WELOED STUDS), EXCEPT WELDIMG IM APPROVED SHOPS PER IBC 1704.2.22. ULTRASOMIC TESTING OF FULL PENETRATION WELO COMMECTIOMS AT MOMENT FRAMES, BRACED FRAMES, BEAM SPLICES, AMD FIELD WELOS. 3. STRUCTURAL LIGHT GAGE METAL FRAME WELOIMG C. BOLTIMG: 1. HIGH STRENGTH BOLT A3255C AMO A490SC (PRETEMSION VERIFICATIOM) 2. HIGH STREMGTH BOLT A32SM AMO A490X (PER COVER SHEET NOTES) 3. EXPANSION/ADHESIVE AMCHORS IM COMCRETE OR MASOMRY El YES Cl III MBMR MEMBER [3 . El El M0 . El El ACCREDITED AC472 0 0 M/A 0 0 4 CERTIFIED CSAW47.1 . . ts S f i ilij LU U) 0 d< Z5 LLI - LU 0, w[fjtb I U_ i* a li Sm It Z 6 LL st!m #E6Iza: iENe Stit igwate U = 6 + if 0 -1 -1 US LLI 1- Z > Z LU CL 0 _J LU > UJ 0 06 X 1- 1- ZZLU 0: 5 1- E 0 D8 §9 0 8 5: 41 Mlif!iM 11!11;ilit 18&87 :Eri:.m. C C % '' E 111 E 16 00 E :0 Z 00 4- 0 C\,1 0 ENLARGED DETAIL EAVE STIFFENER REFERENCE EA SnFFENER DETAIL FOR nELDS FG-5>FW%#- SEEAl»B>-31 5 C.Pl FG-F¥/53 1/ - Z=/-+ 1 -5Jng Ihlckns/Nnt..Dknd 5 1/2" < 3/4. -, 1/4* Wt RANGES FROM FWEJ TO FWDS PER ENG.wp#/i WELD 9ZE PEB ENG. FULLPSNTG,*#165#/MFG-*WPWID&& NA"&4 fga.#TMr. THF APPOSITY SInf OF WFR. • THIS WELD TYPICAL FOR ALL FLANGE TO ENDPLAnE WELDS SHOWN. FG-*941' .. .. .. .. 6-5 * 9. .. .. WINL.X. Perpendicular Knee Column See Weld Standard sheet for WPS description DETAIL 'A» 13- 0 W 5 6 1 'P . rn /5 E 36>s »-nM0-8 25& it. 61 9-A d ,4 520yLL v Z N d r .,EE .0am=6 w5 0 S M i F.S. N.S. QET WP57 I@---0 CJP1 4WPS9 FWD FG-5 . 0 LLJ Cl_ 09 -4. OL Q) q) -2 [/) STANDARD WEEDS AND LEGEND S E S L 0 C 0) 2 LJ 0 -0 L 0 -0 C U 09 L 0 4- C 0 a L 0 U] (D -0 Mfli FW_3 FW_4 nv-5 Knee FG- £ 1/2" t 3/4" > 3/4" WPS)FESS 3 151 FW_3 FW_4 FW_5 2" min Typical Column See Weld Standard sheet for WPS description I '_II*r .. DETAIL 'A" *MPS«>CJP 1•FG-*EVB/,8 \ N.S. , .F 73.YEE DETAIL TYP. FIXED BASE DETAIL Seed15'tdard sheet for WPS801Al°,jecjrjA:ilgy°02,17nchw FG-5 FWS7A FG- 5*WRr / \1 ntidL¥gLL.*d B!§/i s 1/2 FW_3 f 1/4 FW_4 > 3/4.EN_5 TYP. PINNED BASE DETAIL Soe *reid Standard sheet for WPS description FG-51<4t44:- FG-ID FV/53 -\0 Tvp. Flange Brace Clip 11/ -11 -11 Runway Beam FW53 'SIFG-5FW53-3- min \\...1 -Ell!_*61 1*'ll,<ro-$wr:$ CJpi 8/5 // \FG-s>-FWD , Interior Wide Flonge Fixed Base Plate Crane Stop FG-5-4 ¥04 *G-s Runway End SPECIAL DETAILS See Weld Standard sheet for WPS description C -IJ g CL C 0 C L 0 Q) 71 Q.) 0 CL Preq in (1) 0 0 L CL 9/ % X 0 en Z SD U E 13 X X X X EI 416 a t 0 -0 E 5 r- 2 0 2 X X .-' =(i : Z 12 45 *t :el ,Y IZ . X X 2 Tvp Stiffener Detoil Section A-A 6* E X 65 0 £ I X U & C 0 0 45 X X 2 0 X ,FW54<FG-s [Notch PLY TMI. 0 S a. X X X 4 0 3 8 0 X X X !4 *--- 0 5 ro 5 0 /fWS*<FG- s 2FR WPS4 FG-*FWSr\\ Pipe or Tube Column LJ Tube Bracket Structural Details See Weld Standard sheet for WPS description X 42 46 !st® tT m 0 X X X X -a I. C 0 0 j ;e & 6 2 : a 0 X X X X 5 . I. C d 5 bb 50 1£0 X X X 0 5 b ST d : X 50 W fs X X X X S Z* d 8 d 0 S 0 E d B m d ** X X X 5E 80 ** 0 X X X : 9 @ @ L F a 0 2 T F 9 FG-5>fWS#J-/-FW54*G-5V1 FG-5>fW54 FG-561 FWS**G-5 Structural Column 0 E ro i 5 0 X X X 0 0 0 N CL 5 0 X X X "S 0 £1 X - 1= X 0 X X B S 0. -0 : 0 Y F¥/54 <*G--5 (/1 k% a£ . E 0 r; 56 8d X X X It & X 0 X X X % S 95 JO J X 0 4- 5E ad X X 8 P. 0 a 0 X X 0 Ul Y X 0 6 5 & X X X U) W X 8 0 40 h 0 if) & Eci i·R Jb fEf BM. 0 X 0 Ed Ffs a 3% DS 05% 0 i 0 5 % X 8 0 X X PURLIN / GIRT / CHANNEL QTY SHAPE(3) O8CO6O ' <THICKNESS SIZE <X 1-66b 16:% Su al : ./.9 Syl X X X 0 S 0-- 0 X m & g E d X X X X b -0 0 >E & XX XX ' 3.' b ;6AS/9 AJRdi= 50 . 8§f ii 1 le :2 i11 0 --- XX XX 8 5 t5 E ·29 E Es 0 I is 22 1 1 33 -0 X X X X -0 E E : LL 3 0'1 aa 5 XX XX XX XX SS B -i- / EE 44 WE 5 06 f im i i, 3 -82 ,1 0 E*21.zifulfilrflo._QNLSivE FAR SDE WELD:311 nUIT1 AnT ILL // A$ FWDS - Fill.ET WELD. BOTH SIDES 132k n-4 nu-ET ALLET FWR_-Full length rillet on near side with*(Max. 0/5 or 3') fillet return at both ends on .=fli -tropposite side of plate. F*IRS $1*Max.0/5 or 31i5 Amr OR -/,V 3117'ls- WP1$ - Full length fillet on near side of web with 3 of fillet past inner most hole in from each flonge olong the opposite side of web.4,;Ap WP,8 1 lfH&& FA&9&9 mr -Id-J I ' 0 /FiT OR - CJP1 - COMPLFTE JOINT PENETRAT]ON. SINGl F AFVFI WFI D NEAR SIDE WILD:FAR SIDE ELD:CJP1 /EFf r--eACK GOUGE 21 r-*<ACK GOUGE --Nl ##TAlm - um 11'BEVEL SDE' -m&&' X X X 2:m'*,568 nin 4:151215; 15% 15 r<i 5 I 061 1A10.t!E C .2 & t* i LE S a- X S §98 '8 0 % e E b 5 ./ I 5 CL 1 C C 8M CD i; EE 0 0 U X X X X X X 15 X 0 3 1 e* &5 a 4 X N 5 I ly -0 E: 13BCO X X X X ' h.' h ' ;5;G 5N 15 N S r S a. EAVE STRUT QTY <SHAPElfLOPE() BE2075 SIZEYr THICKNESS X 1-66O B :T 4 X 51 11% U 036 =Yi M J & OE At '8 Jn X X X 1- X X X X N 5 Il e b n . 2 5 . : 55 X X N S I X -0 Y EE 0..- U 8 X 5 9 1 ef a S ro X X X X N 5 I g B 1E EE r. 'h: h 1%9 =lin d#* dda 4 0 *AY /11 X X N 5 X X S a. %88 5 69 2 9, Mfi 6f <Lt- Ek 12 lit UJ 05 U) 0 d< ZE LLI - 111 05 r 969 6-3 CE 5 LL 5 S g 5/ 6 4 51 E -9% EA'E g* SanSr 13*2 0 d Cd LU 1- Z LU > Z ll.1 0 -1 LU LU 06 X 1- 1- Z Z-1110le J H3#u U) D352* {84}dihiFIi!411{111 E i# if >5 T 4.f) 5 E LLII <C S 00 :r D B 0 5 0 1 0 . 0 -g 1 1 r o Dia- 3/4" m Dia- 1" 64 0 C .-g L m X t j . G 1 1/2 [LE] B •• ..E /. [ra A 1 1/2" 27'-6" X-Brocing 27'-6" f C ST, ili 55'-0" OUT-TO-OUT OF STEEL iii D ANCHOR BOLT PLAN NOTE: All Base Plates O 100'-0 (U.N.) 27'-6" 27'-6" 1 1/2" B [15 A 5-51 0, C U 2 m X @ High Eave fI 1 1/2"1 - (y Low Eave 1 - 1- ANCHOR BOLT SUMMARY oty !EEL_ -fi y YL 0 16 Endvolt 3/4 Fl 554 3.00 Fern•3/4' Fl 554 3.00WindBont 1 ' F1554 3.00 ANCHOR BOLT PLAN GENERAL NOTES 1. THE SPECIFIED ANCHOR ROD DIAMETER ASSUMES F 1554 GRADE 55 UNLESS NOTED OTHERWISE.ANCHOR ROD MATERIAL OF EQUAL DIAMETER MEETING OR EXCEEDING THE STRENGTH REQUIREMENTS SET FORTH ON THESE DRAWINGS MAY BE UTIUZED AT THE DISCRETION OF THE FOUNDATION DESIGN ENGINEER.ANCHOR ROD EMBED- MENT LENGTH SHALL BE DETERMINED BY THE FOUNDATION DESIGN ENGINEER. 2. METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR PROJECT FOUNDATION DESIGN.THE FOUNDATION DESIGN IS THE RESPONSIBIUTY OF A REGISTERED PROFESSIONAL ENGINEER, FAMIUAR WITH LOCAL SITE CONDmONS. 3. ALL ANCHOR RODS, FLAT WASHERS FOR ANCHOR RODS, EXPANSION BOLTS, AS WELL AS ALL CONCRETE/MASONRY EMBEDMENT PLATES ARE NOT BY METAL BUILDING MANUFACTURER. 4. THIS DRAWING IS NOT TO SCALE. 5. FINISHED FLOOR ELEVATION - 100'-0 UNLESS NOTED OTHERWISE. 6. SINGLE' CEE COLUMNS SHALL BE ORIENTED WITH THE "TOES TOWARD THE LOW EAVE UNLESS NOTED OTHERWISE. 7. ANCHOR RODS ARE REQUIRED ONLY IN THE QUANTITIES SPECIFIED.BASEPLATES MAY BE FABRICATED WITH MORE HOLES THAN NEEDED FOR THIS PROJECT. 8. THE ANCHOR BOLT LOCATIONS PROVIDED BY METAL BUILDING MANUFACTURER SATISFY PERTINENT REQUIREMENTS FOR THE , DESIGN OF THE MATERIALS SUPPUED BY THE METAL BUILDING MANUFACTURER. PLEASE NOTE THAT THESE REQUIREMENTS MAY NOT SATISFY ALL ANCHOR BOLT CONCRETE EDGE DISTANCE REQUIREMENTS DEPENDING ON THE DETAILS OF THE FOUNDATION DESIGN. BECAUSE FOUNDATION DESIGN IS NOT WITH- IN THE METAL BUILDING MANUFACTURER'S SCOPE OF WORK, IT IS THE RESPONSIBIL- ITY OF THE QUALIFIED PROFESSIONAL DESIGNING THE FOUNDATION TO MAKE CERTAIN THAT SUFFICIENT CONCRETE EDGE DISTANCE IS PROVIDED FOR THE ANCHOR BOLTS IN THE DETAILS OF THE FOUNDA- TION DESIGN. Di E 2 3/ i: 18 I •13 8 liz u Edl ii iii LU [E D U) 0 d< Z Et UJ 05 - LU LL 0 LU 2 35 (9L' o QLi [E R LL faa m c/ gg Z= 1i {8 S gg E ri al & 5,5 bE6 U- A lA S95 pa** /iii 0 -1 -1 US LU CE D 1- Z LLI > Z LU 0 -3 LU LU Cl 06 X 1- 1- Z Z- LU 0 = 1-0 & CO D2% Ul 0->I5z pr: fillit"!11diffy,41,2 itikip,%.1/FP *E ZP - 61 /1 5 If b%/SATEEr&£'/: ee m. T '/ LL 5 LU_J LU 00 0 55 8> Br D C\1 - LL '3 . See Plan DETAIL C Dia= 3/4" 0 Dia= 3/4"8.=f 1 o o ..1 11 2- 2 DETAI L A 2 10" EW 1 1/2" Dio= 3/4"U) 1 8" * VOQV O 0 - - I 4" 00 0 0 -L 2" - J 1 1 „ 10" 2- 2 CW .] 1'-4" j 1 1/2" 1 1/2" DETAIL B Dia= 3/4"8" 1 1 0 See Plan DETAIL D 4- -1- 0 0 0 0 -1- 111 2" 2 f 0 0 1 0 0 LId 2" 2' --. 4 8 4 4 10" SW 1 1/2" SW Dia= 1 U) 00 5 0 4-- 8., T '24f E i E W -1 1 J.. 2" 2- it 1 '-4" 1 «1/2" DETAIL E . rl --1- A_-3- 1 2 2'-2" CW 1 1/2" FINISHF FLOOR ANCHOR BOLT TYPICAL COLUMN BASE PLATE DETAIL 4 L COLUMN FRAME UNES: 2 H V T- m I,MN UNE RIGID FRAME: NIOHOR BOus i ,#1 PUTS Frrn Col One Une 2 A 2 8 Anc._Bolt Qty Dia Base_Plate (in)Elev. Width Length Thick (in) 4 0.750 8.000 12.00 4 0.750 8.000 12.00 0.375 0.0 0.375 0.0 ENDWALL COLUMN: ANCHOR 0005 & BASE PUTE, Frm Col Anc. Bolt Baae_Plate (in)Eliv.Lme Lin• Ry bio Width Length Thick (in) 1 A 4 0.750 8.000 8.500 0.375 0.0 1 8 4 0.750 8.000 8.500 0.375 0.0 3 8 4 0.750 8.000 8.500 0.375 0.0 3 A 4 0.750 8.000 8.500 O.375 O.0 A*- 2'IZ'717 Ipo «11 11(},() • CLR, OPEMING • VARIES. 22'-3 y (USE (2) 1/2' DIA EXPAMSIOM BOLTS PER COLUMN) GIRT DEPTH + 2' ..:3.:..3 :..3 3.1;...·13;brit " 47 - SECIELA (RECOMMEMOED) TYPICAL OVERHEAD DOOR FRAMED OPEMIMG FOUNDADON DESIGN NOTES; 1. THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PAGE MAY NOT COINCIDE WITH THE ACTUAL COLUMN ORIENTATION SHOWN ON PAGE Fl.PLEASE REFERENCE THE SIDEWALL (SW) AND ENDWALL (EW) STEEL LINES SHOWN ON THE ANCHOR BOLT DETAILS WITH THE ANCHOR BOLT PLAN ON PAGE Fl DURING LAYOUT OF COLUMN AND ANCHOR BOLT LOCATIONS. 2. COLUMN BASE PLATES MAY HAVE MORE HOLES THAN ARE REQUIRED DUE TO PRODUCTION UMITATIONS.PLEASE FOLLOW ANCHOR BOLT DETAILS FOR QUANTITY OF ANCHOR BOLTS REQUIRED.EXTRA BASE PLATE HOLES DO NOT NEED INFILLED PER THE MBS DESIGN SPECIFICATIONS. H - V BUILDING BRACING REACTIONS * Reoctions(k )Panel Sheor -Wall - Col ;IZZCA- /9*CA- wAT72bLocUneUne La¥ 1 48 2.3 1.4 2.9 1.8 F_SW B Torsional Brocing Used R_EW 3 B,A 2.3 f.4 29 1.8 8_SW A 2,1 2.9 1.1 3.1 -1.2 RIGID FRAME: BASIC COUJ,m NEAcnoNS (11 ) Frame Column -----Dood-----Collateral------Uve Snow Une Ung Horiz Vert Hor z Vert H.7 Vort HoMz Vert 2 A 0.2 1.7 0.2 1.1 4.8 1.4 9.2 2 8 -0.2 1.7 -0.2 1.1 -0.7 4.6 -1.4 9.0 Frame Column --Wind_Leftl- -Wind_Riahe---Wind_Long 1 - --Wind_Long2- Une Une HoMz Vert Hobz Vert Honz Virt Hodz Vert 2 A -7.1 -1.5 0.5 1.2 3.1 -12.7 3.1 -12.7 2 B -1.8 5.1 7.4 -4.0 -3.3 -12.2 -3.3 -12.2 ENDWALL COLUMN: Frm Une 1 1 Frm Une 1 Frm Une 3 3 Frm line 3 3 Frame Une 2 2 5. Col Une A 8 Column -MIN_SNOW-- Une Horiz Vert A 1.2 7.38 -1.1 7.1 Col Une A B Colre A Col Une Y Seis Left Vert -0.1 0.1 aft Vert 0.1 -0.1 Dead Vert 0.7 0.7 Dead Verl 0.7 0.7 SCis Right Vert -0.1 0.1 Seis RightVerl 0.1 -0.1 Coliot VIA 0.4 0.4 Collot Vert 0.4 0.4 live Vert 23 2.7 Scil 0.0 0.0 Seis 0.0 0.0 DS'C COUJill RfACTIONS (k ) Wind Wind Uve Snow Left 1 Rightl Vert Vert Vert Vert 2.7 3.7 -4.0 -5.7 2.7 3.6 -3.9 -5.6 -UN_SNOW-- Horz Vert 00 3.0 0.0 2.9 Wind Vert 3.6 -5.6 3.7 -5.7 -MIN_SNOW-- Hon Vert 0.0 2.9 0.0 3.0 Wind Rightl Vert -3.9 -4.0 Wind 5t,2 -3.9 -4.0 Wind_Lettl - Horiz Vert -3.2 -12.6 -5.7 -5.8 GENERAL NOTES 1. ALL LOADING CONDITIONS ARE EXAMINED. THE MAXIMUM AND MINIMUM HORIZONTAL (Hl AND VERTICAL (V)REACTIONS AND THE CORRESPONDING VERTICAL (V) OR HORIZONTAL (H) REACTIONS AAE REPORTED. 2. REACTJONS ARE PROVIDED BY LOAD CASE IN ORDER TO AID THE FOUNDATION ENGINEER IN DETERMINING THE APPROPRIATE LOAD FACTORS AND COMBINATION TO BE USED WITH EITHER WORKING STRESS OR ULTIMATE STRENGTH DESIGN METHODS.WIND LOAD CASES ARE GIVEN FOR EACH PRIMARY WIND DIRECTION 3. FOR ASCE7- 10 BASED BULDING CODES THE UNFACTORED LOAD CASE REACTIONS DUE TO WIND ARE GENERATED USING ULTIMATE DESIGN WIND SPEEDS (Vult). 4.POSITIVE (+) REACAONS ARE AS SHOWN ABOVE. FOUNDATION LOADS ARE IN OPPOSITE DIRECTIONS. BRACING REACTIONS ARE IN THE PLANE OF THE BRACE WITH THE HORIZONTAL REACTION (H) ACTING AWAYFROM THE BRACED BAY AND THE VERTICAL REACTION (V) ACTING DOWNWARD. Wind L•rt2 Vert -5.6 -5.7 Wind ,t t2 -5.7 -5.6 Wind Press Hon -1.9 -2.1 Wind Suct Hon 2.1 2.3 ...... RIGID FRAME LOAD CASE BEIREVUTIONS: Wind_Ll /Wind_Rl: LATERAL WIND FROM THE LEFT/RIGHT, CASE 1Wind_L.2/Wind_R2: LAlERAL WIND FROM THE LEFT/RICHT, CASE 2Wind_ Lnt/Wind_L,12. LONGITUDNAL WIND. CKIE 1/2Seismic_L/Scismic R: LATERAL SEISMIC LOAD FRON LEFT/RIGHTLWIND#_L#£/LVVIND_RIE: LONGITUDINAL WIND EDGE ZONESF#UNB_SLL/f#UNLSLR: UNBALANCED ROOF SNOW WITH WIND FROM LEFT/RIGHTPAT_11 //F#PAT_SL / PART*. LIVE/SNOW LOADING FOR CONTINUOUS BEAM SYSTEMS ENDWALL COLUMN LOAD CASE ABBREVIADONS: ...... Co#el: COLLATERAL LOADRafter Wind_L/Rofter Wind_R: LATERAL WIND FROM THE LEFT/RIGHT Broce Wind _ L/Brace Wind_R: LATERAL WINO FROM THE LIFT/RIGHTW.nd_P/WIrid_S: LONGITUDINAL WIND PRESSURE/SUCTION ON COLUMNS wind_Ln. LONGlIVOINAL WIND SUCTION ON ROOf Seis_L/Seis_R· LATERAL SEISMIC LOAD FROM Lin/RIGHt E/UNS_SL UNB R UNBALANCED ROOF SNOW Wil'H WIND FROM LEFT/RIGHTEPAT_u -'AT_57: PARTUL UVESNOW lOADING FOR CONTINUOUS BEAM SYSTEMS Wind Left2 Vert -4.0 -3.9 Wind Press Horz -2.1 -1.9 -Seismic_Left Horiz Vert -0.9 -1.3 -1.1 1.3 Wind Suct Hon 2.3 2.1 Wind LonglVert -5.7 -5.6 -Wind_Rightl-Horiz Fert 4.4 -9.9 3.5 -14.9 Seismic_Right Horiz Vert 0.9 1.3 1.1 -1.3 Wind Longl Vert -5.6 -5.7 Wind Long2 Vert -4.0 -3.9 Wind Long2 Verl -3.9 -4.0 r-11 7 W 45'lk •5,2 LU CE D 0 d< Z 35 UJ >m Qr r 900 6_1 CE : LL 1 $0 55 $ S f 6 LL S o6 1- Z LU & U) LU E> SZ EE 0 d UJ CE 1- Z ll.1 > 1- Z LLI CL 0 _J LLI > LLI Z Z:*41"it' ariafil'£511fwi:'tifffli}ru.ZE..64,$ O.. = E tn 5 U b b I. 8 SAS Em#M X Z 0 D 0 I e M t f CO 57 ;V 'n !S I '4 m Z D Z S 5 <C 5 CO 0 (D D (\1 0 C\J IL ® 0 0 0'1 C.4 W 0 LL U) L- 0 0 PURLIN LAP 0 L/ 0 LU 1 0 LU U rl 27'-6" E-4 55'-0" OUT-TO-OUT OF STEEL 1 RF1-1 m @--1 ER-1 RF1-2 P-1 (Typ) 0%, E-1 08. 2'-5 1/4" RF1-3 2'-5 1/4" 27'-6" E-3 ER-2 - p-2(Typ) m -5 9.60. .3 ROOF FRAMING PLAN E-2 m LJ 1 0 LU ro 1 0 LU High Eave r· 0 az <C Low Eave i CD b.- MEMBER TABLE ROOF PLAN MARK PART P-1 10Z089 P-2 10Z089 E-1 10E060 E-2 10E060 E-3 10E060 E-4 10E060 CB-5 RD805 LENGTH 359.000 359.000 329.500 329.500 329.500 329.500 377.000 CONNECTION PLATES ROOF PLAN 1 O ID MARK/PART 1 PCC04 ROOF SHEETING PANELS: 26 Ga. CR Golvalume ROOF FRAMING PLAN GENERAL NOTES 1. PlACE TAGGED END OF RAFTERS TOWARDS THE LOW EAVE. 2. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ROD CABLE RDB- = 5/8" ROD CAA- = 1/4" CABLE RDC- = 3/4" ROD CAB- = 3/8" CABLE RDD- = 7/8" ROD CAC- = 1/2"CABLE RDE- =1" ROD RDF- = 1 1/8" ROD RDG- = 1 1/4" ROD 3. PURLIN AND EAVE STRUT CONNECTIONS UTILIZE BOTH A307 AND A325 BOLTS.REFER TO THE DETAILS FOR SPECIFIC USAGE REQUIREMENTS. 4. THIS DRAWING IS NOT TO SCALE. : 18 '· Z i: 18 66 O 4! LU D 0 d< ZE ILI- LLI >m 05 r M CO 3580 20 - 3_105 : U_ #F E 6 4·0. 3 ri L> tdi X $6 Ea 52523 D im 88 it 8- @ S 8E #E ST f EE 0' = 0 -1 -1 US LU Er D Z LU > Z LU a 0 -1 LU > LU 06 X 1- 1- Z Z- LU 0 Z LU 0EZ r 8 5 19 ]@/1111]ji /4fP-!;41 6115*951*11:1: MEE1ii:i Eem9 0 r- E 7 E f 6 LL S MI 1/ I. UJ i% Eli . 7 iE <C CO 0 (D D X- UJ 0 1 -2 -1 N 0 3« . 0 M V- CD r- 27'-6" 55'-0" OUT-TO-OUT OF STEEL f 6 <, ROOF LIMER SHEETING PLAM PAMELS: 26 Ga. CL - Polar White 27'-6" TRIM TABLE FRAME LINE B OID PART 1 HTD121 2 HTD121 3 HTD 121 4 HTD 121 LENGTH 121.000 121.000 121.000 121.000 DETAIL TRIM_800 TRIM_801 TRIM_70 TRIM_71 01 fW S9 I a. & 2 a atil 0 Eli il iii fi UJ rr D 0 d< ZE LU LU 0, LU LLW co LU MMOT S U_ F 8 g U Cl S 2 BSS i#fig Vl 0 11 Mi 11 li it S CX CD 5 2 LL > E 41 E Ul 0 b 0 d US LU 05 D 1- Z LLI > Z LU a_ 0 _3 LU > LU 06 X ZZ LU 0 3 A U) JILI 0 5=I i.illy*f.jigI A:: h/: °.29:.:...::5%16.F{fi{5]"{11 1:56**Ace:viSirMS, /*85* 9 . 526 : 15 £22: f x =115 =eKe em**i1e8 atil X 6 2 9 cn 5 U. S .J f . W Wr U1 R1 W < CO 5 8 ED '6 CM UJ Mark SP-1 SPLICE PLATE & BOLT TABLE Qty Top Bot Int Type Dio Length 4 4 0 A325 0.625 2.25 0 1 N Width Thick Length 6" 3/8" 1'-5 1/4" 4-44'-10 9/16 20'-4" 26 Gc. CR, Galvalume 4 @ 5'-0 1 16" MEMBER TABLE Web DepthMarkStart/End RF1-1 11.5/11.5 RF1 -2 RF1 -3 11.5/11.5 11.5/11.5 11.5/11.5 FBC28A(2) 6 FBC28A(2) T RF1-2 7=-,=== 8i a. U.) 611 -7 \\ro 5 + ILL 9- 05 - H 74 05 LL 1 m e0J -0 O/ -0 a N r-r---- - to Ch r r-J ro r 10 - -' $777:77- - ,11 15/16"16'-6 1/8" CLEAR +/- - m' 77Zr 11 15/16;L ., 20'-0" OUT-TO-OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE 2 Web Plate Thick Lenath 0.125 142.9 0.125 0.150 0.125 ® 5 1/4" -1 7 f 197.8 14.4 119.8 1/2" 4 12 0 1 R t Outside Flange W x Thk x Length 5 x 3/16" x 142.9 8 x 1/4" x 21.45 x 3/16" x 197.3 5 x 3/16" x 19.4 5 x 3/16" x 133.7 GENERAL NOTES 1. 9 INDICATES FLANGE BRACING LOCATIONS. (11) = ONE SIDE: (2) Inside Flange W x Thk x Lenath 5 x 3/16" x 128.1 5 x 3/16" x 197.3 5 x 1 /4" x 119.8 CONNECTION PLATES 0 ID 1 TWO SIDES. 2. F FlANGE BRACING IS REQUIRED ON BOTH SIDES OF AN EXPANDABLE RIGID FRAME, THE OF'POSrTE SIDE FlANGE BRACES WILL HAVE TO BE INSTALLED AT THE TIME OF FUTURE EXPANSION THESE FLANGE BRACES HAVE BEEN PROVIDED. AS REQUIRED. FOR THIS FUTURE CONDITION. 3. RIGID FRAMES SHALL HAVE 50% OF THEIR BOLTS INSTALL£C} AND TIGHTENED ON BOTH SIDES OF THE WEB ADJACENT TO EACH FLANGE BEFORE THE HOISTING EQUIPMENT IS RELEASED. 4.INTERIOR COLUMN METAL TAG IS ORIENTED TOWARD THE LOW EAVE 01- THE BUILDING. Mark/Part FBL&N01 li lE /%% 01 51 ?SES +' 5a L W D (/) 0 d< ZB LU · >W LU LL 1 Co UJ 525EC)0 8_1 CE E LL U 5 UI 4 11 11 S e e 5525*42*ily!158:ir:libI faky**tihz & > f LL 0 -'1 _3 ui LU CE D Z LU > 1- Z LLI 0- 0 -1 LU > UJ Cl 06 X 1- 1- Z Z- LU 0 60 D%%10Ez I 8 .. L f a FF M eE6! C] b LL m 0 FE tii % CZ 5 5 55 E 5 qD LU 0 1 r- . CJ r, EC-2 1 16 27'-6" E-1 55'-0" OUT-TO-OUT OF STEEL I RF1 -3 J2 SIDEWALL FRAMING: FRAME LINE B (Gutter with 3 downspouts) REF TRIM_22 OPEN WALL SIDEWALL SHEETING & TRIM: FRAME LINE B 27'-6" E-2 16 .1 1 EC-3 -1 3 <3><i><E> I 0 TRIM TABLE FRAME LINE B OID PART 1 OCC01 2 MFBOl 3 JTA121 4 GTA02 5 H4000 6 RCA01 7 GRA01 8 H4000 9 RCA02 1. STD. Rot:) ROB- ROC- ROD- RDE- RDF- RDG- LENGTH 121.000 121.000 121.000 242.000 5.000 9.250 8.000 5.000 9.250 MEMBER TABLE FRAME LINE B MARK 1 PART E-1 1 10E060 E-2 1 10E060 DETAIL TRIM_707 TRIM_707 TRIM_707 TRIM_101 LENGTH 329.500 329.500 SIDEWALL FRAMING PLAN GENERAL NOTES ROD/CABLE SIZES = 5/8"ROD = 3/4' ROD - 7/8" ROD = 1' ROD = 1 1/8" ROD = 1 1/4 ROD PER PART PREFIX ARE: CABLE CAA- = 1/4 CABLE CAB- = 3/8" CABLE CAC- = 1/2' CABLE 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4. THIS DRAWING IS NOT TO SCALE. tg S ff 6 L & S En UJ CE CO 0 d< Z 25 LULLJ > LU LU LL5 60 : 8_.ICE S LL a E 6 LA_ U 6 ./ 5 mm 11 N g Me ii Q! S I - . :39- t.*£2{j 'fligit]*firS//4,D lisiflit:filMt#Effit**Els - Im t.. 1 , , L. 1 .k, I / 5 0 e r 6 L. f- 8 U 6 ./ 0 =1 U) UJ CE D 1- Z LU > Z LLI a- 0 UJ > LLI 0 06 X 1- 1- ZZ LU 0 S ('0 D %1 2 e E-&£6 ilii 2256 "ii1 E n.a 6 LL > m LU F m I 4 m E 55 E <C 00 0 00 5O Z ED r-- 3 ILI 0 N a . r r 5'-4' 3'-9" 3'-9" GIRT LAPS 0I il L._ rl EC-4 C) V- m III 19 CD 01 - (3) 04 0' 27'-6" E-3 G-5 G-5 MAR02 CD M CD - 55'-0" OUT-TO-OUT OF STEEL @-7 i RF1-1 GB-3 4'-6 3/4-, 4'-6 3/4" SIDEWALL FRAMING: FRAME LINE A C) hi V- (N C) 2 «> cn i\1 (\1 27'-6" E-4 G-6 m G-6 X m CSK 4 Q CY) hl SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Ga. CW - Medium Gray J8 CD C\1 CD C\1 0) 1 2.4 -1 CD - 0)a) 6) 1 1 N W - C- .-1 r-1 EC-1 10 S TRIM TABLE FRAME UNE A OID PART 1 OCA01 2 MFBOl 3 HEA02 4 CTA02 5 H4000 LENGTH 242.000 121.000 242.OOQ 121.000 5.000 MEMBER TABLE FRAME LINE A MARK PART E-3 10E060 E-4 10E060 6-5 10Z060 G-6 10Z060 CB-3 RD803 CB-4 RD804 DETAIL TRIM_7 TRIM_7 TRIM_6 TRIM_6 LENGTH 329.500 329.500 384.500 384.500 351.000 308.000 CONNECTION PLATES FRAME LINE A O ID ( MARK/PART 1 1 GCC03 SIDEWALL FRAMING PLAN GENERAL NOTES 1. STD. ROD/CABLE SIZES ROD RDB- = 5/8' ROD RDC- = 3/4' ROD RDD- = 7/8" ROD RDE- =1" ROD ROF- = 1 1/8" ROD RDG- = 1 1/4" ROD PER PART PREFIX ARE: CABLE CAA- = 1/4' CABLE CAB- = 3/8" CABLE CAC- = 1/2" CABLE 2, ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4, THIS DRAWING IS NOT TO SCALE. :E 2 62 5 g 3 .r25 I. 2 & IE- E; 3 3/:Z ial 11.1 CE D CO 0 d< Z 5 LU - LU > LU05 - i,i LL 6._ICE RE LL E Z 3 dE LL E 5 litimitit] 2.c:- b Z C. E S f b LL li #Z W Z 0 d US LU 1- Z LU > Z UJ 0- 0 _1 LU > UJ Cl 06 X 1- 1- Z Z- LU 0 3 1- EnS CO D8 Lu 0**I 5 f 9 EF g 30ZA ilil i:86 /1/1 5Z 6 0 f a 5 l. LU . T U E E m m : f 5 5 5> rn0D Lo 111 i 0 hi .. a 5'-4" 3'-9 3'-9" Ir 20'-0" OUT-TO-OUT OF STEEL MAR01 (Al) ER-1 ------- P C 1 L-2 Ed-1 3 m Q -43 m ce' G-2 G-1 MAR02 , 3- 09$2 -IZ] st ENDWALL FRAMING: FRAME LINE 1 1/2" 12 4'-6" 3'-9" h 3'-9" J . L EC-2 9 9 M - 1 0,1 - C\1 F) A - -0 (\1 - - ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Ga. CW - Medium Gray r- 1 3 1/2"A 12 0 N BOLT TABLE FRAME LINE 1 LOCATION Columns/Rof TRIM TABLE FRAME LINE OID PART 1 OCA01 2 MFBOl 3 OCCOl 4 MFBOl 5 JTA121 6 RTA01 7 RTA02 QUAN TYPE DIA LENGTH 6 A325 1/2" 2" LENGTH 242.000 121.000 121.000 121.000 121.000 121.000 242.000 MEMBER TABLE FRAME UNE 1 MARK PART EC-1 W085075 EC-2 W085075 ER-1 W125120 G-1 10Z067 G-2 10Z075 CB-1 RD801 CB-2 RD802 DETAIL TRIM_7 TRIM_7 TRIM_707 TRIM_707 TRIM_707 TRIM_2 TRIM_2 LENGTH 131.313 122.625 239.188 229.250 229.250 242.000 246.000 CONNECTION PLATES FRAME LINE 1 O ID MARK/PART 1 PCC04 2 EWA01 3 GCC03 4 GCW10qcb ENDWALL FRAMING PLAN GENERAL NOTES 1. STD. ROD/CABLE SIZES ROD RDB- = 5/8' ROD ROC- = 3/4" ROD RDD- = 7/8' ROD RDE- =1 ROD ROF- = 1 1/8" ROD ROG- = 1 1/4' ROD PER PART PREAX ARE: CARI F CAA- = 1/4 CABLE CAB- = 3/8- CABLE CAC- = 1/2 CABLE 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4. THIS DRAWING IS NOT TO SCALE. 1f EY iF i a tn ·6 a 0 Sa LU IE D CO 0 d< ZB UJLIJ Eg- > LU *BE680- 3-1 CE S U_ 5 f 6 i U 6 al 5 Mt r= 0 g E REA' SR 15 0 =1 ILI CE D Z LU > Z LU CL 0 LU > LU 05 X Z Z" LU 0 8 H cO3 0 D8;0 0- Z Z"111%11]ill Aiaggliffili.ErA:F 1,rp.ZE,Ptil:1%11"8'60¥: n -E Z a 5 E E U b -8 5 E feEslirlid *Sem ifii -1 i Z 6 LL E W p LLI W U] e M <C 00 0 5> :5 ED A %0 (f) UJ 0 CN - . a 1 /2 12 4'-6" 3'-9" MAR01 ER-2C mie 6-4 1 5.-4. IF 01 :.U 14 -0 @-1 1 3'-9" G-3 1 -7 3'-9" ®20'-0"OUT-TO-OUT OF STEEL 3'-9"ceo Q . L. - EC-3 1/2» 12 ENDWALL FRAMING: FRAME LINE 3 9 9 Il-*..I --i-*-- 0 C\1 C\1 MAR02_ ._ -j ir-' ENDWALL SHEETING & TRIM: FRAME LINE 3 PANELS: 26 Go. CW - Medium Gray It M I EC-4 .0 (\1 r. N V- N - . 0 BOLT TABLE FRAME LINE 3 LOCATION Columns/Rof TRIM TABLE FRAME LINE 3 OID PART 1 OCC01 2 MFBOl 3 JTA121 4 OCA01 5 MF801 6 RTA02 QUAN TYPE DIA LENGTH 6 A325 1/2" 2 LENGTH 121.000 121.000 121.000 242.000 121.000 242.000 MEMBER TABLE FRAME UNE 3 MARK PART EC-3 W085075 EC-4 W085075 ER-2 W12S 120 G-3 10Z067 G-4 10Z075 CB-1 RD801 CB-2 RD802 DETAIL TRIM_707 TRIM_707 TRIM_7 TRIM_7 TRIM_7 TRIM_2 LENGTH 122.625 131.313 239.188 229.250 229.250 242.000 246.000 CONNECTION PLATES FRAME LINE 3 0 ID MARK/PART 1 PCC04 2 EWA01 3 GCW10gcb 4 GCC03 ENDWALL FRAMING PLAN GENERAL NOTES 1 STD. ROD/CABLE SIZES ROD ROB- = 5/8" ROD RDC- - 3/4" ROD RDO- = 7/8« ROD RDE- =1" ROD RDF- = 1 1/8" ROD RDG- = 1 1/4 ROD PER PART PREFIX ARE: CABIE CAA- - 1/4= CABLE CAR- - 3/8- CABLE CAC- = 1/2'CABLE 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDInONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4. THIS DRAWING IS NOT TO SCALE. .E C. ii 5 05 0 L & :33 LLI D U) 0 d< ZB LLI U.1 9 > 111 LU LL 2 Beso O 8_1 CE : LL LD E S E : C] 3 LL U 6 Ub E 0 It Cd LU CK 1- Z LU > Z 1-U 0- 0 -1 LU UJ 0 06 X 1- 1- ZZLU 0 3 # Eo1 co DgLUO%I 0- 9"0#KN Ilittlili!ft d *£8 P kit bl * t il 8B 55 9 S 5 f 8 I. E E Ul g U b I. R/56 :EEI imme 'ii1 7 5 E 5 6 LL Ul T f. LU e. 0 I U) E 8 -2 iE 5 CO 0 ul D r» LLI 0 *1 1 RAFTER RAKE ANGLE (L. L.V.) MK. MAR01 FASTENER MK. H 1020 AT EACH SUPPORT r PURLIN r----- -4-60 SHOP WELDED CLIP -- 10 0 f° ° GIRT LAP SEE ELEVATION 0 BOLTED CLIP @ SINGLE CEE RAFTER 6 CUP MIC PCCOl PCC02 PCC02 PCC03 PCC04 PCCOS PURUN 8. 8. 12" 10" 10" 12 rj RAFTER 8" 12" 8" 8" 12" 12" USE (4) 1/2 1 1 1/4 A307 BOLTS HO500 / NUTS H0400 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS ERECTOR NOTE: AT EACH LAPPED GIRT CONNECTION, (1) 1/2" X 1 1/4" THIN HEAD BOLT H0515/NUT H0400 MUST BE USED TO AITACH THE FIRST GIRT TO THE GIRT CLIP, THE BOLT/NUT ASSEMBLY MUST BE WRENCH TIGHT PRIOR TO THE LAPPED GIRT BEING INSTALLED. REFERENCE THE STANDARD "LAPPED GIRT DETAIL" FOR MORE INFORMATION. COLUMN 0 0 F GIRT LAP SEE ELEVATION GIRT 0 0 J GIRT TO COLUMN USE (7) 1/2 x 1 1/4- A307 BOLTS H0500 / NUTS H0400REF'ERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS - BOLTS REQ'D ONLY AS SHOWN, NOT @ ALL HOLES. SEC. A 9 3 -ROOF LINE(2) H 1020 -- (1) PER ENDj- 1 MAH 1 # (4) ESW01 WASHERS CAP PLATE/ RAFTER SECTION "A" HIGH EAVE STRUT TO RIGID FRAMEUSE (4) 1/2" X 2" A325 BOLT H0603/NUT H0300 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS - 0 A RAFTER 0 (4) 1/2"0 X 2 BOLTS - TYP. (6 BOLTS O SINGLE CEE RAFTER) A325 BOLTS H0603 NUTS H0300 Cup MK. EWA01 REQ'D AT SINGLE CEE RAFTER f oF 64" , RAFTE- 151 SINGLE OR DOUBLE - CEE ENDWALL COLUMN SECTION A 14 ENDWALL CEE COLUMN TO RAFTER COLUMN TOP CUP FACTORY WELDED TO COLUMN REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS 81 I BOLTS REQ'D ONLY AS SHOWN EW RAFTER (1) ESW01 WASHER EAVE STRUT TO ENDWALL RAFTER USE (2) 1/r x 2' A325 BOLTS H0603 / NUTS H0300 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIRE),ENTS <16 ) ROD DIAMETER 5/8" 0 3/4" 0 7/8" 0 1. 0 1 1/8" 0 1 1/4' 0 MARK NUMBER RDB __ RDC -_ ROD __ RDE __ RDF -- RDG-- WEB OF COLUMN OR RAFTER HILLSIDE WASHERS (2) H0930 (2) H0930 (2) H0930 (2) H0960 (2) H0960 (2) H0960 COUPLING NUT (QUANTITY VARIES) ROD BRACE o WEB TO WEB FLAT WASHERS (2) H0210 (2) H0220 (2) H0230 (2) H0240 (2) H0250 (2) H0260 A307/A325 NOTS (2) H0310 (2) H0320 (2) H0325 (2) H0330 (2) H0450 (2) H0340 COUPLING NUTS H0810 H0820 H0830 H0840 H0850 H0860 SEE PLANS AND ELEVATIONS FOR BRACING MARK NUMBERS ROD ASSEMBLY MK. RD___ HILLSIDE WASHER, FLAT WASHER, 16 03 7 .t t/)22 [EGG 0 FC'-5 6 a biv \\\ 3,3,2 44* \\\ LL- F) if") 5 1'-4"ti COLUMN 4 i r SINGLE CEE 2 . 4'0 8712" GIR COLUMN . 3- . 4' f @ 10" GIRT 1 cup r--/ 63GCC03 r.GC803 6, / CLIP G 00 OC -C 01 1/2"0 00 00 .-r---- 0e It 0-0- -0-0 LGIRT ANGLE MK. MAG011/2jj_ l£/W GIRT WITH (2) H 1020 (FIELD CUT TO LENGTH) . CLIP MK. GCWOB @ 8" GIRT GCW10 0 10" GIRT GCB11 0 12" GIRT BYPASS ENDWALL GIRT AT CORNER o USE (10) 1/2' N I 1/4' A307 A BOLTS HOSOO / NUTS H0400 * REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUREMENTS D7 U BOLTS REQ'D ONLY AS SHOWN,--ROOF NOT @ ALL HOLES.1 UN-t-- 1-EAVE STRUT SECTION "A" SEC. 'A' (2) ESW01 WASHERS CLIP MK. EWA01 -RAFTER HIGH EAVE STRUT TO ENDWALL RAFTERUSE (4) 1/2" X 2" A325 BOLT H0603/NUT H0300 EWA01 CLIP CAN BE ORIENTED DOWNSLOPE IF NEEDED- FIELD DRILL HOLES IN RAFTER AS NEEDED FOR EWA01 CLIP SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS BRACE TYPE CABLE (ANY 0) 5/8" 0 ROD 3/4" 0 ROD 7/8" 0 ROD 1" 0 ROD 1 1 1/8"0 ROD 1/4" 0 ROD BRACE ROD (OR EYEBOLT IF CABLE ASSY) TURNBUCKLE H0730 H0710 H0720 H0730 H0740 H0750 H0760 TURNBUCKLE BRACE CLEVIS BCS04 BCS02 BCS03 BCS04 BCL05 BCL01 BCLO2 FLOOR ANCHOR BCC01 BCC01 8CC01 BCC01 BCC02 BCC02 BCC02 A325 BOLT H0640 H0640 H0640 H0640 H0660 H0660 H0660 A325 NUT H0330 H0330 H0330 H0330 H0340 H0340 H0340 SEE PLANS AND ELEVATIONS FOR BRACING MARK NUMBERS BRACE CLEVIS BRACE CLEVIS T-CLIP , MARK BCC__ ' (SEE ANCHOR BOLT PLAN FOR ANCHORING REQUIREMENTS)FINISHFI) f 1 OOR pIAGONAL BRACE TO FLOOR ANCHOR Q6 -- U PURLIN LAPf SEE PLAN 0 0 PURLIN J 0 0 0 0 \ PURLIN LAPSEE PLAN 1 RAFTER 0 0 SHOP WELDED CLIP PURLIN TO INTERIOR FRAME RAFTER USE (8) 1/2' * 1 1/4' A307 BOLTS H0300 / NUTS H0400REFERENCE ERECTOR NOTE FOR TYPICAL- WASHER REQUREMENTS (2) H 1020 n (1 ) PER END\rn ANGLE MK. /1 MAH =ZE.==6 SL BOLTS REQ'D AS SHOWN PLATE WASHER MK. ESW01 (2) 3 RAFTER/ CAP PLATE LOW EAVE EAVE STRUT AT BYPASS GIRTS 51 USE (4) 1/2* x 2' A325 BOLTS H0603 / NUTS 110300 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENS C J2 ) .5 1 E - 3* 2 n t8 -5m .Wv t:*z 1-U 05 D U) 0 d< ZB LU > LU M-iii LL 3 E (D5006 _JCE : LL 5 : 0 f 3 a L 2 b ./ m S S 8Z g tr) E -1 AeAW,Mt,Wgig li il li 5¥ f 2 LL 5 6 0 -1 -j U.1 Er D 1- Z LU > Z LU O- 0 UJ > LU El 06 3 1- , Z Z- LU 0 561- SH COS CO Df LU 0 E 911 .j il.1/1&11&21*E liE.*i;full :Y;*A£/,#14/.3 4 #!541*43 Z C. mete lip .n E f m S LL LD W if . UJ 8 6 LO 0 00 0 > r- D m> 5 (/) 5 59 QE §5 0 Z SPI m2 i BASE NOTCH WITH ANGLE SEE WALL SHEEANG EREC11ON NOTES FOR FASTENER LOCATIONS f,T3 ACTUAL FLANGE BRACES DO NOT HAVE MARK NUMBERS ON THEM FBD /-WALL PANEL BASE ANGLE MK. MAR02 (S.L.V.)TEN AT 3'-0" O.C. MAX. + ' (FASTENERS NOT BY NUCOR) TYPICAL FLANGE BRACE MARK NUMBERS FBC FBE L-CL INDICATES LENGTH OF FLANGE BRACE IN INCHES LENGTH L--[=L INDICATES LENGTH OF FLANGE BRACE IN INCHES -€pl l.ENGTH --L-[=L COUNTER - SEE CHART LENGTH COUNTER 01 02 03 04 LENGTH 35 7/8" 37 1/8' 49 1/2' 50 1/4' I * -*-I '1 1 ERECTOR NOTE: UNLESS SPECIFICALLY NOTED OTHERWISE, STANDARD ZEE GIRT ORIENTATION IS TO HAVE THE GIRT TOED DOWN AT THE STEEL LINE AS SHOWN IN THE DETAIL BELOW. UNLESS SPECIFICALLY NOTED OTHERWISE, STANDARD CEE GIRT ORIENTATION IS TO HAVE THE GIRT TOED UP AS SHOWN IN THE DETAIL BELOW. STANDARD CLIP ATTACHMENT IS BELOW THE GIRT, HOWEVER SOME DETAILS REQUIRE THAT THE CLIP BE ABOVE THE GIRT. (REFER TO THE GIRT DETAILS ON THE ERECTION DRAWINGS FOR REQUIREMENTS)BOTH CUP AlTACHMENTS ARE SHOWN IN THE DETAIL BELOW. COLUM !1 _-OPTIONAL CLIPCONNECTION ZEE -GIRT \- GIRT 1 GIRT WL-ZI STANDARD CUP3 3 CONNECTION COLUMN CEE CLIPil E cup LGIRT ZEE GIRT ORIENTATION CEE GIRT ORIENTATION ,„ STANDARD GIRT ORIENTATION DETAIL 0 8 NOTE: BYPASS GIRl CONDITION IS SHOWN FOR REFERENCE 8 ONLY. YOUR PROJECT MAY HAVE FLUSH OR INSET GIRTS. PURUN 1 RAFTER , 2'-4 1/2' or 3'-6' LINER PANEL- FBL01 W/ H0603 BOLT 0603 BOLT TYP H0300 NUT H0200 WASHERS TYP FLANGE BRACE @ PURLIN & RAFTER0 ro 6 SEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS AELD CUT AND Fl-ATTEN PANEL RIB IF INTERFERENCE Wmt FLANGE BRZE OCCURS. STD. 1/2' A307 BOLTS )./ MK. H0500 (MO WASHERS REOUIREOL-- OUTSIDE FLANG[ GIRT LAP BOLT91OTSHS* FOR CLARITY . / /- / REFEREsl THE STL. / /SECOND LAPPEDSPSe=ArT DETAII \.//GIRT REQUIREMEMTS. THIM HEAD 1/2' BOLT fl/f r BOLTEO OR WELOED GIRT MK. H0515 ••19-1 -= / A CLIP(MO WASHER REOUIREDI.1-, 7& -4/9 FIRST LAPPED GI ./1 | - STD. 1/2' A307 MUTS MK. H0400 LAPPED GIRT DETAIL U LAPPED GIRTS 1 INTERIOR BAY COLUMMS •. THE THIN HEAD 1/2' A307 BOLT MUST BE INSTALLED IMTO THE FIRST GIRT At'10 CUP OF A LAPPED COMD1T1OM. THE BOLT/MUT ASSEMBLY MUST BE WRENCH TIGHT PRIOR TO THE SECOND LAPPEO GIRT AFIMG IMSTAI I FO IRN01 wr H0200 WASHERS10603 BOLTS H0300 NUTS FLANGE BRACE MARK FE NOTE: 1/20 X 2- A325 BOLTS ARE REO'D FOR BOLTING FLANGE BRACES. INSTALL- FBN01 PRIOR TO INSTALLING UNDERSIDE FABRIC, VAPOR BARRIER OR L,NER BOLT HEA WASHER WASHER NUT BOLT HEAD WASHER NUT TYP CAL WASHER REQUIREMENTS ERECTOR NOTE (UNLESS NOTED OTHERWISE ON DRAWINGS) - SLOT SLOT TO SLOT CONNECTIONS SLOT WASHERS ARE REQUIRED ON BOTH SIDES OF MATERIAL IF SLOTS ARE USED ON BOTH SIDES (NOTE LAPPED ZEE MEMBER EXCEPTION). SLOT SLOT TO HOLE CONNECTIONS ONE WASHER REQUIRED ON SLOTTED SIDE ONLY. - HOLE -0 SECTION "A HOLE HOLE TO HOLE CONNECTIONS MBOLT HEAD- NUT----2 -HOLE HO200 H0210 H0220 H0230 NO WASHERS ARE REQUIRED WHEN SLOTS ARE NOT USED. WASHER PART NUMBERS 1/2" FLAT WASHER H0240 - 15/8" FLAT WASHER H0250 -3/4" FlAT WASHER H0260 -7/8" FLAT WASHER " fLAT WASHER1 1 /8 FLAT WASHER1 1 /4" FLAT WASHER @ BOLT/NUT ASSEMBLY r REQUIRED AT LAPPEO ZEE MEMBERS. (NO WASHERS REQUIRED) ..f LAPPED ZEE MEMBERS, PURLINS OR GIRTS . LAPPED/NESTED REGION #·1 0 ·C) 0 0 NO WASHERS REOUIRED AT BOLTS USED IN THE LAI'PED REGIONS OF ZEE MEMBERS. SECTION "B" 0 0 0 0 l.10 f % fy 6 -6 lim u 14: LU D U) 0 LLI > LU Of-LU LL8 Co Lu (58 8_1 CE S LL Se 9 '% f :3 LL 5 S U 6 i= in li MZ 11 E S g W S U b 4- b n 2 Z f b LL 0 d US UJ CE Z LLI Z ILI 0 _J LU LU 06 X 1- 1- Z Z- LU 0 : H CO.U) Dg LU O0BI ::. 2,5: 5 # 62/ r4 51 N h 44 /i b Il;fls/, 1/t mmittritS *61/E L,#'""853 :' e 5 CRA dzot UBA8 r- EE W Vu t a 6 I40 LU cr LLI Z CD0 UJ E if) (\1 Cl 5 CO 0 (.0 r- D 6--- - SPREADER BAR V\NAAA/\ 6'-0" MINIMUM 6'-0' MINIMUM8'-0" MAXIMUM 18'-0' MAXIMUM - - -1 -..6fr< /LPICK POINT GIRTS (TYPICAL)WIND BRACING /9../9- COLD-FORMED-·|RAFTER _J CORRECT LIFT 3 SPANS MAXIMUM STRAP RAFTER SECTION A a LIFT -1 STRAP INCORRECT COLD FORMED ENDWALL ERECTOR DETAIL THIS WILL CAUSE THE RAFTER TO TWIST. 1) GIRTS, CLIPS, RAFTERS AND COLUMNS MUST BE SECURELY AND TIGHTLY BOLTED TOGETHER PRIOR TO STANDING UP THE ENDWALL SECTION. (NOTE: THE GIRTS PROVIDE STABILITY TO THE ENDWALL SYSTEM DURING THE ERECTION PROCESS) 2) BUILT- UP COLUMNS/RAFTERS MUST BE ERECTED INDIVIDUALLY WHEN USED WITH COLD FORMED ENDWALL PARTS 3) THIS DETAIL IS SUGGESTED IN ORDER TO MAINTAIN STRUCTURAL INTEGRITY OF ENDWALL PARTS AFTER ERECTION. SOUND JUDGEMENT BASED ON ERECDON KNOWLEDGE AND EXPERIENCE SHOULD BE APPLIED REGARDING SAFETY AND PRACTICALITY OF INDIVIDUAL SITUATIONS. 4) REGULATIONS SET FORTH BY THE OCCUPATIONAL SAFETY AND HEALTH ACT, LOCAL, STATE, AND/OR kn FEDERAL AGENCIES SHOULD BE ADHERED TO AT ALL TIMES. THE METAL BUILDING MANUFACTURER IS NOT 5 RESPONSIBLE FOR INJURY, DAMAGE, OR FAILURE WHICH MAY RESULT FROM FAILING TO MEET ANY OF THESEREGULATIONS. TYPICAL FIELD WELD REQUIREMENTS ERECTOR NOTE: (UNLESS NOTED OTHERWISE ON DRAWINGS) ALL FIELD WELDING MUST BE PERFORMED Err AWS/CWB CERTIFIED WELDERS WHO ARE OUAUAED FOR THE WELDING PROCESSES AND POSITIONS INDICATED- ALL WORK MUST BE COMPLETED AND INSPECTED IN ACCORDANCE WITH THE APPUCABLE AWS/CWB SPECIFICATIONS. WELD ELECRODES USED FOR THE SNAW (OR STICK) WELD PROCESS MUST BE 70 151/483 MPo MATERIAL AND LOW HYDROGEN CONTENT. GALVANIZED STEEL FIELD WELDING RECOMMENDATIONS PREPARATION OF WELD AREA AWS D-19.0. WELDING ZINC COATED STEEL. CALLS FOR WELDS TO BE MADE ON STEEL THAT lS FREE OF ZINC IN THE AREA TO BE WELDED. FOR GALVANIZED STRUCTURAL COMPONENTS, THE ZINC COATING SHOULD BE REMOVED AT LEAST ONE TO FOUR INCHES (2.5-10 cm) FROM EITHER SIDE OF THE INTENDED WELD ZONE AND ON BOTH SIDES OF THE WORKPIECE. GRINDING BACK THE ZINC COATING IS THE PREFERRED AND MOST COMMON METHOD, BURNING THE ZINC AWAY OR PUSHING BACK THE IJOLTEN ZINC FROM THE WELD AREA ARE ALSO EFFECTIVE. TOUCH-UP OF WELD AREA WELDING ON GALVANIZED SURFACES DESTROYS THE ZINC COATING ON AND AROUND THE WELD AREA RESTORATION OF THE AREA WILL BE PERFORMED IN ACCORDANCE WITH ASTM A 780, STANDARD PRACTICE FOR REPAIR OF DAMAGED AND UNCOATED AREAS OF HOT-DIP GALVANIZED COATINGS, WHICH SPECIRES THE USE OF PAINTS CONTAINING ZINC DUST, ZINC-BASED SOLDERS OR SPRAYED ZINC. ALL TOUCHUP AND REPAIR METHODS ARE CAPABLE OF BUILDING A PROTECTIVE LAYER TO THE THICKNESS REQUIRED BY ASTM A 780. SAFETY & HEALTH WHEN WELDING DIRECTLY ON GALVANIZED STEEL IS UNAVOIDABLE, OSHA PERMISSIBLE EXPOSURE UMITS (PELS) MAY BE EXCEEDED AND EVERY PRECAUnON. INCLUDING HIGH-VELOCITY CIRCULATING FANS WITH FILTERS, AIR RESPIRATORS AND FUME-EXTRACnON SYSTEMS SUGGESTED BY AWS, SHOULD BE EMPLOYED. FUMES FROM WELDING CALVANIZED STEEL CAN CONTAIN ZINC, IRON, AND LEAD. FUME COMPOSITION TYPICALLY DEPENDS ON THE COMPOSITION Of- THE MATERIALS USED. AS WELL AS THE HEAT APPUED BY THE PARTICULAR WELDING PROCESS. IN ANY EVENT, COOD VENTILATION MINIMIZES THE AMOUNT OF EXPOSURE TO FUMES. PRIOR TO WELDING ON ANY METAL. CONSULT ANSI/ASC Z-49.1, SAFETY IN WELDING. CUTTING AND ALLIED PROCESSES, WHICH CONTAINS INFORMATION ON THE PROTECTION OF PERSONNEL AND THE GENERAL AREA VENTILATION AND FIRE PREVENTION. INFORMATION COURTESY OF AMERICAN GALVANIZERS ASSOCIATION 0 V- g 0 CD COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED, WHEN SUSPENDED SPANKLER SYSTEMS. LIGHTING. HVAC EQUIPMENT, COUNGS, ETC. ARE SUSPENDED FROM ROOF MEMBERS, CONSULT ENGINEER OF RECORD IF THESE CONCENTRATED LOADS EXCEED 500 POUNDS (USING THE WEB MOUNT DETAIL.) OR 200 POUNDS (USING THE FLANGE MOUNT DETAIL). OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE THAN OTHERS. PURUN STFFENING LIP PURUN FLANGE PURUN WEB GENERAL RESTRICTION: UNDER NO CIRCUMSTANCES CAN THE PURUN STIFFENING UP BE FIELD MODIFIED FROM THE FACTORY SUPPLIED CONDITION. ALSO DO NOT HANG ANYTHING FROM PURUN STIFFENING LIP. OPTIONS FOR SUPPORT A OPTION A (200 LBS MAX) - DRILL SUPPORT THROUGH THE BOTTOM FLANGE OF THE PURLIN. 1/20 MAXIMUM BOLT(NOT BY MBS) .<5:/ 1 MAXIMUM FROM CENTERLINE OF PURUN WEB TO CENTERLINE OF SUPPORT OPTION C: (200 LBS MAX) IF PURLIN FLANGE SUPPORT CLAMPS ARE USED. CLAMP (NOT BY NBS) / 1" MAXIMUM _ CENTERLINE OF SUPPORT TTACHMENTS OPTION B (500 LBS MAX) SUPPORT ANGLE OR SOME OTHER TYPE OF BRACKET. (NOT BY NBS) SUPPORT THROUGH PURLIN WEB. ANGLE SUPPORT (NOT BY MBS) 1" 1 MAXIMUM FROM CENTERLINE OF PURUN WEB TO CENTERUNE OF SUPPORT txf --'=Ct:El" - 9' = TOTAL PROJECTED DISTANCE FROM THE CENTERLINE OF THE PURUN WEB TO THE END OF THE END OF STFFENER UP. (- 3 5/8" +/- 1/163 NOTE' THE CENTERUNE OF THE SUPPORT MUST BE WITHIN 1 ' FROM CENTERLINE OF THE PURLIN WEB. CENTERUNE OF PURLIN PURLIN SUPPORT METHODS tA i f &: 'W- Zd5 Z:MI LU EE D CO 0 d< Z 3& LU111 > LU 05-LU LLW In LU: 2 CD960 3 LL X Di E E 0 C. 6 LL E E U b -5 Phr iii 8:*14'*ELY pt/18'Ettt{S E al iN in 95 m 5 E m @ > 6 0 d US UJ CL D Z LU > 1- Z LU CL 0 LU > LU ED W 1 U L 0 ./ 6 g 06 X 1- 1- Z Z- LU 0 EU) DSLUO5I 0- 11 E ZE 5d=OZ BT2; f b LL m n 2 rr C LUr E <C 00 E 0 CD r- D LO 0 . ru 0 Z 0 0 6 0 0 ru 12'12' 12' A %= .mt 7. r,mf 7, ri 7. In,4 1 nl · I rl HIGH EAVE, RIDGE, & EMO LAP 12, 2 12 9 1/2' 1 9 1/2' -ni 9 1/2' ir»---/«1 Fi INTERMEDIATE PURLIMS 12' Er d EM ---- ,Irn I r 12' 1 7. IN ---- NI m f r 12' Ey {2 W d ---- =1 . I rn r. SEE THE CLASSIC ROOF SIDE LAP FASTEMER SPACING DETAIL FOR SIOE LAP FASTEMER SPACIMG EMO LAP, IF REQUIREO STRUCTURAL FASTEMER MK. H1030 (TYP) LOW EAVE EMO OF PAMEL RIDGE OR HIGH EAV6 PURLIft- IMTERMEOIATE PURLIM EMO LAP PURLIM (IF EMO LAP IS REOUIRED) EAVE MEMBER (VARIES), EAVE IMTERMEDIATELOW EAVE STRUT SHOWN FOR REFERENCE PURLIM CLASSIC ROOF STRUCTURAL FASTEMER SPACING (STAMOARD) 12' 7' HIGH EAVE, RIDGE, EMO LAP & IMTERMEOIATE PURLIMS \\ ---- NIM Im IJ 12' LOW EAVE 12* ---- cul A l M r. SEE THE CLASSIC ROOF SIDE LAP FASTEMER SPACING DETAIL FOR StOE LAP FASTEMER SPACIMG EMO LAP, IF REOUIRED LOW EAVE EMO OF PANEL EAVE MEMBER (VARIES), EAVE STRUT SHOWM FOR REFEREMCE INTERMEDIATE PURLIM e RIDGE OR -IMTERMEDIATE PURLIM EMO LAP PURLIM CIF EMO LAP IS REQUIREO) CLASSIC ROOF STRUCTURAL FASTEMER SPACING 1 L ROOF PAMEL 1-EAVE MEMBER 1VARIES, EAVE 1 /PURLIN12JSTRUT SHOWN uj'/' FIRST TWO LOW EAVE SPAMS (EACH SUPPORT AMD 6' On CErITER BETWEEM SUPPORTS) EQUAL _ EFASLT-OIL 1 \- ROOF PAMEL -PURUM SPAMS > OR = TO 5'-0' (EACH SUPPORT Art[] 1/3 POINTS BETWEEN SUPPORTS) ru 1 rv STRUCTURAL FASTEMER MK H1030 (TYP) MOM-UL 90 UL 90 SEE DETAILS BELOW LEFT FOR SIDE LAP FASTEMER SPACING AT THE REMAIMDER OF THE PAMEL RUM SIDE LAP FASTEMERS (MK. H1050) AT EACH SUPPORT AMD 60 OM CEMTER BETWEEM SUPPORTS AT THE FIRST TWO LOW EAVE PURLIA SPAMS TYPICAL SIDE LAP SEE THE CLASSIC ROOF STRUCTURAL FASTEMER SPACING DETAIL FOR STRUCTURAL FASTEMER SPACIMG EOUBLi _L_EOUNd-1r- 1 ' ROOF PAMEL ,-PURLIM SPAMS LESS THAM 5'-0' EACH SUPPORT ANO MIDPOIMT BETWEEN SUPPORTS EACH SUPPORT AMO SPACED EQUALLY BETWEEN SUPPORTS. MOT TO EXCEED 20' 91'-B') Cote PURLIM UPSLOPE,wun EAVE -FIRST PURLIMUPSLOPE FROM EAVE -EAVE MEMBER (VARIES), EAVE STRUT SHOWM FOR REFEREACE r 3/32' x 1/2' TAPE / MASTIC MK. H3010 SIDE LAP MASTIC DETAIL (AT FULL. LENGTH [r All SIOE LAPS) CLASSIC ROOF SIDE LAP FASTEMER SPACIMG (STANDARD) ERECTOR NOTE: THIS BUILDING HAS SPECIFIC ROOF FASTENER REQUIREMENTS. PLEASE REVIEW THIS DETAIL PRIOR TO ERECTING THE ROOF PANEL. FAILURE TO FOLLOW THESE SPECIFIC REQUIREMENTS COULD RESULT IN LOSS OF ROOF PANEL(S). 0 0 C\1 n 3'-0" 7, A„J -U -@-1 *-1 . 0 e 0 7' n"J -U 55'-0" ROOF FASTENER PLAN 3'-0" 1-* "- 0 0 G ADDITIONAL FASTENER REQUIREMENTS MUST EXTEND TO THE NEXT PURLIN BEYOND THE EDGE/CORNER ZONES SHOWN IN SKETCH ABOVE. STANDARD FASTENER SCHEDULE H1000 SELF-TAPPNG SCREW (GOOF SCREW) WITH WASIERH, -CONG LIFE FAS-NER 3/81 HEAD H 1020 1/10(44,1. ':24; SELF DRIUJNG t)mmm-18 5/160 HEAD 3/18' THK MAXDRILUNG CAPAC,TY H 1030 12-14 . 1 1/4- WfTH WASHER SELF DRILUNGmum5/16"0 HEAD H 1 035 12-14 # 1 1/2 WHH WASHER SELF DRILLING t*mmlmzna 5/16'0 HEAD H 1040 1244 , 1 1/4 WrnIOL,ff WASHER SELF DRILUNG#mmm[3 5/16.0 HEAD H 1041 12-14 * 1 1/4. WfTH WASHER SELF DRILLING 8 ABm,777771-2 5/16'0 HEAD H182 12-14 x 7/8 WITHOUT WASHER SELF DRILLING 5/162 HEAD til.Qia 12-14 x 2' wirHOUT WASHER SELF DRLLING @minmiza5/16"• HEAD Hl.Q*Z 12-14 x 2 Wml WASHER SELF DRILLING 5/16'0 HEAD Hfumm=33 Jil.QSQ 12-14 x 3/4* SHARP POINT *nm»WITH WASHER SELF TAPPING 5/16-0 HEAD @mn» +UD» 12-14 1 3/4SHARP POINy WITHOUT WAN IER SELF TAPPING 5/16-0 HEAD 12-14 x 3/4 SHARP POINT WITH WASHER SELF TAPPING 5/167 HEAD H 1 070 12-24 .1 1/2" WITHOUT WASHER SELT DRILUNG 1//9,2,;2 %:ts ORI-LING CAPACIrr HllQQ 4 1/8' x 3/16 SWNLESS STEEL BUND POP RIVEr H 11 10 3/8-0 STWNLESSGROMMET FASTENER al.22Q Awn=13 12-14 N f WHHOUT WASHER SELF OBLUNG PHLUPS HEAD PLEASE REFER TO THE ROOF AMD WALL SHEETING ERECTIOM MANUALS FOR FURTHER ASSEMBLY IMSTRUCTIOMS r *9 I (I U M .r L a. 5 5 0 4: .I g 3 2 12 :A LU EL' D U) 0 d< ZE UJLU Ci>m E E 900 6 _J CY F LL S X CL E > 0 CJ 01 5 LL i 'Fi''Y j'15'.r #1§ &#E,Y f 5£;ii Plifir11{imiRI{: ./mng"#St; 0 b mi b LL ; E Z 5 Q! E U 6 4- 0 d US LU M D 1- Z LU > Z LU 0- 0 _1 LLI > L.LI 0 06 X 1- 1- Z Z- LU 0 3 H- coE WD%!9 5Z mili diER 2@mg i C. Cl f 2 LL > 1# @ 21 t. . . 8 E 00 0 T> E8 FD lf) 4- 0 0 Z =i 05 LL 0 CL 2 d CL L- 0 CL ) FIELD CUT AS REQ'D. RAKE TRIM MK. RTA /rO" TO 3" H 1060 02" O.C.) WALL PANEL OUTSIDE PANEL CLOSURE MK. H3400 @ "CLASSIC PANEL" MK. H3420 @ "ACCENT PANEL' MK. H3410 @ REV. "CLASSIC PANEL" CEILING LINER AT RAFTER H 1050 (4" O.C.) + START (SEE ROOF PLAN) f RIB USE 0" START IF NOT NOTED 2 1/4" TAPE MASTIC (BETWEEN TRIM AND PANEL) MK. H3020 ROOF PANEL H 1 020 AT EACH SUPPORT<»- RAKE ANGLE (L.L.V.)MK. MAR01 PURUN SCULPTURED RAKE AT "CLASSIC" ROOF 0 § SEE WALL SHECnNG ERECTION NOTES FOR FASTENER LOCATIONS TRIM_2 ) EAVE STRUT. PURLIN, OR CEE CHANNEL - FRAME RAFTER 7 I / CAP TRIM-1 / MK. HTD121 L"CLASSIC" CEILING LINER SHOWN "ACCENT" CEILING LINER SIMIL-AR 8 ROOF PANEL NOT SHOWN FOR CLARITY SEE UNER PANEL- ERECTION NOTES FOR FASTENER SPACING SIOEWALL STEEL LINE EAVE MEMBER---- H1040 FASTEMERS AT 12' O.C.- (1 ) Hl 040 FASTENER EACH SUPPORT WITH H 1060 FASTENERS 12' O.C. BETWEEN SUPPORTS TRIM_70 PURLIM -H!040 FASTEMERS AT 12' 0£. CEILIMG LIMER CAP TRIM MK, HT0121 LOW EAVE CEILIMG LIMER DETAIL CEILING LIMER WITHOUT WALL LIMER0 TRIM_800 9 0 8 0 i 1 1/2"--> HI,H EAVE TRIMM . HEA L.L 0 0-60 k. dld 1-0- H 1060 (12 0.0.) WALL PANEL-/ ENDWALL STEEL LINE .END OF PANEL H 1050 (12" O.C.) OUTSIDE PANEL CLOSURE MK. H3400 WITH 3/4' TAPE MASTIC TOP AND BOTTOM MK. H3000 H1030,SEE "CLASSIC ROOF" ERECTION NOTES FOR SPACING CAP TRIM M K. CTAO 2 EAVE STRUT "CLASSIC ROOF" SCULPTURED EAVE DETAIL "CLASSIC ROOF" SEE WALL SHEETING ERECTION NOTES 'TRIM_6' FOR WALL PANEL FASTENER LOCATIONS PURUN - VARIES CENTERUNE OF RAFTER H 1040 FASTENER AT EACH SUPPORT FCAP TRIM MK. HTD 121Ul_1 ROOF LINER (CLASSIC PROFILE SHOWN ACCENT SIMILAR) - - -ENDWALL RAFTER LINER PANEL AT RAKE DETAIL POST AND BEAM ENDWALL (BYPASS) WITH CEILING LINER PANEL 1 TRIM_71 3 SIOEWALL STEEL LIME : PURLIM -H1040 FASTEMERS AT 12' O.C. EAVE GIR-CEILING LIMER MOTE: EAVE GIRT SHOWM FOR REFEREMCE OMLY. MEMBER TYPE AT HIGH EAVE MAY VARY. H1060 FASTEMERS AT 36' OC. CAP TRIM MK. HT0121 - HIGH EAVE CEILIMG LIMER DETAIL EILIMO LIMER WITHOUT WALL LIMER TRIM_801) 0 - i i ./ d a- is CLASSK: WALL H1060 12- O.C. m . '*' 0 50 rm, 40 1 OUTSDE CORNER ./ UK. OCAO'- END OF ROOF PANEL 1-- NOTE 1 ALLER TRIM NK. UFBOl (SHOWN) IS Elar REQUIRED WHERE START/FINISH DIMENSION IS LESS THAN OR EQUAL TO 3 1/2'. SEE ELEVATIONS OUTSIDE CORNER AT "CLASSIC" WALL GUTTER HANGER MK. H2190 AT 24" O.C. WITH (3) H1050 FASTENERS 1/2 ' TAPE MASTIC MK. H3010 5 1/4"STEEL UNE TRIM_7 3/4 TAPE MASHC MK. H3000 (6 PIECE) DIRECTLY BELOW FASTENERS INSIDE PANEL CLOSURE MK. H3410 WfTH 3/4" TAPE MASTIC (MK. H3000) TOP AND BOTTOM CLASSIC= ROOF NOTE: PLACE r--041 GUTTER BRACKET7- 1 UNDER THE UP OF THE GUTTER L-1 FASTEN INSULATION WrrH H 1 020 FASTENER & H2200 INSULATION WASHER 12 O.C. (AT HIGH RIB) H1030 FASTENER (SEE THE CLASSIC ROOF ERECTION NOTES DETAIL FOR SPACING) EAVE STRUT SHOWN, MEMBER VARIES.(REFERENCE THE SECONDARY LOW EAVE MEMBER OPTION DETAIL FOR ALTERNATE MEMBERS) EAVE GUTTER AT "CLASSIC" ROOF to*'ER / TRIM- H1060 12' 0£Al TR!11/ BASE MEMBER CRTS t WALL.MNal H1040 AT EACH SUPPORTFINISH DIMENSION H1O6O 12 O.C.¥ SEE PUN T BETWEEN SUPPORTS f RIB H1050 FASTENERS L 112" O.C. GUTTER MK. GTA- 4 TRIM_101 I 'CLASSIC PANEL' ERECTIOM MOTES (PAMELS 36' CET LAY) H!060 STIKH FASTEMER ·H!040 STRUCTURAL FASTEMES U«»«--*V i 36' T f ... | -EAVE MEMBER a b -WALL PAMEL .#-1 -SIDE LAP /Ht RTS 060 AT EACH EMO AMD AT 30' 0£. MAX. BETWEEN SUPPORTS MIE: STITCH FASTEMERS MAY OR MAY MOT LIME UP VITH GIRT ELEVATIOMS. ERECTOR MOTE: 1/2' SIDELAP MASTIC (H]mO) IS REOUIREO IM SMOVORIFT COMDITIOMS. REFER TO THE El EVATIOMS FOR LOCATIOM REQUIREIEMTS. 1- a.00( GIRTS TO lEVEL' POSIT[% CRE STARTInG PArIL ERECTIOn MAIMTAIM VOOO BLOCK[MG (11OT BY ABS) UMTIL PA:El TO STRUCTIRAL FASTBERS ARE [MSTAUED. 2 ALIGrl Ar[} PUrB FIRST VN_L P*EL 1 TO PR£VaIT 'OIL-CAMIUS·, ALL PAJE FASTEMERS SHOULD START FROM BASE MEMBER AMD THEM BE SECURED 10 EACH STIITWAL GRT TOWARD TE EAVE. 4. FOl:OATIO)1 TRJST BE SQUARE, LEVEL, AMO CORRECT TO THE OUT-TO-OUT STEEL lifE 0[MEMSIOMS. 5. ERECT[{11 CREV IS TO CLEAN All WALL PArELS 802(RE LEAV[16 JOB SITE 6 ERECTOR IS TO ERECT PAMELS 50 THAT SII]El-APS ARE AWAY FROM ThE MA[rt rRAFFI[ AREA'S LOE / SIGHT. 7. STORE PAMELS PROPERLY TO PREVENT *STUE E EREITIM MAIRJAL 4 ELBOW MK. H2330 -- ERECTOR-NOIEX 1. F THIS PROJECT CONTRACT SPECInES T SHAPES AT THE BOTTOM OF lNE DOWNSPOUT IN UEU OF ELBOWS. SEE DETAIL _/_ 2. FIELD WORK (2) ELBOWS AS REQURED AT INSET/OUTSET WALL CONDmON. 3. LOCATE DS STRAPS ONE AT EVERY T, ELBOW AND DS SPUCE. UARK OUTLET LOCATION US#4G A OS TO SIZE OVAL AREA NE)(r. CUT ALONG THE DASHED LINES. BEND TABS DOWN ALONG THE SOUD UNES. ATTACH ElBOW TO GUTTER TABS WITH (4) H1060 FASIENERS USE (4) POP RIVETSMK. 111100 AT ALL ELBOW. -S; AND DOWNSPOUT CONNECTIONS U.H.0. rULL OR PARTIAL SECTIOn AS REOUIREO%*1[1 11 1,------ELBOW MI<. H2330 1 1/ rDOWNSPOUT 51&p FULL SECTION-\\<tz>:3USE WITH -ACCENT PANELBRACKET MK. 00.401 FOR ATTACH AT PANEL R!8 ONLY. USE (2) H1060 -MALE' EnD 7 SCREWS 1 LZE'ALE. CO \4V DOWNSPOUT STRAP UK. LTYPiCAL AT DPAO, (SCREW STRAP TO WALL USING (1) MOBOALL SPLICES SCREW). FIELD BEND ANC) FULL OR PARTIAL /THEN fASTEN STRAP TO OSSECRON AS / »< WITH (2) H 1060REOURED - FAST[*RS MK. H2330 -' - DOWNSPOUT STRAP (MK. DPA01) AND STRAP BRACKETS (IC DEI#,01) ARE ALSO PROVIDED FOR MASONRY WALL APPUCAnONS AS WELL AS FOR ATTACHMENT m COLUMNS. FASTENERS TO MASONRY ARE HOT PROVIDED Er, RE W.B.S. HIC}60 FASTENERS ARE PROVIDED FOR COLUMN ATTACHMENT APPUCAT,ONS, PRE-DRILING WILL BE REQUIRED. s GUTTER AND DOWNSPOUT AT OVERHANG REFERENCE GUTTER AND DOWNSPOUT SCHEDULE FOR0 DOWNSPOUT MARK NUMBERS (mIM.22 3 NOTE: FASTENER ATTACHMENT OF JTA TRIM BY OTHERS IF ATTACHING TO MASONRY H 1040 0 EACH SUPPORT H 1060 12" O.C. BETWEEN SUPPORTS JAMB TRIM MK. JTA POP RIVET 12 O.C. MK. H11OO OUTSIDE CORNER TRAIVSITION TRIM MK. OCC01 NOTE 1 FILLER TRIM MI(. MFBOl (SHOWN) IS ti[LT REQUIRED WHERE START/FINISH DIMENSION IS LESS THAN OR EQUAL TO 3 1/2. SEE ELEVATIONS GRT (STOPS AT MASONRY F REQD) , 1 INOTE 11-/L'CLASSIC WALL" , SrART/f]NISH D»dENSDN , ' SEE PLAN 1 i RIB OUTSIDE CORNER AT OPEN WALL SEE WALL SHEETING ERECnON NOTES FOR FASTENER LOCAnONS (TRIM_707 1 /i ru -6 > S: :6 E :5. U lidm i iii 19 LU El D U) 0 d< Z* LULLI >m05 r ZBg 20-8-_i CE f LL SM e ./ f LL Ul 8 L) 6 .. CD ; S 0 ai 11 Na 1i T / r ifil:fililti iEP 0 m CH 5 8 S U- 0 d LU CE D Z LU 1- Z LU a. 0 -1 LU UJ 0 06 X » 1- Z S LU 0 3 CO D5 Lu 05-,>I:g b I. U r E 321izo= lifi 086$ > n G a LA E I 2 m /n <C 5 2 2D LD 0 LO 61 P M - 1 8 - D /70 (3 ----------------ji 09996Mit; r «/*8Le 'GF CONSTRUCTION NOTES '''t :-G 17+70.62 (2550' RT) Gh REMOVE EXTG BO ASS'Y AND CONNECT TO EXTGW/ REDUCER 45' ELBOW S. 5TH STREET 8"(W) W/ 8' MJ 45° BEND W/TB lilli 1 W -w·z-r.,*%-L_ fh----rrir - 74 . 1 55-tr, ='.. -%71"'Ir 11 r--F---1-11 41 11, '' L4 +5>.11.... i rt,t.1, 1.1//.-.. /4, E 0 8' MJ 45* BEND W/MJ RESTRAINTS 1.-,---4. an/0.'- r=-r), 0/4 \i - -4--..ill.. a --I n ----#0 1 35-@ STD FIRE HYD ASSEMBLY PER COR STD DETAIL W-21 ---f 6 LF 6" DI CL-52(W)M84 LF 8' SD S=0 0344 1 /-273 . ?bc=*602272,-6" FLGxMJ GATE VALVE I \'t ,NBY 6$tS*-_r-8' MJ)(6' FLG TEE6/f / 1 U r -- r--3 nj -{-f- 1-1.-1-1 . \ \IIi\1 . 4 8 .SD 'F: i' 7,9 7 2'Fa S. 4 DRAIN BASIN 1 m P «:CONECT TOD S (2) GUARD POST COR STD DETAIL W-2 9 8"xe" FLG TEERIM 27176 r I¥ 269.12 OUT (S)F FLGxMJ ADAPTER W/MJ RESTRAINTSr8' IE 271 03 OUT (W)8- IE 268.1514 (, 00\15/NYLOPLAST BASIN 49 LF 8' SD - <,* 4bb>,{„2. s f ,* 5 OPT (*' , )Scale 1" = 30'(2) 8" FLGxMJ GATE VALVE W/MJ RESTRAINTS WITH DOMED GRATE 6' FLGxMJ GATE VALVE W/MJ RESTRAINTS SEE DETAIL SHEET CO15 0 15 30 60A / ,&4444' rk · taY 071*M),74 1:4 1 E m 6" MJ 90° BEND W/MJ RESTRAINTS 1: ti ll z \ A\A \E PERIMETER FOOTING DRAIN 8' IE 87 OUT (S) 6 2" WATER SERVICE PER COR STD DET W-1 3 T RA . 6 -\ 112221 R»Am76- - - -CeeRCMNATE'MTH-- - - - - 4 6*4£ 268 98 oUT (w·4LWORK SUBJECT 5 S STRUCTURAL PLANS 50 LF 8-SD 3' MJ 45° BEND16· NYLOF,441*N/4&, : .A (TYP)T=trmsr----=.1 1 11•,4 W,leoRATE' f fi 3' MJ 225* BEND b 1 - CONNECT TO DS \.16 NT FIELD INSPECTION @ SEE SHEET C010 FOR UTILITY PROFILERD 3 f, T,8' IE 268 62 IN (N)f .4 1 41·': 1 pall:8· IE 268 62 OUT (S) SEE SHEET (017 FOR ON-SITE LIGHT DETAILS 40 952 CONNECT TO EXTG 8" WATER 39 LF 8 SO 1 RIM 270.. 1 J W \BVE 268 1 ®8" FLGx SIDE MJ TEE W/TB1 3 ''58 y me , N'PERIMETER FOOTING DRAIN 4 4 COORDINATE WITH 17 IE 267.70 8" FLGKMJ ADAPTER :ap ,\A \STRUCTURAL PLANS 644 i J 01 8" FLG X 3" MJ REDUCER W/TB1(TYP)4, R>4 S MJ 45' BEND W/TB I.XCONNECT TO D S . ul 4/$91 iAJ w h #R& '0* 4 1 8» IE 26843 IN (N) 85*6" MJ REDUCER SEE RESTRAINT TABLE l 1 5 $[)C81 1\, li 1- -rn 1 1,di-' t,4 ,' RIM 270.27 RDS 6" MJ GATE VALVE W/MJ RESTRAINTS4 '... 4 r 8' IE 266 40 OUT (S)CONNECT TO D S STD FIRE HYD ASS'YF IE 268 31 IN Q) 8· IE 268 31 OUT (E)UPS.&141=CONDITIONS EXIST 4'x4'x4" CONC PAD (TYP) PROPOSED RD 6 BUILDING CONNECT TO D S KFCHECK DRAWINGSf U 'w,0 mmt'5 4 FF 274.00 W IE 270 33 OUT (E) STD FIRE HYD ASSYI\4* \\I \\42 8-SD 4'x4'x4" CONC PADRD 7 5 1\ PHASE2 FTCHECK ENGINEERING 17 LF 6" DI CL-52(W)CONNECT TO DS \ 8· IE 270 33 OUT (E) 6" MJxFLG TAPPING VALVE SD MH C 16'*6" FLG TAPPING SLEEVE W/TB / TO MANHOLE 17 LF 6" DI CL-52(W) 9 RIM 273 99 RESTRAIN ALL JOINTS%\6 \SS CO 1 (TWO WAY)DCVA FOR FIRE 8' IE 267 18 IN ON)al 1 RIM 273 98 TO BE LOCATED 12· IE 26686 OUT (S) STD BOASSY PERCOR STD DET W-26 WATER MAINDCVA FOR WATER SERVICE | 6' IE 268 65 OUT (S)IN BUILDING SEE TO BE EXTENDED AND CONNECTED TO HINTON e / TO BE LOCATED IN BUILDING i SEE DETAIL SHEET CO25 MECHANICAL PLANS LF 12• SD 1-1/2" PVC SCH 40 FORCE MAIN INDUSTRIAL BINDING SITE PLAN, LOT C DURING SEE MECHANICAL PLANS SD CB 5 t a//''Jooos ," OR APP'D EQ CONSTRUCTION OF LOT 18 RIM 26995 ROUTE TO OIL/WATERSj\:11\ <08 ,S TER SE. VICE 8·IE 26728 OUT Q) SEPARATOR \6 R'8IRAINL JOINTSI '' \\12 4 SEE SHEET C022 FOR CITY OF RIDGEFIELD STANDARDCONNET TO EX'rG SD STUB 6 , \:a, · ,ur 30• ADS DRAIN BASIN WITH T-Slfhlo¥.151 4 117 IE 2*93 2%*roLTE / GRATE 274 00 WATER DETAILS 6 'RDB «.LITTLE GIANT CS-SS SERIES - 1/3 HP AN/VERIF IE NO'NFY re.,00'00 3 f " CONNECT TO'D S 1 OR APP'D EQUAL- INSERTED INTO 30·SEE SHEET C024 FOR CLARK REGIONAL WASTE WATER1 - e IE 258 02 OUT (ED,42 LF 8' GD DFUIN BASIN DISTRICT STANDARD DETAILS-S- -P EN01'EER I# DIFFBNT CONTRACTOR TO PROVIDE POWER \1 .4 @5*001 9 9 -771 SS MH 4 (MC)NITORING MH) TYPE 3 PER PUMP SPECIFICATIONS SEE DETAILS8 LF 8"RIM 272 87 SEE SHEET C012 FOR FIRE LANE SIGNING AND STRIPING 1 9 % 37 LF 12- \108 LF 04$P#irggir a SHEET (016 \ SANITARY GERt 1 6" IE 268 64 OUT (W) .PIPE CONNECTIONS TO ALL INLETS WEE BE MAT AT A 90 \ '0.0 '2 2yx-1 SOMHB 3 ·RIM 273 39 2 R . DEGREE ANGLE 6 . 10.. M,1 1 1 4 RECEIVED f-verr F: 4.41 nr# Vncvrl YFrolects\7100,0\71000-710\71025_UnmIRk,gatotlAICMCADW**killgSheets\71025_(009 dwe Jelf B Ar,ovamlm 6/12120171·53 17 PIA T Ul 2.CONNECT TO EXTG 84 STUB 31:139(la :10 Allo, 00%3 12'JE»431)OUT¢W) -M 4+3036 (250' LT)rJW/INSIDE AROP SD/1 67 LF 4+00 ,J INSTALL 0,4 MARKER LU RIM 272.25r IE 256.56 UPON MOBILIZATION \%e FEB n 2 2018 CONTRACTOR TO LOCA \.\\X\\ C..31 T 4 Wl<2566*oUT(W) ' AND VERIFY IE NOTIFY SSE DETAIL SHEET (016 4+30 36 (2.50· RT) 3+02 95 (2 65 LT) \..ENGINEER AND CRWWDL UTILITY CROSSING SCHEDULESD MH A APPROX LOCATIONDIFFERENT MATCH AND rnF-34\ 343 51 (250' LT) MAINTAIN PIPE MATERIAL OF GAS LINE 4 Rh'--a2*U 3 (GIBSON)3+0384 (250' RT)SD MH 6 @ S=O 0200 City of Ridgefield Community Development 8" WATER INVERT 266.10 AND SLOPE (BY OTHERS)' - RIM 27111- '" 8" 15 26543 0UTt¥4 4+0383 (250' RT)12' STORM CROWN 264.90 PRIOR TO CONSTRUCTION, C CTR TO PERFORM A TV INSPECTION OF THE &XISTING - . . 'TIE 26433 OVT (SE) / 4* PIPE TO CONFIRM PIPE SLOPE AND CON[TION SSC04 8" WATER INVERT 265.98 8CONTRACTOR TO NOT PROCEED WITH \1 '0039LFrgE;CENTERLINE :MOd NV-1 S d 1 » 3AMBSMO-18· IE 26843 OUT (E) 42 r SD RESTRAIN ALL JOINTS TO REDUCER 1 12 IE 26705 W (N) 1.,--111 / 1 1\ marl Ii'% r 1626284 IN (5) , - 4 e A SS CO 3 8" SANITARY CROWN 257.17 CONSTRUCTION WITHOUT DIRECTION FROIA / CeY Water Pipe Fittings MEGALUG Restrained Joint Lengths CRWWD \\0V 7 LF 8-2+3699 (218' rT) 8" SANITARY INVERT 268.52SSC021 4 8" STORM CROWN 267.55 \i flf,#phim)1 j: I 1, 4 NI GalV007 3115 Vr DI /f \0 1+87.86 (2 38' LT)/ 01 46 ...L -L 0 *L-1-Irl--u a'6" WATER INVERT 271 50 / CONNECT TO 12 SO 0*E=Z:1 C 8" STORM CROWN 268.37 87 \ UTILITY NOTES r -*9*92 8" WATER INVERT 269.58 Ez \BLOW OFF ASS'Y 8' MJ 45' BEND W MJ 90' BEND 8")(6"TEE ALL STORM MAINS ARE PRIVATE THE STORM MAIN THAT LIES IN 12" STORM CROWN 267.494RESTRAINEDRESTRAINEDRESTRAINEDRESTRAINED THE le UTILITY EASEMENT TO LOT 18 IS SHARED BETWEEN JOINT LENGTHS JOINT LENGTHS JOINT LENGTHS JOINT LENGTHS LOTS lA AND 1 B LOTS l A AND 1 B SHALL BOTH BE RESPONSIBLE \FOR THE MAINTENANCE OF THIS STORM MAIN \1 APPROVED DESIGNED 1+37 00 [1 68' RT)JBA %SS MH 1 THE SANITARY LATERAL EXTENDED TO LOT 18 WITHIN THE 15' 34 DRAWN BY UTILITY EASEMENT IS FOR LOT 18 USE ONLY AND WILL BE UPON MOBILIZATION (81[=ZZ=**= (61 CAD \CONTRACTOR TO LOCATE MAINTAINED BY LOT 1 B AND VERIFY IE NOTIFY CHECKED8'4'MJ REDUCER 6' MJ 90' BENDENGINEER AND CRWWD MPWRESTRAINED 8 THE WATER MAIN EXTENDED TO LOT 1 B IS PUBLIC LOT 18 WILL A IF DIFFERENT Ell 5 t351 RESTRAINED JOINT LENGTHS JOINT LENGTHS <5859 6 2018 SCALE BE REQUIRED TO EXTEND THE PUBLIC MAIN WITHIN AN H 1'=30CONNECT TO EXTG SD STUB 3 1 LUb,4.-1, L -0 91 ADJUST MH TO FG V N/ANOTEEASEMENT DEDICATED TO THE CITY OF RIDGEFIELD TO THE SW , CORNER OF THE HINTON BINDING SITE PLAN LOT C AND RIM 26834 RESTRAINT LENGTHS SHOWN ARE BASED ON THE USE OF EBAA IRON MEGALUG JOINT JUNE 2, 2017 122- IE 262 70 RF€TRAINT CALCULATOR PARAMETERS SET WERE DUCTILE IRON PIPINC, SOIL TYPE n|ty Of Rldg,fleld Building DipartmerCONNECT TO lHE EXISTING 8" PUBLIC WAI ER MAINAI I HAI 71025 0'DO 12- IE 26285 SHEET ID LOCATION UPON MOBILIZATION ML, SAFETY FACTOR 2 1, TRENCH TYPE 3, A MINIMUM 3' DEPTH OF COVER, 250 PSI 2 \ CONTRACTOR TO LOCATEZ TEST PRESSURE IF DIFFERENT RESTRAINTS ARE USED, RESTRAINT LENGTH AND VERIFY IE NOTIFY CALCULATIONS MUST BE PROVIDED TO THE ENGINEER AND THE CITY CO09©, 1, »•Z,6 \ ENGINEER IFDIFFEREVT SH= 9 OF 32 V . CIVIL G001 SP-101 SP-102 Cool C002 CO03 CO04 Cool COOS CO07 CO08 coog Colo COll CO 12 C013 CO 14 CO 15 C016 C017 CO 18 CO19 CO20 L 101 COVER SHEET EXISTING CONDITIONS PLAN PRELIMINARY SITE PLAN COVER SHEET GENERAL NOTES LEGEND EROSION CONTROL PLAN GRADING STREET PLAN UTILITY PLAN S STH STREET PLAN & PROFILE UTILITY PROFILE SIGINING & STRIPING PLAN PHOTOMETRIC PLAN MISCELLANEOUS DETAILS MISCELLANEOUS DETAILS SIGNING, STRIPING & ON-SITE LIGHT DETAILS EROSION CONTROL DETAILS STANDARD STREET DETAiLS STANDARD STORM SEWER DETAILS STANDARD WATER DETAILS STANDARD STREET LIGHT DETAILS CLARK REGIONAL WASTE WATER STANDARD DETAILS LANDSCAPE PLAN ARCHITECTURAL AO.0 AO. 1 Al.1 A2.0 A2,1 A2.2.1 A2.2.2 A2.3 A2.4 A2.5 A3.1 A3.2 A4.1 A4.2 A43 A4 4 A4.5 A5.11 A512 A521 A5.2.2 A5.2.3 AS 2.4 A5.3 A6.1 A6.2 COVER SHEET PROJECT INFO, GENERAL NOTES & CODE INFO SITE PLAN & SITE DETAILS ROOF PLAN OVERALL BUILDING PLAN PARTIAL SHOP PLAN PARTIAL SHOP PLAN OFFICE PLAN SHOP OFFICE PLAN REFLECTED CEILING PLAN - FOR REFERENCE ONLY EXTERIOR ELEVATIONS EXTERIOR ELEVATIONS BUILDING SECTIONS BUILDING SECTIONS BUILDING SECTIONS MISC. DETAILS MISC. DETAILS INTERIOR ELEVATIONS INTERIOR ELEVATIONS GENERAL NOTES. SCHEDULES: DOOR. HARDWARE. WALL. GRACING DETAILS, TYP NON-BEARING WALLS ENGINEERED CALCULATIONS NON-BEARING WALLS ENGINEERED CALCULATIONS FINISH SCHEDULE AND PLAN ACCESSIBILITY DETAILS ENERGY CODE INFORMATION SUSPENDED CEILING DEFERRED FLOWSERVE 7075 S. 5TH STREET RIDGEFIELD, WA 98642 ALL WORK SHALL BE PER ALL APPLICABLE CODES STRUCTURAL 51.1 52.1 52.2 52.3 52.4 531 53.2 54.1 54.2 54.3 STRUCTURAL NOTES FOUNDATION PLAN NORTH FOUNDATION PLAN SOUTH ROOF FRAMING PLAN NORTH ROOF FRAMING PLAN SOUTH PANEL ELEVATIONS PANEL ELEVATIONS FOUNDATION DETAILS FOUNDATION DETAILS FRAMING DETAILS MECHANICAL 11 - OVERALL HVAC FLOOR PLAN M2 - ENLARGED HVAC FLOOR PLAN - OFFICES M3 - DETAILS AND SCHEDULES ALL WORK SUBJECT TO FIELD INSPECTION FLOWSERVE WASHINGTON ELECTRICAL E2.1 ELECTRICAL SHOP LIGHTING PLAN E#.1 ELECTRICAL OFFICE/SHOP OFFICE LIGHTING PLAN PLUMB1NG DEFERRED SPECIAL CONDITIONS EXIST P<FCHECK DRAWINGS ->4f CHECK ENGINEERING 11RE SPR1NKLERS DEFERRED I. 'p#Csfeo .a Aa e " E I. ," i i,·t..h. CIr,,lin Ft b 521 14 Go gte METAL BUILDING VICINITY MAP 0 0 \ i SITE *f i S % I .5 M D&1.... I . 6-*(- ' 9 NE 294Ms, NI * 1 CV-1 COVER SHEET CV-2 NOTES AND SPECIFICATIONS CV-3 STANDARD WELDS AND LEGEND Al- 1 PRELIMINARY ANCHOR BOLT PLAN AS-2 ANCHOR BOLT DETAILS FP-1 FLOOR PLANCP-1 CRANE PLAN RF-1 ROOF FRAMING PLAN FX-1 PRELIMINARY FRAME SECTION FX-2 PRELIMINARY FRAME SECTION Fx-3 PRELIMINARY FRAME SECTION FX-4 PRELIMINARY FRAME SECTION FX-5 PRELIMINARY FRAME SECTION ST-1 PRELIMINARY STRUCTURAL ELEVATIONS ST-2 PREMNARY STRUCTURAL ELEVATIONS DT-1 MISC. DETAILS DT-2 MISC. DETAILS DT-3 MISC. DETAILS DT-5 MISC. DETAILS DT-6 MISC. DETAILS DT-7 1Ilsc. DETAILS RACKS DEFERRED 66 .. APPROVED EE* 6 2018 City of Rldgefleld Bullding Department bb *6 00 55 S5 .0 : E f 1 . f g g 2 5 Il 0 S W . 6 GENERAL NOTES A ALL SIDEWALKS SHALL BE 4 WIDE UNLESS NOTED OTHERWISE. B MAXIMUM SLOPE OF ALL SIDEWALKS AND ACCESSIBLE ROUTES IN THE DIRECTION OF TRAVEL SHALL BE 1:20. MAXIMUM CROSS SLOPE SHALL BE 1:50. C. THERE SHALL BE NO CHANGE IN LEVEL ON ANACCESSIBLE ROUTE THAT IS GREATER THEN 1/2". D WHEN PROVIDED, CITY SIDEWALKS SHALL MEET PAVING HEIGHTS AT DRIVES. PROVIDE AN ACCESSIBLE PATH ACROSS THE DRIVEWAY. MAXIMUM SLOPE OF SIDEWALKS IN THE DIRECTION OF TRAVEL SHALL BE 1:20 MAXIMUM CROSS SLOPE SHALL BE 1:50 E PROVIDE AN ACCESSIBLE ROUTE FROM ACCESSIBLE PARKING AND CITY SIDEWALKS, IF PROVIDED,INTO THE BUILDING. F. AT LEAST ONE ACCESSIBLE ROUTE SHALL CONNECT ACCESSIBLE BUILDINGS. FACILITIES, ELEMENTS. AND SPACES THAT ARE ON THE SAME SITE. G. MAXIMUM SLOPE OF PAVING IN ACCESSIBLE PARKING SPACES, ACCESS AISLES AND UNLOADING AREAS SHALL 1:50, REFER TO CIVIL PLAN FOR PAVEMENT GRADES. H CONTRACTOR TO PROVIDE SLEEVES UNDER ALL PAVED AREAS AND WALKS FOR LANDSCAPE SPRINKLERS. 1, REMOVE ALL CONSTRUCTION TRASH DEBRIS FROI GRASS AND BED AREAS AND FILL WITH TOP SOIL J. REFER TO ACCESSIBILITY DETAILS SHEET FOR MORE INFORMATION, K. ALL TYP. PARKING SPACES SHALL BE 9' WIDE MIN., 20' DEEP MIN., UNLESS OTHERWISE NOTED. L. ALL GUARDS AND RAILS PROVIDED ON SITE SHOULD BE PAINT GRIP GALVALUME. PAINTED YELLOW U.N.0. FIRE PROTECTION NOTES - 5.£ S.f. ELEVATION LABEL: ACCESSIBLE ROUTE: PARKING COUNT: ELEVATION ..LOUT DETAIL CALLOUT: SECTION CALLOUT· DOOR Sri.L WALL SYMBOL: WINDOW S™ICL: GENERAL LEGEND +16'8 5/8 DENOTES TOP OF STEEL « 1 1 02 GROUND AND FLOOR SURFACES ALONGACCESSIBLE ROUTES AND IN ACCESSIBLE ROOMS AND SPACES INCLUDING FLOORS. WALKS, RAMPS, SIAIRS. AND CURB RAMPS. SHALL BE STABLE. FIRM, SLIP-RESITANT, RIZ] S"L COMPLY WITH TAI 4.5 DENOTES PARK]NG COUNT DETAIL NUMBER SHEET NUMBER DETAIL NUMBER SHEET NUMBER DETI NUMBER SHEET NUMBER HARDWARE00OR NUMBER - TYPE-3R-DOOR 1¥PESPECIFIC DOOR/HARDWARE NOTES -WALL TYPE * RE. AS.2 FOR SCHEDULES - DOOR TYPE. HARDWARE 1YPE, WALL TYPE WINDOW TYPE. ETC, 1. FIRE ALARMS, IF REQUIRED, SHALL BE PERMITTED UNDER SEPARATE COVER BY FIREALARM CONTRACTOR. E. D 2. SPRINKLER SYSTEM, IF REQUIRED, SHALL BE PER FIRE PROTECTION PLAN. SPRiNKLER SYSTEM CONFORMING TO CODES TO BE SUBMITTED UNDER SEPARATE COVER BY SPRINKLER CONTRACTOR. 3. PORTABLE FIRE EXTINGUISHERS A. PROVIDE PORTABLE FIRE EXTINGUISHERS PER CODE. B. GROUP A, B AND E OCCUPANCIES EQUIPPED THROUGHOUT WITH QUICK RESPONSESPRINKLERS, PORTABLE FIRE EXTINGUISHERS SHALL BE REQUIRED IN LOCATIONS SPECIFIED BELOW: a. WITHIN 30 FEET OF COMMERCIAL COOKING EQUIPMENT.b. IN AREAS WHERE FLAMMABLE OR COMBUSTIBLE LIQUIDS ARE STORED, USEDOR DISPENSED. c. ON EACH FLOOR OF STRUCTURES UNDER CONSRUCTION. EXCEPT GROUP R-3 OCCUPANCIES, IN ACCORDANCE WITH SECTION 1415.1.d. OTHER LOCATIONS REQUIRED BY FIRE CODE. e. SPECIAL-HAZARD AREAS, INCLUDING BUT NOT LIMITED TO LABORATORIES,COMPUTER ROOMS AND GENERATOR ROOMS, WHERE REQUIRED BY THE ARE CODE OFFICIAL. C.GENERAL SIZE AND DISTRIBUTION REQUIREMENTS OF PORTABLE FIRE EXTINGUISHERS: f. MINIMUM RATED SINGLE EXTINGUISHER = 2-A g MAXIMUM FLOOR AREA PER UNIT OF A = 3,000 SF FOR LOW HAZARD;1,500 SF FOR MODERATE HAZARD h. MAXIMUM TRAVEL DISTANCE = 75 i. MAXIMUM FLOOR AREA FOR EXTINGUISHER - 11,250 SF LOCATIONS OF PORTABLE FIRE EXTINGUISHERS TO BE RECOMMENDED ANDAPPROVED BY FIRE MARSHAL. PORTABLE FIRE EXTINGUISHERS HAVING A GROSS WEIGHT NOT EXCEEDING 40POUNDS SHALL BE INSTALLED SO THAT ITS TOP IS NOT MORE THAN 5 FEET ABOVE THE FLOOR. HAND-HELD PORTABLE FIRE EXTINGUISHERS HAVING A GROSSWEIGHT EXCEEDING 40 POUNDS SHALL BE INSTALLED SO THAT ITS TOP IS NOTMORE THAN 3.5 FEET ABOVE THE FLOOR. THE CLEARANCE BETWEEN THE FLOORAND THE BOTTOM OF INSTALLED HAND-HELD EXTINGUISHERS SHALL NOT BE LESS THAN 4 INCHES. Code Data Analysis Floor Areas 0.'e*r,R Arei 83.35 I.f. 1¤I.**Area (% 1,¢Shop Area)' WN.hoa. Area TI*/ Floor Area/'imin Surm,ndms ,/1."I#."/,Kr.-vAm ur*r Horiz*1/1 Prodeclion 4.4 l21*1) I . . . . . 9*//m' Am {id//" .lrins. Proicction) 0..0 Area *E lm"rcd Arcs rot.1 occufied Moor Ares Total 8/1/4 An' CIMI'/4 Horizontal Froieet,on) Tot1 Orn,* r Area To¢/ Flk,or Ana fli/n Surninliz ngerior.'lls) Totmt Builki'* Ariz(lecluctag Horizont/ Proiection) toL=tomre # . If 1.. .00, ./ 399* s.f, . 43243.C 33,* . 4,636 9.f, ...."To, h 05.L 0 ..i 53.004 5.£ 53.004 ,1 ...40 i.' 8.35 d 161 % Parking Requirementi 0*Cl Coe. 14' Manifi'umg M Wa/hie Irl 'folml omec 1£tel '14*11 Total Reg·. 3[JO 5. 2000 400 ....,06'. (AS AM'ROV+D) -1'.5**** Re,yrt 280 80.0 0.. ill 3 3.0 6* 5 Occupant Load | p coerr. or¢p 1,1 5 loo Bldg lomt 100 200 500 296 86 XJO 296 I0 icel 5 ABBREVIATION CHART Al. D.,oriplon AFF ABOVE FINSHED FLOOR 8.6.--EnoM OF8.01 BalrOW OF JOIST SEAT CO.6ENTER OF C.O.R.CENTER OF REVEAL CONG- CONCRETEE COMEL-irrO/#0 OUL DIRMETER Z. ZZ=:Eli Ea EaIL FA Fli DEPARRENTACCESS F.B.O.-- FORNISHED BY OTHERS FF FNISHED FLOOR FRP FeEMOLASS RE,FORCED PANELOVE·ER-gYPS81 BORDH.a HOLLOW CORE; HANDICAPNPED» eC INTERNAAONU BUIL[»te CO[* FC LL_*BERNATSIACNREcoe>ELAVLAVATORY MFR- MANUFACTURER MTL -UETAL N.LC NOT N CONTRACT OA -EainENTER 0#O OWNER FUR,ISHES, CONTRAC,ORISTALL OPPO. OPPOSITE HAND P. LAM. PLASTIC LAMINATE PE PANEL EDGE 'P..i- --ANEL JOINT PIF POUNDPERSQUKREFOOT Pm -PANTED RC.P. REFLECTEC)**EUPLAN RE: -REFERTO SIM SUILAR -" -'- STL STEEL Ptr'RIBIED TOJ TOP OF -JOGT T.O.R.TOP OF REVEAL Zwf*SZY =. -*mrES»e,ury SHNIMINDI P=% 50='.0.'I,'00".E CODE DATA ANALYSIS Minimum Number of Required Plumbing Facilities , 0"/lie SO% S ('.B .'0 lm'. /.Id Brarkili Coel | R,4/ B"kit 1 ./. 1 Reg•. Sublotal Fl.,2 51,52 ..1. .1 Bldg ]·otnl 43 43 1(JO 105 148 11,5 1 Prl: Ror L..1 43 C 16,50 0 I >.1 01 .1 Pro......,el rout Rcq·. 1 «*z! Pro,4{*d C 25 50 1.1 I. MRIe O.U 0.0 0.0 ./ . 0.0 2.0 1.7 1,0 1.0 2.0 4/ 4.0 ..1 I.1 43 C .. 0 40101 40, .· 100' 100· 50% 2/ 1.0 1.. 48 4/ ..0 O.C I. ./ 11 0.0 2/ Orcl 43 43 100 105 148 Br»ckei . 43 0 li 50 0, 25 301 Cl lot 50, 1 Cwl I R=,rd 1. 1. .... 0.0 0.0 0.0 1.7 0.0 2/ 1.0 1.0 ZI 4.0 4/ So/h East North Wes: T/at P W Code/ Project Info. - Based on Applicable Codes Listed IIN,4Cod./ Proled Inimatian 1.omments Com.truct'on Type FIre Sprinkler Hiah·pited Stor//e [Building He4ght If =100* ((F/19 · 0.251' rw/301 F= Building perimeter that froni on a public Wly r open Fe gual b or /"rer/an'Ofe' P Bulldiniwimmr W = MIn width ofpub]Ic way or open space .-Weighted A..rge: Tr,¥eltistance . 0. 0.0 0. 0.0 CODE/ PROJECT INFO. - BASED ON APPLICABLE CODES LISTED Site . Land Area Enerm Code Ze,le OCCUP'0 CY Allowable Height Allowitte Ana per Floor A·t = Al + (A:'11/1001 + tl/ts/too) Unlamiled A]va Ati Commom Path /luvel Exial Stairs Re:CI'll 4c I:» L SPRINKLERED ./ Unlimit»d " Lngth (FT) 205 275 205 275 VES 15.500 " 100 % 150.00 % 100 % 100.0. 60.00 980, 960 250. 75 ft 1 Story 34 k 3 Story 55 fL 60.001 VV .. .......... .. .. NON·SEPARATEDMDED USE PER IBC 2015 Section 508.3 Theve/cal dilnce from //eplaneto the average hei#tof the hilest roof surface. Tabular Areaperlable 503 OK 67 640 al at ourrent OK Mmit,d d N , .Ing.'.110. Per Section 507 Talbular Ar,a per Table 503 8 23,000 If S-1.17.500 I f F-1 16.SOC)s,1. SPRINKLERED Nmer less than 20 or geater than 30, Weighted merage Sprinkle,ed F-151:250///3/OR SPRINKLERI Referm -Code D/M An]vals , Ejess ible Length XOpen 12.300 16.500 12.300 16.500 57,600 ALL WORK SUBJECT TO FIELD INSPECTION SPECIAL CONDITIONS EXIST <Dj CHECK DRAWINGS M CHECK ENGINEERING 50% I.VS- Brakits 1 Co®l. 1 Rt« > 80, 43· CI 1$100 C 40> 8[, C, 80 ., locl 1. 50% 0.0 2.0 1.0 10 2.0 4.0 4.0 >30 >150 Drlinking Fontains -ff. | *'d. 100, BOTTI,R WATER C(//,FRS 1,000 1.000 2.00 0.000 ..O 2.0 4,1 (FT.) 60 80 60 60 SVC.Sink 11Egr«. F/reii Width R//irld 'cre„ W.h..d*d' Nimber of#' Re"Ired Nmberof EAits Prmided' St*'r,-1* · E*Ms Widlh IU*lired .....1 - 4,«ms .Idlh Pro,4- ,m,r/,/¢ 5/n../ bq.tred Nahn,f W'Slrns" Pr"'M' J 59. 216.0 . 01) I. 0.0 :, 0 0 OK OK OK OK K G H. D. A C B 11 1 1 L 1 L APPLICABLE CODES CODE JURISDICTION CITY OF R[DGERELD INfERNATIONAL BILDING CODE OK). 2015 ECTION, AS PUBUSHED er THE INTERNATIONAL CODE COUNCIL, TOGETHER W'11}1 IE]C APPENDICES R E, H AND J; WE 52-50. MENTIONN- RESIDENTIAL CODE (IRC), 2015 EDmON, ASPUBLISHED BY THE INTERNATIONAL CODE COUNCIL. EXCEFING IRCCHAPTER 11 AND CHAPTERS 25 THROUGH 42 AND APPENDIX R aff INCLUDING IRC APPENDICES G AND F: V#C 51-51. INTERNATIONAL EXISTING BUILDING CODE (IEBC), 2015 EDITION ASPUBLISHED BY THE IMERNATIONAL CODE COUNCIL IRMIONAL FUEL GAS CODE (IFGC). 2015 EfTION. ASPUBUSHED BY RE INTERMTIONAL CODE COUNCIL EXCEPTING THT THE STANDARDS FOR IQUERED PETROLEUM GAS INSTALLATIONS 9*1 BE CONTAINED IN THE 2015 EDCTION OF NFPA 58 (STORAGE AND MANDLING OF UQUEnED PETROLEUM GASES) AND TIE 2015 EDITION OF ANSI Z233 1/NFPA 54 (INTEINTIONAL FUEL GAS COOE), WAC 51-52. AnERNATIONAL kECHANICAL CODE (IMC). 2015 EDITION, AS PUBUSHED & THE INTERNATIONAL CODE COLIEL, TOGETHER WITH IMC APPENOCES A AND 8, WAC 51-52 INFOIP PLUMBING CODE (UPC), 2015 EDITION, AS PUBUSHED BY THE INTERWmOR ASSOCIATION OF RUENG AND MECHANCAL OFFICKS. EXCEPTING CHAPTERS 12 AND 15. BUT INCLUDING APPENDICES A B AND I; *0£ 51-56 AND MC 51-57. INTERN,TIONI,1 PROPERTY MINJENANCE CODE (IPMT). 2006 EDITION.AS PUBUSHED B< THE INTERNATIONAL CODE COLNCIL. INTERNATIONAL FIRE CODE (IFC), 205 EDBION, AS PUBLISHED EN THE INTERNATIONL CODE COUNCIL, TOGETHER WITH IFCAPPENDICES B. C. D. E. F AND G; WAC 51-54. IAERNATIONAL ENERM CONSERvKTION CODE, 2015 EDITION IS PUBLISHED BY THE INTERNATIONAL CODE COUNCIL WITH WASHINGTON AMENDMENIS (WAC 51-11). A[14 STANDARDS FOR ACCESSIBLE DESIGN. ACCESSIBLE AND USEABLE BUILDINGS AND FACILmES, ICC A117.1-2009 AS PUBLISHED BY ANSI AND THE IIAERNATIONAL CODE COUNCIL. MTIONAL GREEN BUILDING STANDARD (ICC 700). 2012 EDITION. ASPUBUSHED By THE KERNATIONAL CODE COUNCIL. ON A VOLUNTARY BASIS. WITH ALL LOCAL AMENDMEMS AND ALL OTHER APPLICABLE CODES, REGUATIONS. J 65 FT 21 OCC. LOAD 7 \\ r 1 111 LILL 1 12 OCC, LOAD 1 FALL -ZIDE1 F - =irn 61 OCC. LMD - --n 1 159 FT H 1123 Fr NUMBER OF ACCESSIBLE PARKING SPACES TOTAL PARKING SPACES IN LOT OR GARAGE 1-25 26-50 51-75 76-100 101-150 151-200 201-300 301-400 401-500 501-999 Over 1.000 MINIMUM REQUIRED NUMBER OF ACCESSIBLE SPACES 6 8 2% ollolal spaces20 spoc. plus 1 spocefor every 100 spoces. or Iroction treof, over 1,000 DEFERRED SUBMITrAL THESE DEFERRED SUBMITIALS THAT ARE NOT SUBMITTED AT THE TIME OFTHE APPUCATION MUST HAVE THE PRIOR APPROVAL OF THE BUILDING OFFICIAL. THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGESHALL LIST THE DEFERRED SUBMFTALS ON THE CONSTRUCTION DOCUMENTSFOR REVIEW BY THE BUILDING OFFICIAL, DOCUMEMS FOR DEFERRED SUBMIlTAL ITEMS SHALL BE REVIEWED BY THE REGISTERED DESIGNPROFESSIONAL IN RESPONSIBLE CHARGE WHO SHALL FORWARD THEM TO THE BUILDING OFFICIAL WITH A NOTATION INDICATING THAT THEY HAVE BEEN REVIEWED AND ARE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. PLANS FOR THE DEFERRED SUBMITTAL ITEMS SHOULD BE SUBMITTED IN ATIMELY MANNER THAT ALLOWS A MINIMUM OF 30 WORKING DAYS FOR INITIAL PLAN REVIEW. ALL COMMENTS RELATED TO THE DEFERRED SUBMITTAL MUSTBE ADDRESSED TO THE SATISFACTION OF THE PLAN CHECK DIVISION PRIOR TO APPROVAL OF THE SUBMITTAL ITEMS. DEFERRED SUBMITTAL: 1. PLUMBING 2. FIRE SPRINKLERS 3. RACKS APPROVED 0 6 2018 City of Ridgefield Building Department ..u 3165 FT 4 /1 5L-/ 1F OCC. LOAD I 23-=11% 1 =r-itt i 1 1 -1 1 1 1 1 11 SHOP AREA 200 OCC. LOAD TOTAL 135 i _1 r 1 tr 11 FT U 5 OCC. LOAD A l.=- r r HI"= 11. 11 1 1 1 11 fi-__T- ,1 E---J US-7 BUILDING EGRESS PLAN - NOT TO SCALE 11. 11 11 111 11. 11 11 B B. IL 7 R \ \ . 5-1 -f 138 FT / 24/ - =11= 08[1111 j \ \ 120 FT . 3 d 5 . S fi : LU LU E LL m 55 . '0 SU 55 00 EXP. 09/30/2017 rh 07/24/47 E 'Hil 5 m I Es" i m... PROJECT INFO. GENERAL NOTES & CODE INFO. MAN -/* . SHO». -- 10FS UW-R-1.0*1 1603 SHEET NO. A.000.1 SI{ET OF E E . S . : E 5 E 2 B : / 0 2 Gv SITE BENCHMARK HDJCP#311/2" IRON ROD WITH RED PLASTIC CAP ELEVATION=273.00 6 FT SIDEW,LK- 2, RE CIVIL -1 / 0 Fl*; M \\ O SITE PLAN _SCALE 1 = 30'-0 Q CH 19 E EASEMENNOTE 6 5.00 g8.5 ' 99'59'5 -S 1-28 24'4 00'E 12 . 6 Fl-9 PER PER SEE TABLE 1116(b SEE EASEMENT NO'[E 5 BICYCLE PAEKING PER CODE RE CMLh11 ", SEE EASEMENTNOTE 2 SV 17 89- S 5TH STREET lzY a- 5'XS' CONCROE #DNG PER F NOT 2 - IS b N88'32'OT"W 387.39' -mi DOORS OFFICE R = 1.8,535 SF ROOF SLOPE, TYP. 180'-0 (EZEREE)LOT APHASE 2PLATUNION *ORTE 824 180'-0 FLOWSERVE 57.640 SF 100% SPRINKLERED Fl/Sl/B WHSE 4,524 SF ---- BJILDINS COLUMNS SHOWN FOR 205'-0= SHOP 39,945 SF - ROOF SLOPE, TYP cANOprl. 1 R=95 3. L=37(-.41' 6=02,3 ' 2 CH=99'4 25 E 371.99' BLACK VINYL CHAIN LINK FENCE . JO' ROLLING GATE,<SA PRO#,DE RAE*DEPARTENT CCESSPER CODE 0. f \ GF m RE: PLUE AS REQ'D FER: All, A3.2 E 25-0 104'-9- / CO PIDS FOR it -*Y,'2 LOGTION, ! EE +BLE A 1·1 6 ( ti, j rl SEE EASEMENT NOTE 3 122-(f *4 8 SFKES 09'0 1 1 1 SEE EASEMENTNOTE 2 1.09 2 467Rj DGE PHASE 2 SEE EASEMENT UNION PAGE NOTE 1 BOOK 311 BLACK VINYL OWN LINK FENCE WI'H 16-Of f b 15>- 1-*Lif_ CONCRETE PADS 2 RE CML/STRICT. 0 Ik em:'5 SURFACE SHALL HAVE 5% MIN SLOPE AWAY FROu BUILDING Wn HIN THE FIRST 10' AROUND THE FOUNDATION. U.NO, SUCH AS ADA REQ'D SLOPES RE: CIVIL,liP. /62\ DUMPSTER ENCLOSURE © 0 0 0 GENERAL NOTES: 1. REFER TO PAGE A 0,1 - PROJECT INFO. GENERAL NOTES & CODE INFO. FOR ANALYSIS ON PARKING REQUIREMENTS, PLUMBING FIXTURE COUNTS, EGRESS. ETC. 2. REFER TO PAGE A 6.1 - ACCESSIBILITY DETAILS FOR ADA AND ACCESSIBILITY INFORMATION. 3. PROVIDE A SECURITY CAGE AROUND ANY PAD MOUNTED CONDENSING UNITS, BACKFLOW PREVENTERS, AND OTHER ITEMS OF ANY SIGNIFICANT VALUE, THAT ARE ACCESSIBLE ON THE SITE. 4, ALL IMPERVIOUS SURFACES WITHIN 10 FEET OF THE BUILDING SHOULD BE SLOPED A MIN. 2% AWAY FROM IHE BUILDING. RE: CIVIL 5. PERMOUS SURFACE SHALL HAVE 5% MIN, SLOPE AWAY FROM THE BUILDING WITHIN THE FIRST 10' AROUND THE FOUNDATION. U.NO. SUCH AS ADA REQ'D SLOPES RE: CML, TYP. 6. CONDENSER PAD. FINAL SIZE AND LOCATION PER MECH. ENGINEER. RE: HVAC 7. IF KNOCK BOX REQUIRED. ORDER AT WWW.KNOCKBOX COM GENERAL ROOF NOTES: A. BUILDING EXPANSION JOINT PER PRE-ENGINEERED BUILDING MANUFACTURER AND STRUCTURAL ENGINEER'S RECOMMENDATIONS. B. NO LARGE PENETRATIONS THROUGH STANDING SEAM ROOFS (STACK VENTS, LOCATED OUT OF VIEW OR BEHIND PARAPET WALLS ARE OK) ALL WORK SUBJECT TO FIELD INSPECTION VAN ACCESSIBLE PARKING SIGN. RE: 04/A6.1 PAINTED ACCESSIBLE SYMBOL, RE: 02/AS.1 20-0-6'-0- ACCESSIBLE PARKINGSCU 1/8' - 1'-0 VAN ACCESSIBLE PARKING SIGN. RE: 04/A6.1 ACCESSIBLE CURB RAMP PER CODE RE: A6.1 35'-0= CONC. LANDING SLOPE SHALL NOT EXCEED 2% (1 -50) IN ANY DIRECTION ACCESSIBLE PARKINGSCALE 1/8* - 1-0 14'-0- - V rN ACCESSIBLE PARING SGN, RE: 04»6.1 7 '4GLE RE CML _- ACCESSIBLE ROUTE. RUNNING SLOPE SHALL NOT EXCEED 1:20 - -ROSS SLOPE SHALL NOT 0 PAINTED ACCESSIBLE 2M : TYPICAL 4" WHITE STRIPE L ACCESSIBLE ROUTE, RUNNING SLOPE SHALL NOT EXCEED 1:20; CROSS SLOPE SHALL NOT EXCEED 1:50 APPROVED 350 6 2018 City of Rldfi Building Department SPECIAL CONDITIONS EXIST M CHECK DRAWINGS 174 CHECK ENGINEERING BLACK VINYL COATED CHAIN LINKGATES WITH COMPOSITE PRIVACY SLATES. BLACK. TYP. 0 20'-0' ROOF SLOPE RE: PEIMB 1 /Ol l 0 \89 0 SHED FLOOR PLANSCALE 1/8 - 1 -0- 8 E U Z Z 5 0 2 0 . Z 0 5 : 5 0 : 0 @ 5 E- 0 .5SS .wE 8Z to . \\ \\ [IP 09/1(}P,1 07/29. -*.I SITE PLAN AS 9«»14 %.1- U,1-Na- 1603 SHEET NO. A 1.1 SHEET Of 5 . 55 .. BB aB 9i51 : 44/litil lins Z 12,1tii m g 0/ 56 11B SU5 :e: »00 88 5 E E S E S E . 0 0 SPANOREL BEAM BEHIND, RE: PEMB CONTINUOUS GUTTER, TIP RE: PEMB DOWNSPOUT, TYP RE: PEMB -- VENT STACK PAINTED 1-TO MATCH BUILDING ROOF LINE BEYOND PANEL BEYOND 1 vs-5. \ 1'-4. 0 1 FUTURE SIGI 1 1 1, -3 SOUTH ELEVATION SCALE: 3/F - 1-0' CONTINUOUS GUTTER, TYP RE: PEMB, 27'-6' 25'-0- 25'-2 -S: 11 COLOR PY 7 11 SECTION 5 UND 02 ..3 r 1 r- METAL CANOPY/ RF PE.1 6 10'-0 25 0 20 0 , 300 10'-O· l IS. RE· ND DET, WALLS LS.TYP 19'-5. PAINTED RED STRIPE 9 F-'£ 205'4 : i f IT[T=. & \ COLOR 'Pr .5'-6 8'-0" 5'-6'. 11'-6'6'-0 1 205·-V F» 1-- «U" REVEALS, RE: WALLSSECTION AND DETALS. TYP. U.N.0. isil MECHANICAL OPENING, TYP. : MECHANICAL, FSTRUCTURAL ECI-r i 11 -ll, COLOR p 1· le' 15'-6 C 18'-0. 300 1. 1. 3'-0 20'-0 27 68 r l 3./ PANEL BE'fOID 28'-8' PROVIDE TWO PIPE GUARDRAIL PER CODE. LENGTH TO BE FIELD VERIFIED. EXTEND l HE GUARDRIL UNTIL THE DROP-OFF IS LESS THAN 30" PER CODE. ED STRIPE ANEL JOINT, RE. TRUCTURAL, TIP 2t-$ 9 \ >1 17' 0'-10 8'-0 25'-0- COLOR Pl" 17'-0' 134 , TOP OF PANEL'40'-0- AF.F. 0 RE: FLOOR PLAN FOR BOLLARDS LOCATIONS. TYP ALL WORK SUBJECT TO FIELD INSPECTION (D 0 . 1 / 25'-r 44 -PINEL *EO/0 j EAV, - - -1.- - - ---- --7-- -- A- I , i FURI 9/GNG I'L COLOR 73" 3 COLOR 'PS ,SPANDREL BEAM BEHIND. -RE PEMB R 25'-0' ® 5253'! ELEVATION EAVE HGT - OUTSIDE STORAGE (23) SIDE ELEVATIONSSC*LE· 3/32.-1'4 20'-0' ' "U" RMALl. RE WALLS SLCIION ANU DLIALS, IYP. / 77 \ ./t 1 7'-6" 3'-0'|,14'-6* 25'-0' PAINTED TRIM, TYP. RE: PEMB FULL HEIGHT METAL PANEL FINISH PER SCHEDULE. RE: PEMB BEYOND, - JRAL , , ' 1 2-0. .,-t,25'-Of 25'-0 f 1 1 7 7 Ing 20 -0' PAINTED TRIM. TYP RE: PEMB FULL HEIGHT METAL PANEL. FINISH PER SCHEDULE. RE: PEMB DOWNSPOUT, #P RE: PEMB COLOR ' -6.5 -U ,5 -U <5 -0 ,5 -0 ,-6.Ill '1:1:l: COLOR "PW" -- 20'-0' 25-0 CONTINUOUS GUTTER, TYP RE: PEMB, DOWNSPOUT, TYP. RE: PEMB , - (A) ETr:Y,mEYND n R°°F LINE BEIGNI ho.-0. 1 . 104\ OLOR "PY 7 ,\ 'll ' . . 20'-0'20-0' 4-E: 25 0.25'-0' ... 1 1 . OUTSIDE STORAGE FRONT ELEVATIONSCALE: 3/32 - 1'-0- STANDING SEAM METAL ROOF TIP. RE: PEMB BLACK VINYL COATED CHAIN LINK GATES Wr[H COMPOSITE PRIVACY SLATES, BLACK. SN 55'-0" , 2'-6 1, 15'-0 , 30'-0' . n.- 27'-r .ILI, , 12'-6' -»-r BLACK VINYL COATED CHAIN LINK GATES WITH COMPOSITE PRIVACY SLATES, BLACK, RE: STRUCTURAL FOR DETAILS 15'-0. DUMPSTER ENCLOSURE SQLE 3/5 - 14 T - METAL CANOPY METAL CANOPY '14'-4 GENERAL LEGEND: PAINT - 11 " - OVERALL COLOR PAINT - 72" - MEDIUM PAINT - -PJ" - DARK PAINT - -14" - RED ACCENT TRIM GLAZING PER SCHEDULE. SAFETY GLAZING. IN ADDITION TO THOSE SHOWN ON PLAN.PROVIDE SAFETY AND TEMPERED GLASS AT ALL LOCATIONS AS REQUIRED BY CODE WINDOW WITH SPANDREL GLASS EXTERIOR FINISH SCHEDULE EXTERIOR ITEN PAINT-·Pl·· 0ERALL COLOR PAINT.'PF. DARK PINT· PY -UEDIUM PAINT·•P4·· ACCENT COLOR EXTERIORSOFFIT EXTERIOR ALUMINUM DOOR FRAMES EXTERIOR ALUMINUM WIDOW FRAMES EXTERIOR GLAZIG EXTERIOR METAL DOORS & FRAMES BUILDINGROOF TRUCKCANOPY (INCL SKIRT. TRIM. ETC) STORAGE SHED (INCLUDING RIE TRIM. GUTTER DOWNSPOUTS. ETC} ENTRANCE CANOPY BOLLARDS CURBRAMPS GUTTERS - BLDG BAYS 1·6 7 BLDGBAYS67·12 ·TRUCK CANOPY DOV,NSPOUTS ·BLDGBAYS147 - BLDG BAYS 6,7·12 = TRUCK CANOPY R TRIM TRUCK CANOPY COLUMNS MISC. EXTERIOR METAL SECURITY CAGES ICI MANUFACTURER :Cl Icl STYLES ALUMINUM FLAT PANS(*pri REL •• FINAL PAINT COLORS T. B.D. AND CONFIRMED RED COLOR SNO¥FIELD ICON GREY ./ GENERAL NOTES: FINISH TOMATCH WINDOW FRAME A ALL SAFETY GLAZING SHALL PASS THE TEST REQUIREMENTS SPECIFIED IN I.B.C.ALL GLAZING IN HAZARDOUS LOCATIONS AS DEFINED BY IE.C. SHALL BE SAFETY GLAZING. 8. REINFORCE WINDOW MULLIONS AS REQUIRED BY CODE. C. PROVIDE SAMPLE PAINT AREA ON BUILDING OF SPECIFIED COLORS FOR OWNER APPROVAL PRIOR TO PROCEEDING. D. REFER TO "BUILDING ENVELOPE COMPLIANCE CERTIFICATE" FOR MINIMUM ENVELOPE REQUIREMENTS. E. REFER TO SHEET A6.2 "ENERGY CODE INFORMATION" FOR BUILDING ENVELOPE BREAKDOWN AND THERMAL INSULATION R-VALUE ASSIGNMENT TO BUILDING ENVELOPE. F. Elf.S. MATERIAL. IF APPLICABLE, APPLIED TO EXTERIOR WALLS SHALL HAVE FLAME SPREAD AND SMOKE DEVELOPED PROPERTIES IN COMPLIANCE WITH BUILDING CODE REQUIREMENTS. CONTRACTOR SHALL SUBMIT MANUFACTURER'S SPECIFICATIONS WITH FLAME SPREAD AND SMOKE DEVELOPED PROPERTIES HIGHLIGHTED, G. ENGINEERED SHOP DRAWINGS WILL BE REQUIRED FOR ALL GLAZING SYSTEMS. H NO EXHAUST VENTS SHALL BE PERMITTED ON THE FRONT FACE OF BUILDINGS OR VISIBLE FROM THE STREET. CLEAR ANOOLZED ALUMINUM CLEAR ANOO[ZED ALUMINUM rINSULATED DOUBLE·PAPIE BRONZE LONE GLASS (FINAL SPECTO MEETMIN REUD. PER ENERGY COO[ ENVELOPE COMPLIANCE CERTIFICATE) 14 BRONZE TEIPERED IN ENTRANCE DOORS ONLY PAINTED TO MATCH BLDG. - HIGHGLOSS SOLAR VHITE MEDIUM GRAY MEDIUM GRAY CLEAR ANODIZED ININUM SAFETY YELLON STAINED LIGHT REFLECTIVE SURFACE POLAR MNE MEDIUM GRAY MEDIUM GRAY POLARVIITE MEDIUM GIAY MEDIUM GRAY MEDIUM GRAY MEDJUM UY PAINTED TO M/CH BLDG.. HIGH GLOSS BLACK VINYL COATED CHAIN LINK FENCE AND GATES WTH COMPOSITE PRIVACY SlATES IN BLACK COLORS OONN 720[)0 00NN 31000 OONN 53'000 COMMENTS MEDIUM TEXTURE MEDIUM TEXTURE MEDIUM TEXTURE PER COMP*AY STANDARDS 'UMESTONE FINISH RE'WKLL SECTIONS SHGC: AS SPECFIED BY ENVELOPE COMPLIANCE CERTIFICATE - VERIFY MUFACTURER S DATA REFLECTIVE SIDEOUT (EXCEPT AT MAIN ENTRY AREA}, SPECIFICATICNS TO COMPLY WTH ENERGY COOE NUCOR ·MEDIUM GRAY· El'MEDIUM GRAY* NUCOR POR V,HITE NUCOR MEOIUM GRAr NUCOR ·MEDIUM GRAY NUCOR TOLAR WHITE- NUCOR *MEDIUM GRAr NUCOR ·MEDIUM GRAr NUCOR MEDIUM GRAY NUCOR ·MEDIUM GRAY- NUCOR POLAR RHITE SINCE MANY OF THE FINISHES HAVE TO BE ORDERED IN ADVANCE OF INSTALLATION, ANY CHANGES MADE BY THE CLIENT TO THE FINISHES AFTER THIS DATE SHALL BE AT THE CLIENT'S EXPENSE. SPECIAL CONDITIONS EXIST CHECK DRAWINGSCHECK ENGINEERING Pr 213 PIPE GUARDRAIL PER CODE PAINTED DARK GRAY TO MATCH THE BUILDING. TOTAL LENGTH TO BE FIELD VERIFIED. EXTEND THE GUARDRAIL UNTIL THE DROP-OFF IS LESS THAN 30" PER CODE. GUARDRAIL, TYP. SCALE: 1/4.- 1'-0 APPROVED 06 2018 City of Ridgefield Building Department U 6 35 m e :E 2 Z CE0 / :BE *88 Maa bI/5/m ... akk f eme L%S :5 05W cn 9B EXP 09/30)017 en/a/17 ORNG litLfEXTERIOR ELEVATIONS & EXTERIOR FINISH SCHEDULE S : . 0 3 3:5 SSS 0.0 E % C = 0.00 . AS ./. - -- ;6FS VA-A»RRS-.065 1603 SHEET NO A 3.2 114 5 Will ; : 5585 lili Ci m Z ME imSsM:: Z8.EB@M§§ ... SSS4 0.0.kkk:0.00 Z182BE =m*rEE ERM IS; 885 CONCRETE REINFORCING STEEL NON SHRINK GROUT 1 REINFORCING STEEL SHALL BE ASTM A 615 GRADE 60 SPECIAL INSPECTION PROGRAM DESIGN STANDARD 2015 INTERNATIONAL BUILDING CODE (IBC) WITH THE 2016 WASHINGTON STATE AMENDMENTS 1 CONFORM WITH ASI C 1107 AND CRD -621 CORPS OF ENGINEERS SPECIFICATIONS FOR NON-SHR1NK GROUr 2 WELDED REINFORCEMENT ASTM A 706 GEUDE 60 USE 80 KS FILLER MATERIAL FOR WELDING DESIGN CRITERIA 2 SPECIFIED 28-DAY COMPRESSNE STRENGTH 5000 PSI 3 DETAIL FABRICATE AND PLACE REINFORCING ACCORDING TO ACI 315 DETAILS AND DETAILING OF CONCRIE REINFORCEMENT 3 DO NOT PRE-GROUT BASE PLATES INSPECTION TASK/ TYPEOF WORK CONTINUOUS· PERIODIC·COMMENTS 1 OCSIGN ALL LOADS FOR NEW CONSTRUCTION UNLESS NOTED OTHERWISE 4 DO NOT FIELD BEND DISPLACE WELD HEAT OR CUT RENFORCING UNLESS INDICATED ON THE DRAWINGS OR APPROVED BY STRUCTURAL 2 SNOW LOADS ENGINEER OF RECORD SOLS A MINIMUM BALANCED SNOW LOAD 25 PSF 5 PLACE ELECTRICAL CONDUIT NEAR CENTER OF ELEVATED SLAB STRUCTURAL MASONRY GRADING EXCAVAT]ON & FILL IREF PROJECT 8 GROUND SNOW LOAD P = 30 PSF SPECIFICATION 9 6 SPLAY REINFORCING AROUND SLABOPENINGS WITH 1 IN 10 SPLAY UNLESS NOTED OTHERWISE 1 CONCRETE MASONRY CONSTRUCTIONC FLAT ROOF SNOW LOAD P, = 25 PSF 7 MINIMUM COVER FROM CONCRETE SURFACES TO REINFORCING CO 4CR TE A HOLLOW CONCRETE MASONRY UNITS TYPE I MEDJUM WEIGHT 1 900 PSI MIN ON NET SECTION 2 CELL UNITS CONFORM WITH ASTM C 90D SNOW EXPOSURE FACTOR Ce= 10 3 TO BOTTOM OF FOOTING PLACEMENT OF REINFORCING STEEL X liN3*000 314¥85) 0#11 331 80 60* SON IMIC 31B 28 DAY COMPRESSIVE STRENGTH FM OF 1 500 PSIE SNOW LOAD IMPORTANCE FACTOR 1, = 10 2 * 14 TOEARTHFACE OF WALL WELDING OF A706 REINFORCING STEEL FOR EMBEDS F THERMALFACTOR 4 10 1 * 14 TO INSIDE FACE OF WALL 2 GROUT .A 348 AGGREGATE #5 AND SMALLER X G SNOW BUILDUP ASCE 7 2 * 1/4 MAIN STEEL BEAMS AND COLUMNS 8 28 DAY STRENGTH OF 2 500 PSI LARGER THAN #5 X NOISI,UY3 WIND DESIGN DATA INTERNATIONAL BUILDING CODE ASCE 7 3/4 * SLAB TO TOP AND BOTTOM SURFACES A ULTIMATE DESIGN WIND SPEED V* 135 MPH CENTER OF SLABS ON GRADE BOLTS CASTIN CONCRETE X D SLUMP 7 * 1 8 NOMINAL DESIGN WIND SPEED V„ 105 MPH C APPLY INTRUSION AID EXPANDER ADMIXTURE AT RATE OF 4 OUNCES PER SACK OF CEMENT 8 REINFORCING LAP SPLICES UNCHES) CONFORM WITH ACI 318 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE AS SHOWN BELOW PLACING OF REINFORCED CONCRETE XE GROUT ALL CELLS UNLESS NOTED OTHERWISE C RISK CATEGORY 11 UNLESS NOTED OTHERWISE ON DRAWINGS 3 STRUCTURAL MASONRY MORTAR TAKING 0F1EST SPECIMENS X D EXPOSURE B 3000 PS!4000 PSI 500( PS[A TYPE S CONFORM WITH ASTM C1329 STrUC' URAL WELDING E INTERNAL PRESSURE COEFFICIENT GC, 018 BARSIZE TOP BARS OTHER BARS TOPBARS OTHER BARS TOP BARS OTHERBARS 8 MORTAR PROPORTIONS SINGLE PASS FIUET WELDS NOT EXCEEDING %IllaX F EXTERIOR COMPONENT AND CLADDING DESIGN WIND PRESSURES CEMENT 1 PARI#3 28 22 24 19 22 17 FILLET WELDS EXCEEDING %,X COMPONENT AND CLADDING NET DESIGN PRESSURES LIME /4 PART #4 37 29 32 25 29 22 SAND 4 PARTS MAXIMUM GROOVE WELDS (FULL OR PARTIAL PENETRATION)X WINOWARD WALLS 30 9 PSF<ULT) 18 5 PSF(ASD)C 28 DAY COMPRESSIVESTRENGTHOF 1800 PSI WELDED STUDS X #5 47 36 40 31 36 28 39 8 PSF (ULT) 23 9 PSF (ASD) WITHIN 5% OF BUILDING CORNER D PROPORTION MORTAR MATERIALS BY ACCURATE MEASUREMENT DO Q USE SHOVEL MEASUREMENT SmUC URAL MASONRY LEEWARDWALLS 33 6 PSF (ULT) 20 2 PSF (ASD) EVERYWHERE ELSE #6 66 43 48 37 43 33 E MIX MORTAR BY MECHANICAL MEANS 1 VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS X NOTES r 81 63 70 54 63 49 4 TESTING OF MAONRY AS VASONRY CONSTRUCTION BEGINS VERIFY THAT THE FOLLOWING ARE IN A MORTAR AND GROUT 1 SET OF 3 SAMPLES FOR EACH 5000 SQ FT OF WALL AREA FOR EACH DAY OF MASONRY INSTALLATION CO JPLIANCE i POSITIVE SIGNS SIGNIFY PRESSURE ACTING TOWARD THE EXTERIOR SURFACE #8 93 12 80 62 12 55 B PRISMS 1 SET OF 3 PRISMS FOREACH 5 000 SO FT OF WALLAREA MIN OF 3 PRISMS FOR PROJECT A PROPORTIONS OF SITE PREPARED MORTAR X ii NEGATIVE SIGNS SIGNIFY PRESSURES ACTXNG FROM THE EXTEIOR SURFACE iii PRESSURES SHOWN ARE CALCULATED FOR A 27 SF EFFECTIVE AREA PRESSURES MAY BE REDUCED FOR ELEMENTS WITH LARGER #9 105 81 91 70 81 63 5 REINFORONG MATERIAL B CONSTRUCTION OF MORTAR JOINTS X EFFECTIVE AREAS PER ASCE 7 A TYPICAL REINFORCEMENT UNLESS NOTED OTHERWISEN ASTM A 615 GRADE 60#10 118 91 102 79 91 70 D LOCATION OF REINFORCEMENT AND CONNECTORS X 4 SEISMIC DESIGN DATA B WELDED REINFORCEMENT ASTM A 706 GRADE 60 3 PR OR TO GROUTING VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE#11 131 101 113 87 101 78 6 TYPICAL MINIMUM WALL REINFORCEMENT UNLESS NOTED OTHERWISE ON DRAWINGSA RISK CATEGORY 8 NOMINAL THICKNESS A GROUT SPACE X 8 SEISMJC IMPORTANCE FACTOR 10 10 LAP SPLICE NOTES NO SAT 48 ON CENTER VERTICAL AT CENTER OF GROUTED CELLS B GRADE TYPE AND SIZE OF REINFORCEMENT AND ANCHOR BOLTS X C MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS 4 ' 0909 & .0409 A TOP BARS ARE DEFINED AS HORIZONTAL BARS PLACED SUCH THAT MORE THAN 12 OF CONCRETE IS PLACED BELOW THE BARS s E E s D SITE CLASSIFICATION D B SPLICE LENGTH BASIS CLASS B CASE 1 SPLICE WITH CENTER TO CENTER BAR SPACING OF GREATER THAN 3 BAR DIAMETERS 2 NO 5 HORIZONTAL IN BOND BEAMS AT 48 ON CENTER C PLACEMENT OF REINFORCEMENT AND CONNECTORS X E DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS 4 = 0.68 g So = 043g D PROPORTIONS OF SITE PREPARED GROUT F SEISMIC DESIGN CATEGORY D A LAP SPLICES SHOWN BELOWCAST. PLACE CONCRETE E CONSTRUCTION OF MORTAR JOINTS X 15/iG BASIC SEISMIC FORCE RESISTING SYSTEM INTERMEDIATE PRECAST 1 ALL CONCRETE MATERIALS FORM WORK MIXING PLACING AND CURING SHALL BE IN ACCORDANCE WZTH SINGLE BAR IN GROUTED CELL 8 NOMINAL BLOCK WIDTH 4 VE rIFY DURING CONSTRUCTION H SEISMIC RESPONSE COEFFICIENT CS 0138 7 TYPICAL REINFORCING DETAILING (UNLESS NOTED OTHERWISE)X A ACI 301 STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE MASONRY STRENGTH rm M **: A SIZE AND LOCATION OF STRUCTURAL ELEMENTS X A 1 RESPONSE MODIFICATION COEFFICIENT R-50 8 ACI 305 RECOMMENDED PRACTICE FOR HOT WEATHER CONCRETING AND 1'00 1 200 2000 2 '00 TYPE SIZE AND LOCATION OF ANCHORS INCLUDING OTHER DETAILS OF J ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE PROCEDURE C ACI 306 RECOMMENDED PNCTICE FORCOLD WEATHER CONCRETING BAR SIZE VERT HORIZ VERT HORIZ VERT HORIZ VERT HORIZ B ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS FRAMES OR OTHER X 6 GEOTECHNICAL INFORMATION 2 CONCRETE MIX DESIGN CONSTRUCTION319191717161615215A DESIGN LOAD BEARING VALUE OF SOILS 2500 PSF UNLESS NOTED OTHERWISE ALL CONCRETE STRENGTH SHALL BE C WELDING OF REINFORCEMENT X B SEE GEOTECHNICAL REPORT AVAILABLE AT THE ARCHITECTS OFFICE FOR FURTHER INFORMATION 5 000 PSI FOR SLAB ON GRADE {MIN]MUM COARSE AGGREGATE SIZE 1 }4 25 25 23 23 22 22 0 20 PREPARATION CONSTRUCTION AND PROTECTION OF MASONRY DURING GEOTECHNICAL ENGINEERING REPORT 4000 PSI FOR TILT UP WALLS 5 31 38 29 35 2'7 33 24 30 D XCOLD WEATHER{<40' F) OR HOT WEATHER (>90' F) PBS ENGINEERING AND ENVIRONMENTAL 3000 PSI FOR FOOTINGS 6 58 86 53 78 50 74 45 66 E PLACEMENT OF GROUT X NOVEMBER 10 2016 OTHER CONCRETE 7 80 131 73 119 69 113 62 101 08,ERVE PREPARATION OF GROUT SPECIMENS MORTAR SPECIMENS INDOOR nua S NOTES 5 XPRISMSGENBALA UNLESS NOTED OTHERWISE CONCRETE STRENGTH SHALL BE OBTAINED AT A MINIMUM OF 28 DAYS AFTER PLACING AS DETERMINED BY LAP SPLICES NOTES 1 THESE STRUCTURAL NOTES ARE A SUPPLEMENT TO THE SPECIFICATIONS OT4ER LABORATORY CURED CONCRETE CYLINDER TESTS 1 ALL VALUES LISTED ARE IN INCHES 2 SPECIFICATIONS AND CODES REFERENCED IN THESE NOTES ARE THE VERSIONS MOST RECENTLY ADOPTED BY THE PERMITTING AUTHORITY B NO WATER SHALL BE ADDED TO THE CONCRETE OTHER THAN THAT REQUIRED BY THE MIX DESIGN APPROVED BY THE ENGINEER OF RECORD , VERTICAL BARS ARE TO BE PLACED AT THE CENTER OF THE GROUTED CELL PER IC{/ICBO anAI....8POST INSTALLED ANCHORS IN CONCRETE AND MASONRY 3 VERIFY DIMENSIONS AND CONDITIONS WITH THE ARCHITECTURAL DRAWINGS FIELD VERIFY DIMENIONS AND ELEVATIONS RELATIVE To THE WATER ADDED AFTER INITIAL CONCRETE BATCHING SHALL BE SPECIAL INSPECTED 4 HORIZONTAL BARS ARE PLACED ADJACENT TO VERTICAL BARS EVALUATIONREPORTS EXISTING STRUCTURE PRIOR TO FABRICATION OF MATERIALS C PREPARE MLX DESIGNS FOR EACH TYPE OF CONCRETE BY EITHER LABORATORY TRIAL BATCH OR FIELD EXPERIENCE METHODS AS SPECIFIED IN rv REFERENCE CODE ACI 530·08 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES 4 FOR FEATURES OF CONSTRUCTION NOT FULLY SHOWN PROVIDE THE SAME TYPE AND CHARACTER AS SHOWN FOR SIMILAR CONDITIONS SUBJECT ACI 301 FREQUENCY OF INSPECTION WHICH MAY BE CONTINUOUS DURING THE TASK LISTED OR PERIODICALLY DURING THE TASK LISTED AS DEFINED IN THE TWO HORIZONTAL BARS IN GROUTEDCELL 80 NOMINAL BLOCK WIDTHTO REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER OF RECORD TABLED USE PORTLAND CEMENT TYPE I OR 11 CONFORM WITH ASTM C 150 SUPPLY FROM 1 SOURCE 5 APPLY PLACE ERECT OR INSTALL ALL PRODUCTS AND MATERIALS IN ACCORDANCE WITH THE MANUFACTURER S INSTRUCTIONS MASONRY STRENGTH fm (psl)E AGGREGATES SHALL CONFORM WITH ASTM C 33 AND BE THOROUGHLY CLEANED AND WASHED PRIOR TO USE6 ADEQUATELY BRACE STRUCTURE AND ALL STRUCTURAL COMPONENTS AGAINST WIND LATERAL EARTH AND SEISMIC FORCES UNTIL THE 1 REPLACE UPTO 20% OF CEMENT WITH FLY ASH FLY ASH SHALL CONFORM WITH ASTM C 618 CLASS C OR F CONCRETE MIX STRENGTH TEST 1510 18)0 2 ClO 2510 SPECIAL INSPECTION PROGRAM FOOTNOTES P[RMANENT LATERAL FORCE REISTING SYSTEMS HAVE BEEN INSTALLED 8% DATA SHALL BE PROVIDED STAGGER SPUCE STAGGER SPLICE STAGGER SPUCE STAGGER SPLICE 1 PROVIDE SPECIAL INSPECTION SPECIAL TESTING REPORTING AND COMPLIANCE PROCEDURES ACCORDING TO CHAPTER 17 OF THE 7 PERMANENTLY ATTACH FIRST FLOOR TO WALLS OR SHORE WALLS PR}OR TO BACK FILLING AGAINST STRUCTURE BARSIZE G CONCRETE EXPOSED TO WEATHER SHALL HAVE 5% I lb ENTFAINED AIR BY VOLUME AND SHALL CONFORM WITH ASTM C 260 SPLICE OVERLAP SPLICE OVERLAP SPLIE OVERLAP SPLICE OVERLAP INTERNATIONAL BuiLDING CODE WITH THE WASHINGTON STATE AMENDMENTS 8 SUBMITTALS H SLABS-ON GRADE SHALL UTILIZE SUPER PLASTICIZERS 3 24 24 22 22 20 20 16 18 2 SPECIAL INSPECTOR QUALIFICATIONS DEMONSTRATE COMPETENCE TO THE SATISFACTION OF THE BUIL DING OFFICIAL FOR INSPECTION OF THE A SUBMIT SHOP DRAWINGS FOR PARTICULAR TYPE OF CONSTRUCION OR OPEMION IN QUESTION 35 8-·<3 CONCRETE MIX PROPORTIONS 4 42 42 38 38 36 36 33 33 1 REINFORCING STEEL 3 PRIOR TO THE BEGINNING OF CONSTRUCTION REVIEW THE SPECIAL INSPECTION REQUIREMENTS WITH THE ARCH[TECT ENGINEER BUILDINGA PROPORTION ACCORDING TO ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE 5 66 66 60 60 57 57 51 51 11 STRUCTURAL STEEL OFFICIAL GENERAL CONTRACTOR AND SPECIAL INSPECTORS8 SUBMIT MIX DESIGNS WITH COMPLETE STATISTICAL BACKUP FOR REVIEWA B SUBMIT AS DEFERRED SUBMITTALS SHOP DRAWINGS STAMPED BY A REGISTERED STRUCTURAL ENGINEER LICENSED IN THE STATE OF 6 132 177 121 161 114 153 102 137 4 DUTIES OF THE SPECIAL- INSPECTOR INCLUDE BUT ARE NOT LIMITED TO 4 SAMPLING AND TESTING OF CONCRETEZ21 WASHINGTON FOR PRE FABRICATED METAL BUILDING AND CEILING GRID SYSTEM DFSIGN 1 180 308 164 282 166 267 139 239 A OBSERVE THE WORK FOR CONFORMANCE WITH THE APPROVED PERMIT DRAWINGS AND SPECIFICATIONS BRING DISCREPANCIES 10 THEA CONCRETE COMPRESSIVE STRENGTH OF LABORATORY CURED CYLINDERS SHALL BE TESTED AFTER THE SPECIFIED PERIOD AT 28 DAYS OR 56 IMMEDIATE ATTENTION OF THE GENERAL CONTRACTOR FOR CORRECTION THEN IF UNCORRECTED TO THE ENGINEER AND TO THE BUILDING S]lvIOOSSVC SUBMIT SHOP DRAWINGS PRIOR TO FABRICATION OF MATERIAL DAYS AS NOTED LAP SPLICES NOTES D WHERE SPECIAL INSPECTION OR TESTING IS REQUIRED BY IBC CHAPTER 17 THE REGISTERED STRUCTURAL ENGINEER(S} FOR EACH STAMPED i ALL VALUES LISTED ARE IN INCHES OFFICIAL SUBMITTAL ABOVE SHALL PREPARE A STATEMENT OF SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC SECTION 1705 FOR SUBMITTAL BY THE B SAMPLE CURE AND TEST CONCRETE CYLINDERS ACCORDING TO APPLICABLE ASTM SPECIFICATIONS It NO OVERLAP OF SPLICE LENGTH FOR STAGGERED SPLJCE B FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL ARCHITECT ENGINEER AND GENERAL CONTRACTOR IN A *im PERMIT APPLICANT C ACCEPTANCE OF COMPRESSIVE STRENGTH TEST RESULTS SHALL BE GOVERNED BY ACI 318 CHAPTER 5 TIMELY MANNER D TEST A MINIMUM OF 3 CONCRETE TEST CYLINDERS FOR EACH 100 CU YARDS OR EACH DAY OF POUR FOR EACH CONCRETE STRENGTH TEST 1 m REFERENCE CODE ACI 530 08 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES C SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS INSPECTED AND WHETHER THE WORK IS IN SITE PREPARAT1ON CYLINDER AT 7 DAYS AND 2 CYLINDERS AT 28 DAYS B WALL CORNERS AND INTERSECTIONS USE HORIZONTAL CORNER BARS EQUAL IN SIZE AND NUMBER TO HORIZONTAL REINFORCEMENT LAP CONFORMANCE WITH THE APPROVED PERMIT DRAWINGS AND SPECIFICATIONS 1 REMOVE VEGETATION RUBBISH AND EXISTING FILL WITHIN BUILDING FOOTPRINT AND 5 -0 (MINIMUM} BEYOND THE FOOTPRINT STRIP TOP SOIL 6 E CAST 1 ADDITIONAL CYLINDER FOR STRENGTH VERIFJCATION IF PROBLEMS HAVE DEVELOPED FROM PREVIOUS 28 DAY BREAKS SPLICE LENGTH AS SHOWN ABOVE FOR CORNER BARS WITH MAjN HORIZONTAL REINFORCEMENT 5 DUTIES OF THE GENERAL CONTRACTOR INCLUDE BUT ARE NOT LIMITED TO MINIMUM 5 JOINTS C WALL ENOS AND INTERSECTIONS ONE VERTICAL BAR EQUAL IN SIZE TO TYPICAL VERTICAL REINFORCEMENT A NOTIFY SPECIAL INSPECTOR THAT WORK IS READY FOR INSPECTION Al LEAS124 HOURS BEFORE INSPECTION IS REQUIRED 2 PRE ROLL AREA WITHIN BUILDING FOOTPRINT AND 5.0 (MINIMUM) BEYOND THE FOOTPRINT WITH A HEAVY VIBRATORY ROLLER OR LOADED DUMP A CONSTRUCTION JOINTS BETWEEN FOOTINGS AND WALLS COLUMNS OR PILASTERS AND THE SLASS THEY SUPPORT AND WALL CONSTRUCTION D WALLOPENINGS B MAINTAIN ACCESS TO WORK REQUIRING SPECIAL INSPECTION UNTIL IT HAS BEEN OBSERVED AND INDICATED TO BE IN CONFORMANCE BY THE TRUCK MAKE 3 PASSES MINIMUM) OVER THE ENTIRE AREA JOINTS ROUGHEN CONTACT AREA TO AN APPROXIMATE 1 M AMPLITUDE LEAVING THE CONTACT SURFACE CLEAN AND FREE OF LAIANCE HEAD 2 HORIZONTAL BARS EQUAL IN SIZE TO TYPICAL HORIZONTAL REINFORCING STEEL EXTEND BAR A FULL DEVELOPMENT LENGTH BEYOND SPECIAL INSPECTOR AND APPROVED BY THE BUILDING OFFICIAL 3 REMOVE AREAS OF SOIL AS REQUIRED THAT EXHIBIT EXCESSIVE WEAVING OR DEFLECTION UNDER THE WEIGHT OF THE ROLLER OR DUMP TRUCK B CONSTRUCTION JOINTS KEYWAYS PROVIDE WHERE SHOWN ON DRAWINGS OPENING EDGE DEVELOPMENT LENGTH IS LAP SPLICE LENGTH TIMES 0 8 C PROVIDE THE SPECIAL INSPECTOR WITH ACCESS TO APPROVED PERMIT DRAWINGS AND SPECIFICATIONS AT THE JOB SITE 4 BACK FILL EXCAVATED AREAS WITH STRUCTURAL FILL AS DESCRIBED BELOW C SUBMIT LOCATIONS AND DETAILS OF PROPOSED CONSTRUCTION JOINTS NOT DETAILED ON THE DRAWINGS FOR REVIEW JAMBS 1 VERTICAL BAR EQUAL IN SIZE TO TYPICAL VERTICAL REINFORCEMENT FULL HEIGHT OF WALL D MA}NTAIN JOB SITE COPIES OF ALL REPORTS SUBMITTED BY THE SPECIAL INSPECTOR 5 CONSULT THE FOUNDATION INVESTIGATION REPORT AVAILABLE AT THE ARCHITEC/S OFFICE FOR ADDITIONAL INFORMATION 6 ALL SLABS AND BEAMS SHALL BE CAMBERED AT THE CENTER OF THE MEMBER UNLESS NOTED OTHERWISE CAMBER (IN INCHES) IS DETERMINED E FOUNDATION WALL DC)WELS 1 VERTICAL DOWEL EQUAL IN SIZE TO TYPICAL VERTICAL REINFORCEMENT AT EACH VERTICAL WALL BAR LAP SPLICE AS SHOWN ABOVE USE STANDARD HOOK IN FOOTING 6 DEFINITIONS BY THE CLEAR SPAN (IN INCHES) DIVIDED B) 480 A CONTINUOUS INSPECTION THE SPECIAL INSPECTOR IS OBSERVING THE WORK REQUIRING SPECIAL INSPECTION AT ALL TIMES STRUCTURAL FILL OR BACK-FILL 7 DEPRESSIONS IN SLABS AND BEAMS PROVIDE SAME DEPTH AS FOR ADJACENT AREAS UNLESS NOTED OTHERWISE F PROVIDE BAR POSITIONING DEVICES FOR ALL VERTICAL REINFORCEMENT B PERIODIC INSPECTION THE SPECIAL INSPECTOR IS ON SITE AS REQUIRED TO CONFIRM THAT THE WORK REQUIRING SPECIAL INSPECTION IS IN1 STRUCTURAL FILL MATERIAL 8 CHAMFER EXPOSED CORNERS 3/4 UNLESS NOTED OTHERWISE 8 COMPLETE GROUTING OF ANY SECTION OF WALL IN 1 DAY WITH NO INTERRUPTIONS GREATER THAN 1 HOUR BETWEEN GROUT POURS FORM A CONFORMANCE A SAND AND GRAVEL MIXTURE OR CRUSHEDROCK 9 MASS CONCRETE CONSTRUCTION (SECTIONS THICKER THAN 3 0}HORIZONTAL CONSTRUCTION JOINT BY STOPPING All WYTHES AT THE SAME ELEVATION AND STOPPING THE GROUT A MINIMUM OF 11/7 BELOW 8 WELL GRADED FROM COARSE TO FINE WITH LESS THAN 10% BY WEIGHT OF THE MINUS 3/4 FRACTION PASSING THE NO 200 SIEVE THE MORTAR JOINT STOP GROUT POUR A MINIMUM OF 1/2 BELOW THE TOP OF THE MASONRY AT BOND BEAMSA MIX DESIGN SPECIAL TESTING REQUIREMENTS C FREE OF ORGANICS RUBBISH CLAY BALLS AND ROCKS lARGER THAN 4 I MAY OBTAIN DESIGN STRENGTH IN 56 DAYS 1 STRUCTUR/FILL OR BACK FILL VERIFY COMPACTION WITH RANDOM FIELD DENSITY TESTS2 PLACE STRUCTURAL FILL IN LOOSE LIFTS MAXIMUM OF B IN THICKNESS 1, COARSE AGGREGATE ANGULAR SHAPED SMOOTH AND INTERNATIONAL GRADING WITHOUT GAPS 3 COMPACT SmUCTURAL FILL TO A MINIMUM DENSITY OF 95% OF MAXIMUM DRY DENSITY AS DETERMINEDBY ASTM D 1557 2 STRUCTURAL CONCRETE SAMPLE AND TEST ACCORDING TO STRUCTURAL NOTES B TEMPERAORE CONTROL AND MONITORING STRUCTURALSTEEL 3 STRUCTURAL MASONRY SAMPLE AND TEST ACCORDING TO STRUCTURII NOTES4 VERIFY ADEQUACY OF STRUCTURAL FILL COMPACTION WITH RANDOM FIELD DENSITY TESTS IN ACCORDANCE WITH REQUIREMENTS OF 1 COOL COARSE AGGREGATE WITH COOL WATER ICE OR NITROGEN PIPING ADJUST WATER ADDED AT BATCH PLANT IF ICE IS USED 1 DETAIL FABRICATE ERECT IDENTIFY AND PAINT STRUCTURAL STEEL ACCORDING TO ABC SPECIFICATIONS EXCEPT CONTRACTOR SHALL USE THE STRUCTURAL TESTS AND SPECIAL INSPECTIONS IBC CHAPTER 17 4 SmUCTURK STEEL NON DESTRUCTIVE METHOD TESTING CONFORM WITH AWS Dl 1 i, CONCRETE TEMPERATURE AT TIME OF PLACEMENT BETWEEN 55 AND 80 DEGREES FAHRENHEIT ARCHITECTURAL DRAWINGS IN CONJUNCTION WITH THE STRUCTURAL DRAWINGS FOR DIMENSIONS AND STRUCTURAL STEEL NOT SHOWN ON THE 5 CONSULT THE FOUNDATION INVESTIGATION REPORT AVAILABLE AT THE ARCHITECTS OFFICE FOR ADDITIONAL INFORMATION Iii INSULATE FORMS WITH WHITE VISQUEEN AND CONCRETE BLANKETS PROVIDE A TOTAL INSULATION VALUE OF APPROXIMATELY R 2 STRUCTURAL DOCUMENTS 2 MATERLALw MONITOR CONCRETE TEMPERATURE DURING CURING WITH ELECTRONIC TEMPERATURE PROBES PROVIDE A MINIMUM OF ONE SET OF 3 FOUNDATIONS PROBES AT EACH SEGMENT OF WALL OR ROOF CONSTRUCTION FOR EACHSET PLACE ONE PROBE (EACH) AT r FROM INSIDE AND OUTSIDE A M MT S ST HP C MC AND L SHAPES ASTM A36 Fy 36 KSI 1 FOUNDATION SIZES BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 2500 PSF DEAD AND SNOW LOADS WITH AN ALLOWABLE ONE THIRD FACES OF WALL AND ONE PROBE AT THE CENTER OF THE WALL THICKNESS INSTALL PROBES TO AVOID DIRECT CONTACT WIH B STEEL PIPE ASTM A53 GRADE B F, = 35 KSI INCREASE FOR WIND AND SEISMIC REINFORCING C STEEL HOLLOW STRUCTURAL SECTIONS (HSS} ASTMA500 (COLD ROLLED) GRADE B 2 FOUNDATION ELEVATIONS SHOWN ARE TO TOP OF FOOTINGS F REMOVE FORM WORK AND INSULATION AFTER THE DIFFERENCE BETWEEN THE CORE CONCRETE TEMPERATURE (ACCORDING TO THE MIDDLE F, = 46 KSI,SQUARE RECTANGULAR) 3 PLACE FOOTINGS ON FIRM UNDISTURBED ORIGINAL SOIL OR ON STRUCTURAL FILL SEE STRUCTURAL FILL OR BACK FILL NOTES FOR PROBE) AND -THE AVERAGE DAILY LOW AIR TEMPERATURE IS 35 DEGREES OR LESS F¥-42 KSI{ROUND) STRUCTURAL FILL INFORMATION vi IF THE DIFFERENCE IN TEMPERAIRE BETWEEN THE INSIDE OR OUTSIDE FACE OF THE WALL AND THE CORE EXCEEDS 35 DEGREES D STEEL PLATES 4 LOCATE BOTTOM OF FOOTINGS AT A MINIMUM OF 14 BELOW FINAL GRADE OR 1 0 BELOW EXISTING GRADE WHICHEVER IS LOWER ADDITIONAL INSULATION OF THE FORMS MAY BE REQUIRED ASTM A36 F¥ -36 KS 5 PRIOR TO PLACEMENT OF CONCRETE REMOVE ALL DISTURBED SOIL FROM FOOTING EXCAVATION TO NEAT LINES vi IF THE CORE TEMPERATURE EXCEEDS 155 DEGREES FAHRENHEIT REMOVAL OF INSULATION MATERIALS MAY BE REQUIRED ASTMA529 Gr 50 F = 50 Km 6 STEP BOTTOM OF FOOTINGS FROM ELEVATION TO ELEVATION AT A RATIO OF 1 VERTICAL TO 2 HORIZONTAL WITH A MAXIMUM VERTICAL STEP OF E HEADED STUDS ASTMA108 GRADES 1010 THROU GH 1018 INCLUSIVE 24 CONCRETE TILT UP WALLS 3 CONNECT ALL MEMBERS WITH SEMI FINISHED MACHINE BOLTS ASTM A307 GRADE A UNLESS NOTED OTHERWISE ON DRAWINGS 7 CONSULT THE FOUNDATION INVESTIGATION REPORT AVA[LABLE AT THE ARCHITEC/S OFFICE FOR ADDITIONAL INFORMATION 1 REFER TO INFORMATION IN CAST IN PLACE CONCRETE AND CONCRETE REINFORCING STEEL IN ADDITION TO THE FOLLOWING 4 GALVANIZED BOLTS (WHERE SHOWN ON DIWINGSj HOT DIPPED GALVANIZED ACCORDJNG TO ASTM A153 CLASS C 2 REINFORCING SHOWN IN DESIGN DRAWINGS IS DESIGNED FOR FORCES OCCURRING AFTER PANEL IS IN PLACE AND ANCHORED AND TIED TO ROOF 5 ANCHORRODS ALL WORK SUBJECT AND FLOOR DIAPHRAGMS USE STRONGBACKS AND EXTRA REINFORCING AS REQUIRED AND DIRECTED BY PANEL ERECTOR FOR ERECTION PURPOSES STRUCTURAL ENGINEER OF RECORD ACCEPTS NO RESPONSIBILITY FOR ERECTION AND ERECTION DESIGN OF PANELS A ASTM F1554 GR 36 Fy- 36 KSI B PROVIDE WITH STANDARD WASHERS AND NUTS3 ALL CONCRETE FOR CONCRETE TILT UP WALLS SHALL HAVE NORMAL WEIGHT AGGREGATE WITH A COARSESIZE OF 364 AIDA MINIMUM 28 DAY LABORATORY CURED COMPRESS{VE CYLINDER STRENGTH OF 4 000 PSI MINIMUM RINFORCING FOR PANELS US PER CONCRETE REINFORCING C GALVANIZE RODS (WHERE NOTED ON DRAWINGS) ACCORDING TO ASTM A153 CLASS C OVER TAP NUTS TO CLASS ZA FIT BEFORE GALVANIZING ACCORDING TO ASTM A563STEEL BELOW SEE DRAWINGS FOR TYPICAL AND DETAILED CONDITIONS BEYOND THESE MINIMUMS 4 PANEL THICKNESS (IN ) REINFORCING (MINIMUMS UNLESS NOTED OTHERWISE ON DRAWINGS)6 PROVIDE BEVELED WASHERS AT BOLT HEADS OR NUTS BEARING ON SLOPING SURFACES TO FIELD INSPECTION 7 WELDJNGA PLACE 2#5 CONTINUOUS BARS AT PERIMETER EDGES CENTERED UNLESS NOTED OTHERWISE A CONFORM WITH AWS SPECIFICATIONSB PLACE 2 #5 CONTINUOUS BARS AT EDGES OF OPENINGS WITH DIMENSIONS 1 -6 LONC AND LONGER CENTERED IN PANEL EXTEND 2 -0 PAST OPENING EDGES UNLESS NOTED OTHERWISE B WELDERS TO BE QUALIFIED UNDER AWS AND WABO SPECIFICATIONS C PLACE 2#5*40 DIAGONAL BARS AT CORNERS OF OPENINGS WITH DIMENSIONS 1-6 LONG AND LONGER CENTERED IN PANEL UNLESS NOTED C WELDS MATERIAL 70 KSI FILLER METAL UNLESS NOTED OTHERWISE PROVIDE LOW HYDROGEN FILLER METALS AT MOMENT FRAME WELDS OTHERWISE D WELDS TO METAL DECK METAL STUDS OR OTHER COLD FORMED METALS CONFORM TO AWS Dl 3 E WELDING OF REINFORCING STEEL AS NOTED IN CONCRETE REINFORCING STEEL PORTION OF STRUCTURAL NOTES F WELDS TO GALVANIZED STEEL AND AREAS DAMAGED BY WELDING FLAME CUTTING OR HANDLING CLEAN DRY AND REMOVE OIL GREASE SALT LU POST INSTALLED ANCHORS AND CORROSIVE PRODUCTS APPLY ORGANIC COLD GALVANIZING COMPOUND WITH A MINIMUM OF 94% ZINC DUST IN THE DRY FILM APPLY IN FOR ANCHORS ON THE CONSTRUCTION DOCUMENTS NOT NOTED WITH A SPECIFIC PRODUCT TYPE OR MANUFACTURER THE CONTRACTOR SHALL USE MULTIPLE COATS TO ACHIEVE AN 8 MIL THICKNESS M 0 APPROVED ANCHORS SPECIFIED IN THE TABLE BELOW 8 CONTRACTOR TO DESIGN AND PROVIDE ERECTION AIDS (BOLTS CLIPS SHIMS SEATS ETC) REQUIRED TO FACILITATE CONSTRUCTION LU 1 THE FOLLOWING PRODUCTS SHALL BE INSTALLED PER THE REQUIREMENTS OF THE REFERENCED PRODUCT APPROVALS SHOWN BELOW UNLESS 9 INSTALL AND INSPECT HEADED STUDS AND SHEAR CONNECTORS ACCORDING TOCHAPTER 7 OFAWS Dl l STRUCTURAL WELDING CODE STEEL Lu 02 NOTED OTHERWISE 10 EMBEDDED STEEL ASSEMBLIES HOT DIP GALIANIZE ACCORDING TO ASTM A123 WHERE NOTED ON DRAWINGS LU 2 NO SUBSTITUTIONS SHALL BE MADE FOR POST INSTALLED ANCHORS SHOWN ON THE CONSTRUCTION DOCUMENTS WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS PREPARED AND SEALED BY A PROFESSIONAL ENGINEER COLD FORMED STEEL FRAMING 0 (D 1 ALL FABRICATION ERECTION AND DENTIFICATION OF COLD FORMED STEEL FRAMING SHALL CONFORM WITH IBC SECTIONS 2209 2210 AND 2211 APPROVED -1 Q REGJSTERED IN THE STATE IN WHICH THE PROJECT OCCURS DEMONSTRATING THAT THE PROPOSED ANCHORS HAVE PERFORMANCE VALUES 1-L CL EQUIVALENT TO OR HIGHER THAN THOSE SHOWN ON THE DRAWINGS WAIS I SPECIFICATION FORTHE DESIGN OF COLD FORMED STEEL STRUCTUIL MEMBERS AWENAPPROVED PRODUCTS Ice#2 MATERIAL HILTI IWIK BOLT TZ ESR 1917 A ASTM A 653/653M GRADE D (Fy - 50 KSI) FOR 54 MIL AND THICKER STOCK EXPANSION ANCHOR (CONCRETE)SIMPSON STRONG BOLT 2 ESR 3077 B ASTM A 653/653M GRADE A (F, - 33 KSb FOR 43 9!L ANO THINNER STOCK DEWALTLPOWERS POWER STUD + SD2 ESR 2502 3 FASTENING OF COMPONENTS SHALL BE WITH SELF DRILLING SHEET METAL (SDSM; SCREWS UNLESS NOTED OTHERWISE 11-T HIT RE SOO SD ESR 2322 fES 0 6 2018 A SCREW SPACING AND EDGE DISTANCE SHALL BE NOT LESS THAN 3X THE NOMINAL SCREW DIAMETER HILTI HIT HY 200 ESR 3187 B PENETRATIONS OF SCREWS THROUGH JOINED MATERIAL SHOULD NOT BE LESS THAN 3 EXPOSED THREADS ADHESIVE ANCHOR (CONCRETE)SIMPSON SETXP ESR 2508 C WHERE FEASILE INSTALL SCREWS FROM THINNER MATERIAL TO THICKER MATERIAL DEWALT/POWERS PE1000+ESR 2583 D SCREWS SHALL BE INSTALLED AND TIGHTENED IN ACCORDANCE WITH SCREW MANUFACTURER S RECOMMENDATIONSDEWALT/POWERS PURE110+ESR 3598 DEWALWOWERS AC100+ GOLD ESR 2582 4 WHERE INDICATED FASTENING OF COMPONENTS SHALL BE WITH WELDING City of Ridgefleld Building DepartmentA ALL WELDS SHALL BE OF SUFFICIENT SIZE TO ENSURE THE STRENGTH OF THE CONNECTION STRUCTURAL NOTESHILTI HUS EZ M 3027 SIMPSON TITEN HD ESR 2713 B ALL WELDING SHALL CONFORM WITH AWS SPECIFICATIONS TOUCH UP WELDS W]TH ZINC RICH PAINTSCREW ANCHOR (CONCRETE)DEWALT/POWERS WEDGE BOLT +ESR 2526 C WELDERS SHALL BE AWS AND WABO CERT IFIED FOR COLD FORMED METAL WELDING DEWALT/POWERS SNAKE +ESR 2272 D WELDING ELECTRODES SHALL BE E60XX HILI HUS El 13056 E WELDING IS ONLY ACCEPTABLE ON MATERIAL 43 MIL AND THICKER SCREW ANCHOR (GROUTED MASONRn SIMPSON TITEN HD ESR 1056 5 STEEL STUDS OR JOISTS SHALL HAVE STIFFENED LIPS UNLESS NOTED OTHERWISE AND MANUFACTURED BY MEMBERS OF THE STEEL STUD DEWALT/POWERS WEDGE BOLT +NmIL 0iESR 1678 MANUFACTURERS ASSOCIATION SIZES AND GAUGE ARE AS NOTED ON DRAWINGS GM HlLTI LOW VELOCITY POWER DRIVEN ESR 1663 6 PROVIDE ALL ACCESSORIES INCLUDING BUT NOT NECESSARILY LIMITED TO TRACKS CLIPS WEB STIFFENERS ANCHORS FASTENING DEVICES AND St4£CBRAMSET POWER DRIVEN ..NESR 2138 OTHER ACCESSORIES REQUIRED FOR A COMPLETE AND PROPER INSTALLATIONSHOTPIN * No {NOT APPROVED FOR SEISMIC LOADS)SIMPSON POWER DRIVEN ESR 1799 7 END BLOCKING SHALL BE PROVIDED WHERE JOIST ENDS ARE NOT OTHERWISE RESTRAINED FROM ROTATION DEWALT/POWERS POWDER ACTUATED ESR 2024 8 JOISTS SHALL BE LOCATED DIRECTLY OVER BEARLNG STUDS UNLESS NOTED OTHERWISE WITHIN A TOLERANCE OF I 1/2 *Cr . DEWALT/POWERS TRAK IT CS GAS ACTUATED EE-3275 9 SPLICES IN AXIALLY LOADED STUDS SHALL NOT BE PERMITTED 1603 10 EACH FLANGE OF STUDS SHALL BE SECURELY ATTACHED TO FLANGES OF BOTH UPPER AND LOWER TRACKS SHEET NOI WHEN METAL STUDS ARE USED IN BEARING WALL CONSTRUCTION STUDS MUST FIT TIGHTLY INTO THE TOP AND BOTTOM TRACKS END GAPS WILL NOT BE ALLOWED Sl.1 [ 0 8 CONC SIG W/ 15 @ 16·oc EAWAY BOTTOM - 17,--1 LJ F3.0 LJ F30 P-__ F--1 1 11 4--- L_j 6 6 Sh STORAGE FOUNDATION PLAN A Viv r =1,0 1/2- PLYWOOD CONC SOG PER PLAN - i. F3.0 F3 C' J F5.0 r--1 1 # 1 L_2 CJ FOUNDATION PLAN NOTES: 1.- SEE SHEET 51.1 FOR STRUCTURAL NOTES 2. FX O DENOTES FOOTING TYPE.SEE SCHEDULE ON 1/54 1 AND DETAIL 2/541 3 _W INDICATES SOG JOINT LOCATION SEE DETAIL 11/541 FOR CONROL AND CONSTRUCTION JOINTS 4 - SEE MECHANICAL ENGINEERING DWGS FOR EXTENT OF ALL STORM, WATER AND SEWER PIPES AND FOR PLACEMENT AND LOCATION OF UNDER SLAB DRAINS AND DUCT PENETRATIONS 5.- VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DOCUMENTS 6.-- SEE SECTION 5&6/54,1 FOR TYPICAL PIPE PENETRATION THROUGH WALL FOOTINGS 7 - STRUCTURE ABOVE DESIGNED BY OTHERS 6 /11 SECTION \23/1"51'-0 7-#-= 1 / 1600S250-97@SIM} 3 e AB SiZE, GRADE AND LAYOUTBYOTHERSSEE 2/54,1 FOR ITEMS NOT SHOWNORNOTED - , . . .. ..4: 11 4. 11/. SPACED ----4-/EA WAY EQ SPACED 4.-0. SQ 16'-0 LONG @ SIM W#(7)#51 L PAD OR STRIP FTG PER PLAN 6 6 SECTION S2.5 1«=1'. F30 23 BOOT162.54*CONTW/3/8*DIAHILTI CONC SOG PER PLAN - . 1 A 2 SECTION 525 1=1'$ COLUMN AND BASE PL BY OTHERS PL 1/2,410'-4-W/NUTON BOTTOM TYP -T+T 6005162-54@2'-0oc li j 600T1 62-54*CONT WI HILTI X-U PDF . 1 PIPE PER PLAN -' 24"DIA A /P'\ SECTION \ds/1«=1'-Or r- fe.2500 PS 3/ 6 - r-\«11 8005200-54@ 24 I -16 160# MECH UN)T, TYP OF (4) ». r- l/a XEY (2)8005200-68@24'oc A /2) MEZZANINE PLAN ty r =1·4 SIM 52.5 \59 1\ --/ 1 -Eli--(D 3/4 T G PLYWOOD UNBLOCKED W/ #1 SCREWS @ 6«oc 9 ALL WORK SUBJECT TO FIELD INSPECTION 600T200-43*CONT RUNSTUDFULL HEIGHT@SI- lili 111 600516243 BLKG I i i 4 CONT Wl (2) #10 EA»11 JOIST PER PLAN 7 BUDS162-435TUDBLOCKIG JOST PER PLAN n END r-PEF I (41 #12 SC3EWS EA STUD-\1 -1 ---4 L3x3x14 GA x 0.6· W/ {4) #12 SCREWS EA BMT„,-,3,CONT ---1, 1 L),3,1#G,1,+· w,3,12 LEG 1 1 SCREWS EA LEG BOOT200·68 x CONT M (4) #12 SCREWS @ 24'oc INTO STUDS /Th SECTION \23/151'4 A /ih SECTION \23/1"=1'-0 : '=r t Z 0AB SIZE. GRADE AND :LAYOUT BY OTHERS SEE 5 2/54.1 FOR ITEMS NOT SHOWN OR NOTED- L- - o, ) o1 EQ 25'.0' EQ 4' DIA PIPE, TIP DUMPSTER ENCLOSURE 52.5 ),7-1.0 % COLUMN AND BASE PL BY OTHERS PL 1/2,4,0·4" W/ NUT ON BOTTOM IP X»» 11 H/ F r, 1 / ,)2*«S EA WAY EQ SPACED 4'/SQ {6-0 LONG @ SIM Wl (7} #5} L PAD FTG BELOW A /T SECTION \dj 1«=1'.0 EQ 525 Tp ..) l APPROVED *E870 6 2018 City of Ridgefield Building Department LLI LU CO 0 --1 LL 118 . , '..'.5 .'.... I STORAGE FOUNDATION PLAN & MEZZANINE PLAN -- 1603 ORm .; GMCHK'O 4 CE 52.5 SHEEJT NO Cl _l LU 0/ MAFRK F3.0 F4.0 F50 F6,0 F7.0 FB 0 F9.0 + CONSTRUCTION JOINTS DIAMOND SHAPE CONC BLOCKOUT (2500ps, MIN) SIZE AS REQD DBL AROUND PEROMETER A' 3·/ 4'-0- 5'-cr 6'-0 7·4 8'-0 9'-0' ./ SPREAD FOOTING SCNEDULE Dll-TENSIONS 'B 3-01 5··I 6'/ Tf 8'-0- 9'% 18 tr 18« 18. ir 18· 6.#ST&8 7-#ST&8 /Th FOOTING SCHEDULE -CL COL .MENT 'D <51#ORT DIR) HOUSE KEEPING PAD rp'\ SECTION CEit/1%1-0 f F 5 4OOT150 43 Wl #10 STSM SCREWS @ 16"oc EA SIDE. TIP T&8 * * PERM-N BUIDJNG MANUFACTURER r CL COL 44_1_ /7'\ SECTION \dll/1=1 0 REINFORC 'C (LONG DIR) 4-#ST&8 5-#5 T&8 1#5 T&8 M T&8 CONSTRUCTION JOINTS "A .& 58'DIA /·-4'SMOOTHRD STL DOWEL AT EA SIDE OF BLOCKOUT SNUG Frr IN GREASED SLEEVE ONE SIDE OF JOINT 4 THICKNESS #4 @ 16·oc EA WAY G THICKNESS #5@16·00 EAWAY TYPUNO 8- THICKNESS #5 @ 12·oc EA WAY 0#4x F11AROUND PERIMETER & @48 HEAWAY INTERIOR 4-#5 M 5-#ST&8 6-#ST&8 7-#ST&8 8-#ST&8 9·#ST&8 10#ST&8 REMARKS REINF. ·C' PARALLEL TO DIM 'A· (EO SPACED) n NOTES: 1 CENTER ALL FOOTINGS ON COLUMN ABOVE EXCEPT AS SHOWN OTHERWISE 2 FOOTINGS SHALL BEAR ON UNDISTURBED NATIVE SOIL GEOTECHNICAL ENGINEER TO APPROVE ADEQUACY OF SUBGRADE BELOW EACH FOOTING 3. ADD COMPACTED GVEL FILL AS REQD FROM BOT OF CONC FrG TO UNDISTURBED NATIVE MATERIAL OR AS DIRECTED BY GEOTECHNICAL ENGINEER. 4. WHERE ADJACENT PAD FOONNGS INTERSECT, CONTRACTOR OPTION TO RUN REINFORCEMENT CONINUOUS THRU BOTH FOOTINGS r WALL PIPE PERPENDICULAR TO FOOTING 45353 L' 1 2 /»0„ MOUITGALVSTEELPIPE ' SLEEVE TO BE t LARGER THAN PIPE 4 A 1_L_ -1-4-4--K * 1 Ill a. 11 /1 1 3 7/r-r RE„F, p PARALLTO DIM 'B· (EQ. SPAD)DIM 'A PLAN 3 CLR-7»S I '=i 11=111-34 :1 GEOTECHNICAL ENGINEER VERIFY ADEQUACY 1 OF SUB GRADE. (f NOTE 1 FOR PIPES 3·-0· OR LESS BELOW FTG PROVIDE SLEEVE AND CONC AS SHOWN 2. FOR PIPES MORE THAN 3-0 BELOW FTG USE STEPPED FTG DETAIL TO GET WITHIN 3'.0 MAX rr SECTION 41/11'0« SLAB ON GRAD[IS NOT DESIGNED TO SUPPORT CRANE LOADS DURING ERECTION 2 EARLY ENTRY AT 8* SLAB {21 #4 AROUND PERIMETER (11;2 ATGSLAB) DRY CUT FSOFCUR WITHIN 4-12 HOURSRUN 1/2 REINF THRU JOINT. STOPOTHERHAL-F 4·BACK E-ON WEATHER CONDITIONSFROM JOINT 1 \1 \1To» o I „6900. -8 LVAPORRETARDER CONTROL JOINT 3/4 DIA *1'-4 IM SMOOTH ROD @ 16 //BULKHEAD FORK AS REOD RIP TOP OF FORM FLUSH /TOP OF SLAB h: 1,1 :--4 BULKHEAD JOINT (BJ) '*go COAT JOINT W/ BON BREAKER PRIOR TO PLACINGADJACENT CONCRETE 61 /12\ 1 SECTION \ 54.1 / ,)1-=1'.0 4005162-54 @ 16«ocW/ 1/2- PLYWD EA SIDE r LS,3,5/16)(CONTEA / SIDEOFPTV#122",5CONC SOG PER /WHS @ 24"I MAXSTIFFCLIP CL400-118 PLAN -r /AT EACH STUD W/38 DIA HITI KWIK HUS€Z 1-- ,- ANCHORAGE BY MANUF x 31/4 AN+ZI'+C /F- SLOPE TO FLR DRAIN PER MANUF 1-Or XY14 CONC SOG PER PLAN A /17\ SECTION 11.1/1=1'4' A CIA SECTION rn'. LVAPOR RETARDER / SECTION L J C.' Cl OF COL & FTG COLUMN ANOBASE PL BY OTHERS -F SEALANT SEE ARCH f 1 EXPANSION MATERIAL i(RECESS FROM Z/'OF SLAB 1/2 ) CONC BLOCKOUT SLAB SEE PLAN -n l 'iiI' 2 1 < • 1.111 1 Ilk.« . 11/2- NON-SHRINK /|1 1 |1| -ASSIZE, GRADE, AND GROUT (TYP) ---1 *1* ,1 LA,ouT,Yon®ms "|' '|' PL 1=·Sow/BOT NUT- (PL I2,8*1'-6 @ HSS COLUMNS)1 L /Th SECTION 6 6 E r- TOP OF FTG ORPIER L PROVIDE 1 WASHER & 2 NUTS PER BOLT - TACK N PE WEATHERIZE OUTSIDE COLUMNS A 3 REOD. COAT WE ASPHALTIC E AULAT1ONFOR FOOTING SIZE & REINF SEE FOUNDATION PLAN & FOOTING SCHEDULE ON 1/54,1ALL WORK SUBJECT TO FIELD INSPECTION FTG SO PIPES PASS THRU WALL --'---r CONC .U 1 Taa r PIPE °1 -16 -- cl f f -1 PENETRAIM PIPE GALV. PIPE r LARGER ·Ill OF SLEEVE IN DIAMETER THAN W/(2) 14* 2-0 TOPS 6-0 / , ICT, wROED oqNOTE. EMBED TOACCOMODATE SLOPE OF PENETRATING PIPE •041'-6- k TYPICAL PIPE THRU WALL CONC SOG AND REINF PER PLAN t. A /IANSITION8 CONC SOGPER PLAN , / , 6 CONC SOG PER PLAN LAPLENGTH f fiA · /. f A SECTION C.ill./1.=1'.0 /Th SECTION 14'4 /Sh SECTION \21.1//151'4 EQUIPMENT BY OTHERS LONGITUDINAL J FOOTING REINF ..0 MIN IYPICAL IG STEP /Th SECTION 1"=1'Cr -111-- MIN DIMENSION SAME AS FTG r THICKNESS -4' # CONC SOG AND REINF PER PLAN -1 1i r m- TT 1 1 1 X 6'- 18 0 12·K {#9 012"oc SIM) H[)0 5" STD PMPEx 5'-0 1'-0 DIA CONC 1=*1.mr . IF.r- 1,4 CAPPLATEN t' DIA HOLE @ CENTER TACK WELD PERPLAN SECTION 99 1=1'·Or 1, REINF SAME SIZE & SPACING AS INGITUDINAL FIG REINF (STD LAP MIN ¥,71 ONGIT(niNAI FT' RFINF) m8 ki,5 11 l-111 TD LAP TYP I8 OWL x AT EA VERT ALT HOOK DIRECTION DWL SIZE TO MATCH VERT REINF - 'r- CONC SOG AND REINF PER PLAN 3. r-r 44 fitA-L r-t A4 t-t Ld- /Th PLAN SECTION Eli/r =bo· 0-AIT&85@48"ocHORIZ 5 E VERT REINF PER SCHEDULE 1 .>L ««f AT REINFORCING ONLY CMU SCREEN WALL, HEIGHT PER PLAN GROUT - 7 --- CONTRACTOR OPTION TO / •• r USE FORM SAVER / YS DOWELS L Ec 6 J -1 1 . EQ \1- Sih SECTION el/1=1'4 COLUMN BY OTHERSSEE 21541 FOR INFO NOT 7SHOWN H (MAX) 14 #5 @12" oc EAWAY % CL WALL - EQ I 4 1\ . ,--- PAD m PER PLAN REINF PER 1,15411-4- 4-4 56=&24 FT. 1-1 ' LJ PER PLAN B T 3·4. '0 50 12 CONC TILT.UP PANEL #5@48*oc #5 @ 4/ oc #6016·. REINF PER PLAN & 1541 EQ SECTION 21.1/1·=1'. APPROVED 5362018 City of Ridgefield Building Department 8 3·4*12 VERT REINF 7 MIR 5 E 5 55 W=i - .fll 171/1 *#AL /4 ....' 2,Illa S*E . SHO. LU @ it ih i:. el 1{ 55% A A DImLNG .. FOUNDATION DETAILS 1603 m 0/ =.-GM 01*0 m CB SHEET NO. 54.1 ] E i i /.lucmlq BUILDING SYSTEMS A DIVISIOM OF MUCOR CORPORATIOM Notes and Specf ications PROJECT MUMBER: PROJECT MAME: PROJECT LOCATIOM: CUSTOMER: Buiding Erection Motes D Th< general Gontrootor ond/or crictor 6 re.pcnible to Iofetr ond properly or<t thi Metot bul.d,0 system h confornarlow wtth these dro•hoi, OSHA requk-er,ent, cr,d netel bu;.dho 67.ten h conf arronce .Mth these drawhos,PRIMARY AMO SECOMOARY STEEL PRIMER COLOR. GRAY OSHA requh*nent, ord either nOMA or CSA SIG stondords pertohhg to propirer-watkn. Thi hcludes. but 15 not UM#/d to, the correst u.e Of tenporcry ROOF SHEETInG, TYPE: CR 24_ GAGE, FINISH.Solvolume guyi orid broahn wher e ni,Id*d For SWErho. pluMbb,g. cd securho the.tructural ond .condory ¢rov,hg. S,condory ,all #rof,hg Miffbers (ob·ts or ROOF PArIEL CLIP TYPE: C]TALL [I]SHORT [JUTILITY[*IXEO OFLOATINGbor Joisti) or. not disionid to furition as o .ork plotforn or frovid, sof *ty tie-of f attocht,nt h occorilanct, wittl OSHA requb·uninti. Seconcdory roof franhg r,ember, (pirlhm or bar Jobtn) mi not diston«d THERMAL BLOCKS: L]YES *MO EPS FOAM SPACER: E]YES MAO to provld, sofrly tl-off ottochnirnt h occordince Ilth OSHA riqul-Irients. 21 *325 L *490 Bolt tightinho req„*-ments· it Is thir respon,buty of thi grector to .nsur. propfr bott tightnes. b occordonoe with oppllcoble regdotions. See the RES[ Sneclfkulthn for·Structural joht,1 11:MA APS rr A490 ifiRE/9/re Mforiotlon aeoprnl n"*n Motest) AU structurol steel sictions ond #lded plote rtel,bers or·e designed h accordance with AllSI/AISC 360 'Speclf}cotions for Structurol Steel Buldhos· or the CAM/CSA 516 'Lhlt States Oesign of Steel Structures*, as requhed by the speclf ked buR,Uh,g c:od¥. 2) All ,*lho of structural steel b bosed on either AVS 01.1 'Struotural Veldbg Codo - Steee or CAM/ESA VSS *Wolded Steel Construe lion ¢Motol Arcs Veldhgr, 03 requh-«d by the spcolf led buRdbig code 3) All cold forMid MeMbers ore des©ned h occordonce •lth AMSWAI51 511 or CAM/CSA 5136 •Specfications For thi Design of Cold ForM*d Steet Structu-01 ner,ber-$5 05 r/qured by the spmcifted buRdhe codu 4) AU ,eldho of cold formed steel *s bosed on AVS 013 'Structural Veldng Code - Sheet Steel' or CAM/CSA V59 'Veld/d Stret Construction (flwtol Arc Weldhg)', m required by the speolfied buidng code 5) rhbs Metal Bul.dho Suppuer tooRjty 15 IAS AC-472 Acor-*dtted {Mld CAM/(ISA A650 and W473 Certified (Ir oppUcoblf) for the des#n and -nufactrhg of Metal BuKdkig Sft,MI 6) 1 f Joists ore hcluded irth this project, they ori wpplied 05 0 port od the 5,5 tlns enoheered Metal bulaho and ore f obriooted h occorance •lth the requier,ents 0* Secth 1926.7.3 of thi OSHA ,/F ety stondords #or steel froction. dated Jclnuory 16,2001 [3 U16Y0808A Flowserve Enclosure Ridgef ield, WA Investment & Development Ventures, LL SEAMING METHOD (FOR CFR 01'ILY): DROLL LOCK|REFER TO TI«E DETAIL PAGES FOR OVISE LOCK [A00!Tlm,AL SEAMIMG !,FORMAT[[,1 OVISE LOCK 360 n/k _GAGE, FINISH:COMPOSITE CFR DECK, TYPE: ROOF LIME TRIM, PAINTED: Medium Gray EXTERIOR WALL SHEETING, TYPE: CW EXTERIOR WALL CORrIER TRIM FIMISH: MedIUM Gray EXTERIOR BASE TRIM, PAINTED: none FRAMED OPErlIMG TRIM, PAIMTED: none WALL FRAMED OPEMIMG, SIZES: FSW none BSV none LEW none REW none INTERIOR WALL SHEETIMG, TYPE: none IMTERIOR CEILIr·16 LIMER, TYPE: CL IMTERIOR WALL TRIM, PAIrITED: none YES NO The f ollo,ho criteria noy be Mmd to doterrihi the bolt tightness (Le. 'swg-tight' or 'f,Aly•pretensioned'). unless requred otherwise by local Jurisdiction or contract riquh-enents: A) All A490 bolts shell be 'fully-pretensloned'. B) Alt A325 bolts h prhory Fr-oiho (rilkj frames md brochg) nor be 'snug-tight", e*cept os follows: 'Fully-oreter)&19,fi' A)25 bolts if. c) Ejuidkng supports o crme syst/M with o copocity greater than 5 tons. b) Bukihg supports Mochhery that creates vbration. Apoct or stress-reversols on the connections. The Engheer-of- Record for the project should be consulted to evoluate for this condition. c) The project site h tocoted h o high se*t ore/. ForIBC-bosed codes, 'High SeISMIC Areo' 1, defhed os 'Sil,Mic Oest,n Category' of '0'. 'E; or 'F'. See the 'Buldhg Loads' section of this page for the defined selznic desr, category for this project. d) Any oonnection disigrntid h th,se drowhgs os 'A325-SC'.Slb--Critical (50' connectbi, Mst be free of poht, oi or other notrints thit ribew frk:tbi ot contoot surfoles Givinlzed or Ughtly rustid surfaces ori occ«ptable. C) In Canada all *325 ond A 490 bolts shall b, 'fuUy pre-tinsioned', except For secondary Members (purlhs, orts, openho f romhg, etc.) ond flong, broces. 0) Sioondory ambers (purths, Orts, opening fror,hg. etc) ond flonge brace connections moy clways be 'snug-tight', unless hdlcated otherwise h these drohgs. 3) The metal buldho suppUer shall b, notified prior to any field modlflcotions. Modifications shall bi approved by the Meta buldho supplier befor• work Is undertoken. 4) Cop,von Abbrevlotion,: 01 TYP UM[J - Typical Untiss noted Othir, lw f 1 5111 - Shicr b) 51.V - Short L/O Vertiol 9) MIC - Mot In Controot [391 LLV - Long Leg Virtlool h) SL - Steel Lkle d) MS & FS - neor Side or·d For Slde D M/A- Mot Appacobh e) 0,AL - Ovi roll Lwngth J) neS - Metc* Buldhg SuppUer 5) Construction loodi sholl not be ploced on ony *tructurol steel fraMe, ork unin,suit, froM,ork *0 50*1 boited, 5,ld,d, or otherili, odiquoidy woured. [il6) Purths and grts sholl not be usid 01 un onchoroge ppoht for o foll or-re,t systrnLntess wit ten approvel Is obtohod froM the rietcl buUiho supp{»r. 7) Purthm my only be umml as o *nlkho/,orkhg sur-Foce when hhiollho wf/ty myst,ns. ofter oU perr,orwnt bridoho hos been hitalled ond fell protuction8 pr#* III 8) Construction loads noy be ploNd only Ilthh o zone that Is .Ithbi e ¢vot ©F thecenter the of the prhary support ne*er. CFR bundles #,ould be placed drectv [] over the rigid frones 9) AU Uf tbng devices Must meet OSHA or MSHA stondords and In no cose 13 tt acceptable to usg structurol ,•er,bers suppUed by the MBS 05 0 spre/der bor or lifthg device. iffSe:56-PQkjateLE 5' - 12• Wide, to 1 1/4' Th. Others Butt-Up Structural I'.b Hot-Rolled Structud Structurol TQ- Structural PbcCold-Formid Structur,L Clilsic Roof Pinrt CFR / VR16 II Roof Panel All Well Panel Prof &6 Rod Or -*·9 Veldi High-Str,ngth M.. Machhe Bolts »*i,-.. S. 1,·r ·v.·INIn· -.-F A529 Grade 55 A572 Grade 50 Al[)11 SS Cor HSLAS Class L) Grade 55 A36 or A572 Grade 50 or *992 Grode SO A500 Grade 8 (46 KSI) A500 Grade B (42 KY) A]01£ or A1039 SS Cor HSLAS Closs 1) or A653 Grode 55 *792 Grade 80 - A792 Grode 50, Closs 1 A653 Grade 80, Closs 1 or A792 Grode 80. Closs 1 A529 Grade 50 AWS Oil/Ol.3 or CSA W59 per Bukho Code A325 Type 1 or A490 Type 1 Heavy Hex A307 Grade A Hex 26 GAGE, FIMISHrledUM Gray GAGE, FIMISH: 25_GAGE, FIMISH: Polor White 00WMSPOUTS PAIMTEOMed|UM Groy GUTTERS PAIMTE[fledluM Gray WALKOOORS, QUAMTITY:PAIMTEO: WINDOWS:PAII'ITED: IMSULATIOM (MOT BY MBS),ROOF:INCH WALLS:IMCH CRAMES (SEE CRANE PLAM FOR ADOITIOMAL CRAME IMFORMATIOM) MEZZAMIME (SEE MEZZAMIME PLAM FOR AOOITIOMAL MEZZAMIME IMFO) WALL TRAMSLUCEMT PAMELS: ROOF TRAMSLUCEMT PANELS: IfiSULATED PAMELS YES Il MD El PIPE JACKS, SIZE:.QUAMTITY: ROOF FRAMED OPEMIMGS, SEE ROOF FRAMIMG PLAM FOR SIZES RIDGE VEMTS, 10'-0' LOMG X 9' THROAT.QUANTITY: FOR OCCUPArICY CATEGORY I OR II BUILDINGS. IBC ALLOWS FOR SIMGLE STORY BUILOIMGS TO HAVE MO LIMIT FOR SEISMIC STORY ORIFT. PLEASE NOTE THAT AMY IMTERIOR WALLS, PARTITIONS, CEILIMGS, AMD EXTERIOR WALLS SHOULD BE DETAILED (BY OTHERS) TO ACCOMMODATE THIS STORY DRIFT. RECEIVED FEB 0 2 2018 City of Ridgefield Community Development YES 13 0 [3 m El El M0 FASCIA, PROJECTIOM:TOP OF FASCIA HEIGHT: FACE PAMEL, TYPE:-GAGE, FIMISH: BACK PANEL, TYPE:-GAGE, FIMISH: CAP TRIM PAIMTEO:BASE TRIM PAIMTED: E] CLOSED SYSTEM, CLEAR UNDER SOFFIT TRIM: SOFFIT PAMEL, TYPE:-GAGE, FIMISH: SOFFIT TRIM AT BUILOIMG LIME PAIMTED: Il OPEN SYSTEM, (MO SOFFIT PAMEL PROVIDED) CLEAR UNDER FASCIA: * PARAPET SYSTEM E) STRUCTURAL PARAPET C MOM-STRUCTURAL PARAPET TOP OF PARAPET HEIGHT: BACKER PAMEL, TYPE:-GAGE, FIMISH: CAMOPY, PROJECTIOM: AT EAVE LIMEU BELOW EAVE n ROOF PAMEL, TYPE:-GAGE, FIMISH: SOFFIT PAMEL, TYPE:-GAGE, FIMISH: SOFFIT TRIM AT BUILOIMG LIME PAIMTEO: CLEAR UMDER CAMOPY BEAM: EAVE EXTEMSIOM, PROJECTIOM: SOFFIT PAMEL, TYPE:-GAGE, FIt'(ISH: SOFFIT TRIM AT BUILDING LIME PAIMTEO: RAKE EXTEMSIOM, PROJECTION: SOFFIT PAMEL, TYPE:-GAGE, FIMISH: SOFFIT TRIM AT BUILOIMG LIME PAIMTED: PARTITIOM WALL SHEETIMG PAMEL TYPE:GAGE, FItlISH: PARTITIOM WALL TRIM COLOR: WAIMSCOT WALL PAMEL, TYPE:-GAGE, FIMISH: BASE TRIM PAIMTEO:JAMB TRIM PAIMTED: TRAMSITION TRIM PAINTED: FOR BUILDING ERECiON This is not an approval Bet. Your boildg isbeing fabricated No changes can be made, - 4/4/- j 2017 MEMR MEMBER ACCREDITED AC472 DESIGN CODE: 6/6 41 - CS - 0 06) 3 CERTIFIED CSAW47.1 BUILOIMG LOADS IBC 15 ROOF LIVE LOAD:20.00 PSF MBMA OCC. CLASS: II LIVE LOAD REDUCIBLE Yes GROUND SMOW LOAD: 308 PSF SMOW EXP. FACTOR, Cel.00 SMOW IMPORTANCE FACTOR, Is: 1.00 WIMD: 135 MPH EXPOSURE: 1_ UL 90 MO Closs¢c Roof -Const. Mo. 1611 Closslc Roof w// Tronslucent Panel-Const. no. 1 CFR Roof-Const. Mo. 552, CFR Roof ,/ Translucent Ponel-Const. Mo. 590, Composite CFR Roof-Const. Mo. 552Aj VR16 Il Roof-Const. Mo. 332. SEISMIC IMFORMATIOISs:0.900 St: 0.400 Design Sds/Sdi 0.684 / 0.427 Site Class: D Seisnic IMP. Factor: 1.00 SeiSMic Oesign Category: 0 Anglysis Proceduriquivalent Loterol Force Method Bosic._SEES! Ordinory Steel Moment Fernes a Ordory Stiel Cmc - Brocd FromN NOTES: 1) COLLATERAL DEAD LOAOS, UMLESS OTHERWISE MOTED, ARE ASSUMED TO BE UHIFORMLY []15TRIOUTED. WHErt SUSPE],DED SPRZMKLER SYSTEMS. LIGHTIMG. HVAC EguIPMEMT, CEIUMGS, ETC., ARE SUSPEnDEO FROM ROOF ME,BERS, COMSAN.T THE MI15. lF 11·ESE ConCE,11'RATED LOAOS EXCEED 500 POUM[15 (USIMG T)€ VEB nOUMT DETAILl OR 200 RUCS (USIng rHE FLAMGE flauttl Ofl AIL), OR IF In[HVIOUAL MEMERS ARE LOA[)EC] SIGAIFICAMTLY MORE THArl OTHERS 2) THE DESIGM OF STRUCTURAL MEMBERS SUPPORTmG GRAVITY LOADS IS COMTROLLEC BY THE MORE CRITICAL EFFECT OF ROOF LIVE LOAO OR ROOF SMOW LOAO. AS OETERMIMED BY THE APPLICABLE CODE ROOF DEAO (PSF): PRI. COL (PSF): SEC. COL (PSF): SMOV Ct. SNOW CS: ROOF SMOW (PSF): VIr[) EMCLOSURE. GCot SEISMIC R: SEISMIC Cs. BASE SHEAR (KIPS): BUILDING ADS 3.0 30 120 1.000 252 Portiol t<O.55 3.25 0.210 2.95 ERECTION MANUALS REQUIRED (ERECTIOM MANUALS ARE SHIPPED WITH THE BUILDIMG IM A WAREHOUSE PAD<IMG CRATE) OCFR ROOF O H9700 OR O H8260 0 SIMGLE CURB (H9850) CLASSIC ROOF ® H9420 OR O H8201 0 DOUBLE CURB (H9800) MWALL SHEETIMMH9430 OR []118300 OVR16 11 (H9925) ORAWIMG INDEX COVERSHEET CI. £2. £3 AMCHOR BOLT DRAWIMGS Fl. F2 COLUMM BASE REACTIOMS F2 STRUCTURAL/SHEETING ORAWIrIGS fla-_EaL-El, E'h ES, ES DETAILS 01·_IE, 03, 04, 05 VE E SS n7 rEIA 2 af 15 1 5,2 L =@ W CE D CO 0 d< ZB LU > LU05 -LLJ LL -i I LL U 6 E Sm j3 E e 0 e b U. S E 0 d US UJ [E D Z LU > Z UJ O. 0 LU LLI 0 06 X 1- 1- Z Z- US = H 5 CO DSLLI OR>I M:B e@6e Sii1 .E i m 6 LL E Et "14 ' 5--5P *'44:i ii, it" ti'n»tifih#Pit *Stip*41/52 HbfE,f'..1 1;1 /15 6 42 1 115,32*0*'gls.-*Snify 0 E E E U b & L f lu L,f m E <C 00 0 E* Z RD CY) '6 0 k rlucmm BUILDING SYSTEMS A DIVISIOM OF MUCOR CORPORATIOM PROJECT MUMBER: PROJECT MAME: PROJECT LOCATIOM: CUSTOMER: U16Y0808A Flowserve Enclosure Ridgef ield. WA Investment & Development Ventures LL Z STRUCTURAL TESTS AMD IMSPECTIOM: 1) THE SPECIAL IMSPECTOR'S DUTIES ARE AS DESCRIBED Ill SPECIAL IMSPECTIOM.THE SPECIAL IMSPECTOR'S DUTIES ARE AS DESCRIBED IM IBC 1704.3 AMD IBC 1705 2) ALL TESTS AMD IMSPECTIOMS SHALL BE PERFORMED BY AM IMDEPEMDEMT TESTIMG AND IMSPECTIOM AGEMCY EMPLOYED BY THE OWMER OR ARCHITECT.3) THE CONTRACTOR SHALL BE RESPOMSIBLE FOR PROVIDIMG THE TEST AMD IMSPECTIOM FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COOROIMATIOM OF WORK. 4) PORTIOMS OF WORK REQUIRIMG SPECIAL 1MSPEC 1 1OM: AGEMCY RESPOMSIBLE FOR IMSPECTIOM AMD TESTING TO BE NAMED BY OWMER LATER. A. STRUCTURAL STEEL: 1. MILL REPORTS AMD IDEMTIFICATION OF STEEL (AFFIDAVIT OF COMPLIAMCE) 2. SAMPLING AND TESTING OF SPECIMENS 8. WELOIMG: 1. ALL STRUCTURAL WELOIMG (IMCLUDES DECKING AMD WELDED STUDS), EXCEPT WELDING IM APPROVED SHOPS PER IBC 1704.2.2 2. ULTRASOMIC TESTING OF FULL PENETRATION WELO COMMECTIOMS AT MOMENT FRAMES, BRACED FRAMES, BEAM SPLICES, AMD FIELD WELOS. 3. STRUCTURAL LIGHT GAGE METAL FRAME WELOIMG C. BOLTIMG: 1. HIGH STREMGTH BOLT A3255C AMO A490SC (PRETErISION VERIFICATIOM) 2. HIGH STREMGTH BOLT A325M AMO A490X (PER COVER SHEET NOTES) 3. EXPAMSIOM/AOHESIVE AMCHORS IM COMCRETE OR MASOMRY YES El El . El El . . I III . 0 . 0 M0 . 0 E] El El MEMR MEMBER ACCREDITED AC472 M/A 0 0 CERTIFIED CSAW47.1 :R E 1ES ·E .ik Sk 321 1# Z :Ri 5 Ul 05 D 60 0 d< Z 24 LUIll >m 658 L.1 CE S LL In 6 1-921 .1 61 ili:1411/iiRES#K: .4:jifilit![flil li mi S iE iW S f 6 EE E U *ist ¤E,6Milin8,# 21AM 0 d US LLI 1- Z LU > k- Z UJ OL 0 -J ILI > LU 0 06 X 1- 1- ZZ LU 0 3 # 60Or co D1 U-JO6* r e e Ef *a EE = 05 5 0 E E LL 1!j 13 !8 <C 5 00 m 0 Z ED 0 N 0 ENLARGED DETAIL /F=L FG-FW53 • THIS WELD TYPICAL FOR ALL FLANGE TO ENDPLATE WELDS SHOWN. 0 0 -5 IblR:LNgL@nd 5 1/2" 53/4- > 3/4 /r,p,wmfo FG *TWNT SEE TTAII 7%---7/.IL GR-<*sg Wip. RANGES FROM FBEJ TO FWDS PER ENG.FG-4/*PI': WELD SZE PEB ENG. FULL LENGTH ALLET NEARSIDE- OF WEB WITH 3 OF-SNNER MOST HOLEIN FROM EACH FROM FL»l E OPPOSITE SIDE OF WEB. FG--4< . . .. .. QEIall_X Perpendicular Knee Column See Weld Standard sheet for WPS description I -3-3· DETAIL "A' 42:, 0 W 2 j: ]E >IL/5 251 MZ.02 62 *M Em& *T354 8U- *5d ,4 -1 WO 14 d E wEE m UJ Z 9 s *28 2 '., &@Z N.S. 1 "A' LFTS*WP57 CJP1 Wl'Sg9\E-*FG-5 S E S L0 5 09 LU 0 -1 0 W Y STANDARD WELDS AND LEGEND 17 43. (1) (1) (/1 -0 L 0 -0 C 0 71 (D B a_ = L 0 4- (D (D fl (f Mifi FW_3 FW_4 FW_5 C 0 .- Cl L U Ul (1) -0 £ 1/2 t 3/4" > 3/4" Knee - FG-s,W53\ 2" min WPS7*WSJ-- Typical Column See Weld Standard sheet for WPS description *9151 FW_3 FW_4 FW_5 FS-S>WW< .Wpsg> C,Pl•FG-*EER£ , 1/tr ::-ir QEIMCK N.S., 7- *57$EE DETAIL TYP, FIXED BASE DETAIL Seedelp'ttdard Bheet for WPS Bose plate extension and onchor bolt locations moy very. m idii 5 1/2"FW_3 1 1/G FW_4 > 3/4.AN_5 FG-5 >rn 1FG- 5*WRF\01\1 TYP. PINNED BASE DETAIL S119 pl?mdord shel for WPS FG- 51<4AV44FG-ED FW53 <aL Typ. Ranae Brace Clip FG-F¥63-3- min Hrs* CJPIFG-s>- ' FWS;/114/ 11 1 -11 =mi Runway Beam 1VP11r--«FG' Interior Wide Fionae Fixed Base Plate Crane Stop FG 5>-64 4 FW04 <FG-5 Runway End SPECIAL DETAILS See Weld Standard sheet for WPS description C 0 L 0 Q) D X8 1- 00 0- 1- 63 62 0 E 13 91= % -/ /7*54<FG-5 FWS#<FG-5 -=I- AAE jNotch pi Typ Stiffener Detail Section A-A :5 E;i Preq (f) U) (1) 0 0 L CL -0 E 2 FWS* *G-5 X X X X 1. *f ED 8 C) 0 LO 2 e . 1.. :r' -a v, te 45 X X X X :C¥ 9 S a 2 CD & 5 6- .*9 X X X 1-8 % a 0 0 a X : 0 5 CD X % 0 3 a. 1 X X X 0 -a . 5 0 2 g X X X 4 X 4 12 12 § C 0 C 0 CD F) X X X * 2 ie 13 67 0 X 0 un 6 01 5 i 0 X X X X (f) 5 C) X X (\1 *% 0 80 :k X X 8 O 0 :d 0fE S d R d X C) X X X 5 a lit 0 n5 0, 50 -2 0 W 0 0 0 S Cl- MT 0 / a 0 X F 9 FG-5 FW54 -? F'EdiG-5 FG-6>F - FWS#*G-5 Structural Column 2fR> 4 Fl-wP54 2FR»46<FG-5>FWSr\F- Pipe or Tube Column LJ Tube Brocket Structural Details See Weld Standard sheet for WPS description 5 & 3 E8 0. ii 0 X X 5 Cl b d 0 0 X X S X X X X : a U 0 A a. X X X 9 E C 0 lEi 0 D 0 - Te 8 X X 0 (1 2 X 5 a. X . kE d - W 0 X X 9 X X 1 5 2S 50 & 0 X 0 W 15 Bd X X X 1/12 0 -0 5 & X Y Z a 0 2 X X X (n & X 0 Ed ff% J. if: PS X i : X X 8 0 ika Ed i ·R :: 0 5} & 0 W 2 8 Ci X X X X FWSS - RLLET WELD. ONE_SIDE FAR SIDE WELD: $ Fll ALLET FWS;lA'4:L,Ar Frr r-- , FY,0$- Fll.LET WFI D. BOTH SIDES £Eg;7 r-r; nuET 11=10,7 /,WGr OR /li /: D 22*44=8 FWR_-Full length flilet on near side with•(Max. 0/5 or 33 ntlet return at both ends on .==n -s-opposite aide of plote. 185 - OR /-1 / 58 Max.0/5 or 3') WP1$ - Full length fillet on near side of web with Y of fillet past inner most hole in from each flonge T--6 olong the opposite side of web.97rzx 13] Arrir OR -1 01033 . 0 10. E=% # *.0live g & l 0 -- 0 X X 8 E 0 X X CJP1 - COMPLETE JOINT PENETRATION. SINGLE BEVEL WELD NEAR SIDE WELD:FAR SIDE WELD:CJP1 /EisT r--F*ACK GOUGE 81 (52 r--1/-1012ZD »m»©*ACK GOUGE =811 .A.--Dpi BEVEL SIDI4/fa PURLIN / GIRT / CHANNEL QTY\' fSHAPE(5) O8CO6O T <THICKNESS SIZE''' <X T66b X X m -5 - 0 r-U) 0- X X XX XX XX XX I *·* b ·I b:i95 i:55S d » 1- gif '.,1 8 4/215'&35 :/88 4 I m @ 55 f 1 E Ec 0 E Es 22 1 1 9 8 f¥ iiI B3 5E 44 @* XX XX XX XX Ef1 5T %1 fi £ 26 0 ) CJ E.· I.) & N I 5 0- B 4 X X ' ' ' h' h 8%99;d 8 A °4 54 od d'• dd AZLL WL 5 X X Sin ·¤E'4-/Al 52§ 15/ B0 X X N E I S X X '8 % S 598 r'i 5 E b Z a E r) It t/) & 4 15. 70 5 1 C 5 U.m 5 X X X X 1 (n h: 5 S £1- #Y 4 5 :2 --0 0 U X X N 5 I X X EAVE STRUT QTY\1 <SHAPE 1(SLOPE(9) BE2O75 SIZE.IT THICKNESS X 1-66b 2 ey n 5 5* Y=r. 5 0ubs R Sy Evo OPA in (/} % X X X X 15% 5% B ily §aa <C I.- 0 1?EZ5 0,1. De A Ui X X X N r 5 0. X 5 a (D % S Z S Cl 10 1 E b X X X -0 Y -U : X 15 18 -0 Y B Ei 0- 0 E N I X X Y§ 8 5 .'? X X 1 0 a_ X X X X g 5% e' %8 8- B2 f\ Sey Be: U 0 = N 4 3%1 4& f B 1 X X X X S a- 53 & '6 156 111 ..5 111 CE CO 0 d< ZB LU- >m w <r, LU 1360 6-ICE f LL e I. LL E g g M S 4- Yl ii 11 11 5 Z a 6 LL 5 E U 5 6 0 d LU IE D Z LU > Z LU 0 LU > UJ 0 06 X 1- 1- Z Z- ELI 0 2, iE 1-- 3 1- U) 14' Z Iililli*.I1.iti}ilili 2 1*.6/4.*Ir. ST91% se #M limi ait 1 8 Z 9 a S LL e Iii 3 LUW I0 00 8(D m OD 0 CO 0 (3)· 5 0 0 . 0 b i -V- 1 - o Dia= 3/4" m Dic- 1 " * 1 64 01 C S m X G (j) 1 1/2" LLI] B •• u. E [7.]A 1 1/2" 27'-6" X-Bracing 27'-6" 55'-0" OUT-TO-OUT OF STEEL C 3 TTE ili D 9 ANCHOR BOLT PLAN NOTE: Ali Base Plates O 100'-0 (U.N.) 27'-6" 27'-6" 1 1/2" B [LE] A [n] 1 1/2" I.- 0. C 0 0 6- X @ High Eave r- ® Low Eave * -r- - 1 ANCHOR BOLT SUMMARY 21 Local. 1% Typo P[;$ 0 16 Endwoll 3/4 F1554 3.00 Frnm•3/4' F1554 3.00 Windkint 1 ' F1554 3.00 ANCHOR BOLT PLAN GENERAL NOTES 1. THE SPECIFIED ANCHOR ROD DIAMETER ASSUMES F1554 GRADE 55 UNLESS NOTED OTHERWISE.*NCHOR ROD MATERIAL OF EQUAL DIAMETER MEETING OR EXCEEDING THE STRENGTH REQUIREMENTS SET FORTH ON THESE DRAWINGS MAY BE UTILIZED AT THE DISCRETION OF THE FOUNDATION DESIGN ENGINEER.ANCHOR ROD EMBED- MENT LENGTH SHALL BE DETERMINED BY THE FOUNDATION DESIGN ENGINEER. 2. METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR PROJECT FOUNDAnON DESIGN.THE FOUNDATION DESIGN IS THE RESPONSIBIUTY OF A REGISTERED PROFESSIONAL ENGINEER, FAMIUAR WITH LOCAL SITE CONDmONS 3. ALL ANCHOR RODS, FLAT WASHERS FOR ANCHOR RODS, EXPANSION BOLTS, AS WELL AS ALL CONCRETE/MASONRY EMBEDMENT PLATES ARE NOT BY METAL BUILDING MANUFACTURER. 4. THIS DRAWING IS NOT TO SCALE. 5. FINISHED FLOOR ELEVAnON = 100'-0' UNLESS NOTED OTHERWISE. 6. SINGLE" CEE COLUMNS SHALL BE ORIENTED WITH THE "TOES TOWARD THE LOW EAVE UNLESS NOTED OTHERWISE. 7. ANCHOR RODS ARE REQUIRED ONLY IN THE QUANTITIES SPECIFIED.BASEPLATES MAY BE FABRICATED WITH MORE HOLES THAN NEEDED FOR THIS PROJECT. 8. THE ANCHOR BOLT LOCATIONS PROVIDED BY METAL BUILDING MANUFACTURER SATISFY PERTINENT REQUIREMENTS FOR THE DESIGN OF THE MATERIALS SUPPUED BY THE METAL BUILDING MANUFACTURER. PLEASE NOTE THAT THESE REQUIREMENTS MAY NOT SATISFY ALL ANCHOR BOLT CONCRETE EDGE DISTANCE REQUIREMENTS DEPENDING ON THE DETAILS OF THE FOUNDATION DESIGN. BECAUSE FOUNDATION DESIGN IS NOT WITH- IN THE METAL BUILDING MANUFACTURER'S SCOPE OF WORK, IT IS THE RESPONSIBIL- ITY OF THE QUALIFIED PROFESSIONAL DESIGNING THE FOUNDATION TO MAKE CERTAIN TIIAT SUrrICIENT CONCRETC [DGE DISTANCE IS PROVIDED FOR THE ANCHOR BOLTS IN THE DETAILS OF THE FOUNDA- TION DESIGN. 8% & i: i8 0 Siz u :im LLI D CO 0 d< Z* LULU > LU05 - LU LLf Co LU &5 8 n LL E E E U- m mE ggE f 0 d ll.1 D 1- Z LU > Z LU a_ 0 -1 UJ > LU 13 06 Z LU i U) 8 LU P> f 8 .r„3,61/1/41}[disti Ifi #£18!!41% '8.ff#jiff{Pa E U b CO i1 %8 1- e* VI E U 6 E emi &TiC ligh 20#1 X Z 0 CO D 0 I B f S LL E 11 -r in W 5 e <E 5 CO So 5>B ID %D nl 0 LL Dia Dia= (n 3/4" 8" T T 0 0 COOO 2" 2 DETAI L A 3/4" 1 1pv- r 7Olo 0000 111. 2" 2' f 1'-4"1 '1 /2" DETAIL B Dia= 3/4' 0 See Plan DETAIL C Dia= 3/4" 0 See Plon DETAIL D 8" 1 1 -1- 0 0 0 0 -1- Lid 2" 2" 1 1 0 0 0 0 -14-1 - 2" 2' ---4 8 4 4*' 4" 4. 2 4 2 4" 4, 10" 46 6' 4,-0 4 10" IW 1 1/2" 40, 00 04 CW 1 1/2" 10" SW 1 1/2" SW "Dia = 1 U) 00 8" f f a i E B 2' 2" : 1 '-4". 1 1/2" DETAIL E a 8 . rl -1L__J CE=-ICL: --/ 2 40,0 00 re TYPICAL COLUMN BASE PLATE DETAIL 4 2'-2" IW 1 1/2" COLUMN FINISH<- FLOOR . ANCHOR BOLT FRAME UNES: 2 H V T mi)UN UNE RIGID FRAME: NICHOR 80135 * 641 PLATES Frm Col Anc._Bolt Base_Plate (in)Elev. Une Une Qty Dia Width Length Thick (in) 2 A 4 0.750 8.000 12.00 0.375 0.0 2 8 4 0.750 8.000 12.00 0.375 0.0 ENDWALL COLUMN: Frrn Une 1 1 3 3 Col Anc. BollUnemy -bio A 4 0.750 8 4 0.750 8 4 0.750 A 4 0.750 2' 4 0, oil h1 A.-- 8.000 8.500 8.000 8.500 8.000 8.500 8.000 8.500 0.375 0.0 0.375 0.0 0.375 0.0 0.375 0.0 CLR. OPEMIMG VARIES; 2'-3r (USE (2) 1/2' DIA EXPAMSIOM BOLTS PER COLUMM) GIRT DEPTH + 2' -F: j:34':.31..·1,:,R-5522-,:SECTION_A (RECOMMEMOEO) TYPICAL OVERHEAD 00OR FRAMED OPEMIMG FOUNDATION DESIGN NOTES: 1. THE ORIENTATION OF THE ANCHOR BOLT DETAIL-S SHOWN ON THIS PAGE MAY NOT COINCIDE WITH THE ACTUAL COLUMN ORIENTATION SHOWN ON PAGE Fl.PLEASE REFERENCE THE SIDEWALL (SW) AND ENDWALL (EW) STEEL LINES SHOWN ON THE ANCHOR BOLT DETAILS WITH THE ANCHOR BOLT PLAN ON PAGE Fl DURING LAYOUT OF COLUMN AND ANCHOR BOLT LOCATIONS. 2. COLUMN BASE PLATES MAY HAVE MORE HOLES THAN ARE REQUIRED DUE 10 PRODUCTION UMITATIONS.PLEASE FOllOW ANCHOR BOLT DETAILS FOR QUANTITY OF ANCHOR BOLTS REQUIRED.EXTRA BASE PLATE HOLES DO NOT NEED INFILLED PER THE MBS DESIGN SPECIFICATIONS. 10.0 ANCHOR BOLTS & BASE PIATO 80._Plate (in)El.v. Width length Thick (in) H - V BUILDING BRACING REACTIONS * Reactions(k )Panel Sheor -Wall - Col AP']1,1 FnNJA- wi,5721.Loc Line Une LEW 1 A.8 2.3 1.4 2.9 1.8 F_SW B Torsional Brocing Used R_EW 3 B,A 2.3 1.4 2.9 1.8 8_SW A 2,1 2.9 1.1 3.1 4.2 Frame Une 2 2 Frm Une 1 1 Frm Une 1 1 Frrn Uno 3 3 Frm Une 3 3 3. 2. Col Une A 8 Col Una A B Col Une 8 A ENDWALL COLUMN: 5 4. Col tne A Soil Left Vert -0.1 0.1 Dead Vert 0.7 0.7 Dead Vert 0.7 0.7 Seis Left VIA 0.1 -0.1 RIGID FRAME: BASIC COU»/7 RE,(nONS 01 ) Frame Column -----Dood-----Collateral------Uve Une Une Hou Verl Horiz Vert Hodz Vert 2 A 0.2 1.7 0.2 1.1 0.7 4.8 2 8 -0.2 1.7 -0.2 1.1 -0.7 4.6 Frome Column --Wind_Left.2--Wind_Right2---Wind_longl - Uno Une Hodz Vert Horiz Vert Hodz Virt 2 A -7.1 -1.5 0.5 1.2 3.1 -12.7 2 B -1.8 5.1 7.4 -4.0 -3.3 -12.2 Column -MIN_SNOW-- Une Horiz Vert A 1.2 7.3 8 -1.1 7.1 Seis Right Vert -0.1 0.1 Seis 013tt 0.1 -0.1 Collot Vert 0.4 0.4 Collat Vert 0.4 0.4 Seis 0.0 0.0 live Vert 2.7 2.7 Seis 0.0 0.0 aMIC COUU, RE,CTIONS (k) Wind Wind Uve Snow Leftl Rightl Vert Vert Verl Vert 21 3.7 -4.0 -5.7 2.7 3.6 -3.9 -5.6 -UN_SNOW-- Hon Vert 0.0 3.0 0.0 2.9 Wind L®n 1 Vert 3.6 -5.6 37 -5.7 -MIN_SNOW-- Hon Vert 0.0 2.9 0.0 3.0 Wind Rightl Vert -39 -4.0 Wind Left2 Vert =3:Y Wind Lift 2 Veft -5.6 -5.7 Wind Ulgk t2 -5.7 -5.6 GENERAL NOTES 1. ALL LOADING CONDITIONS ARE EXAMINED. THE MAXIMUM AND MINIMUM HORIZONTAL (Hl AND VERTICAL (V)REACTIONS AND THE CORRESPONDING VERTICAL (V) OR HORIZONTAL (H) REACTIONS ARE REPORTED. find Suct Hon 2.3 2.1 Wind Longl Vert -5.6 -5.7 Wind Wind Longl Long2 Vert Vert -5.7 -4.0 -5.6 -3.9 POSITIVE (+) REACDONS ARE AS SHOWN ABOVE. FOUNDATION LOADS ARE IN OPPOSITE DIRECTIONS. BRACING REACTIONS ARE IN THE PLANE OF THE BRACE WITH THE HORIZONTAL REACTION (H) ACTING AWAYFROM THE BRACED BAY AND THE VERTICAL_ REACTION (V) ACTING DOWNWARD. ...... RIGID FRAWE LOAD CASE ABBREVIATIONS. ......Wind_Ll/Wind_Rl: LATERAL WIND 'FROM THE LEFT/RIGHT, CASE 1Wind_l.2/Wind-R2: LATERAL WIND FROM THE LEIT/RICHT, CASE 2Wind_Ln 1 /Wind_6122. LONGITVOkNAL WIND, CESE 1 /2Seimmkc_L/S#amic R: LATERAL SEISMIC LOAD FROM LEFT/RIGHTLWINO#_L#£/1-WIND-LRIE: LONCITUDINAL WIND EDGE ZONESf#UNB SL l/f#UNd_SE.R: UNBALANCED ROOF SNOW WITH WIND FROM LEFT/RIGHTFPAT.Rl 7/F,fAT_SL #: PARTIAL. LIVE/SNOW LOADING FOR CONTINUOUS BEAM SYSTEMS -••- ENDWALL COLUMN LOAD CASE ABBREVIAnONS: --- Coljol COUATERAL LOADRafter Wind_L/Roller Wind_R: LATERAL WND FROM THE LEFT/RIGHTarcce Wir,d-L/Broce Wind_R: LATERAL WIND FROM ME LEFT/RIGHTWind_P,/Wind_S: LONGITUDINAL WIND PRESSURE/SUCTION ON COLUMNSWind_Ln: LONGITUDINAL WIND SUCTION ON ROOFSe;,-1/Sein_R: LATERAL SEISMIC loAD FROM LIn/RIGHTE#UNB_SLUE#UNS_SL R. UNBALANCED ROOF SNOW WITH WIND FROM LIFT/RIGHTrE#PAT_LL #/ECPAT_SL F; PARTVL UVE,/SNON LOADING FOR CONTINUOUS BEAM SYSTEMS Wind -3.9 -4.0 Snow-----Wind_Lettl - HoAz Vert Horiz Vert 1.4 9.2 -3.2 -12.6 -1.4 9.0 -5.7 -5.8 --Wind_Long2- -Seismic_Left Ho*z Vert Horiz Vert 3.1 -12.7 -0.9 -1.3 4.3 -12.2 -1.1 1.3 Wind Press Horz -2.1 -1.9 Wrind Wind Suct Hon -1.9 2.1 -2.1 2.3 -Wind_Riqhtl -HoMz Vert 4.4 -9.9 3.5 -14.9 Seismic_Right Hodz Vert 0.9 1.3 1.1 -1.3 REACTIONS ARE PROVIDED BY LOAD CASE IN OROER TO AID THE FOUNDATION ENGINEER IN DETERMINING THE APPROPRIATE LOAD FACTORS AND COMBINATION TO BE USED WITH EITHER WORKING STRESS OR ULTIMATE STRENGTH DESIGN METHODS.WIND LOAD CASES ARE GIVEN FOR EACH PRIMARY WIND DIRECTION, FOR ASCE7- 10 BASED BULOING CODES THE UNFACTORED LOAD CASE REACTIONS DUE TO WIND ARE GENERATED USING ULTIMATE DESIGN WIND SPEEDS (Vult). Wind Long2 Vert -3.9 -4.0 U1 fE m E 18 Z im" f ZE 52 2 U-1 CE D co 0 d< Z 2, LU > 111 LU LL U. S S W 6 ./ 8 2 52% f tailififlialilEll#viallizy 'Flizzath;id in am mi .6 0/ is M 8 fE kK 0 d LU D 1- Z LU Z LU 0- 0 -1 LU > LU 06 X 1- 1- Z Z- LU 0 28 0 D LU O2>I *%*Z iges E E Ul Lr} a LL W IEn 1% r- C 5 0 iE 5 CO m0 ED N 0 LL ® 0 0 0'1 W 0 La_ U) L- 0 0 r- 0 0£ <C PURLIN LAP 01 1 C) W 1 0 W 0 EU rl 27'-6" E-4 RF1-1 m @- 3 ER-1 RF1-2 P-1 (Typ) E-1 0& 2'-5 1/4/ RF1-3 2'-5 1/4" E-3 ER-2 p-2(Typ) m 09.60- -3 r-} E-2 ROOF FRAMING PLAN 1 55'-0" OUT-TO-OUT OF STEEL CS>. 27'-6" m L_J 1 0 LU 1 0 LU <C rE High Eave Low Eave Xt- ' CD br MEMBER TABLE ROOF PLAN MARK PART P-1 10Z089 P-2 102089 E-1 10E060 E-2 10E060 E-3 10E060 E-4 10E060 CB-5 RD805 ROOF SHEETING LENGTH 359.000 359.000 329.500 329.500 329.500 329.500 377.000 CONNECTION PLATES ROOF PLAN 0 ID MARK/PART 1 PCC04 PANELS: 26 Ga. CR Golvalume ROOF FRAMING PLAN GENERAL NOTES 1. PLACE TAGGED END OF RAFTERS TOWARDS THE LOW EAVE. 2. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ROD CABLE RDB- = 5/8" ROD CAA- = 1/4" CABLE RDC- = 3/4" ROD CAB- = 3/8" CABLE RDD- = 7/8"ROD CAC- = 1/2" CABLE RDE- =1" ROD RDF- = 1 1/8" ROD RDG- = 1 1/4" ROD 3. PURLIN AND EAVE STRUT CONNECTIONS UTILIZE BOTH A307 AND A325 BOLTS.REFER TO THE DETAILS FOR SPECIFIC USAGE REQUIREMENTS. 4. THIS DRAWING IS NOT TO SCALE. sn '6 65 i 41 3 %- W CE D U) 0 LU LU 0, 05 r LU LL* cow LICE f LL 8e 1 k f/ m ,-4L>2W 8a it 8. n e C) EE 15 S1 5 84 0 Cks 0 d CO LLI EL D Z LLI > Z UJ CL 0 -1 UJ > LU 06 X 1- 1- Z Z- We Sz f /1/-/i ii Liffs/W'12'' F . a D . ti a lf 2 1!liff;kil!41 E t= ) me#9 fig#imme 1/ti E r-r > f 6 LL 1- 1 I 5 -2 'E <C 5 65 5> r- LU 0 1 -g C\1 U) 0 r- C.) r- CD V- 27'-6" 55'-0" OUT-TO-OUT OF STEEL F <, <3> ROOF LIMER SHEETING PLAM PAMELS: 26 Go. CL - Polar White 27'-6" TRIM TABLE FRAME LINE B OID PART 1 HTD121 2 HTD 1 21 3 HTD121 4 HTD 121 LENGTH 121.000 121.000 121.000 121.000 . <, DETAIL TRIM_800 TRIM_801 TRIM_70 TRIM_71 i k1 .- r Ol 8 6 . T 8 & -6 a il iii UJ U) 0 d< ZB UJ > LU DY r LAI LU M-i 20-8_105 : LL il 0 6 LL n 5 S SREE g 0 d W 05 J 1- Z LLI > Z UJ 0 __1 LU > LU 06 X 1- 1- K i LU 0 i U) D22 UJ 0B>IBz & C.E :2 &1{.Emits/*22=/gWii/Hf% +M..E•'P/z=r._ ./46:'SE 3& ,·.3 2Zrk* PRE 6*Ne*";5553- ua,u E eul I v- - r 51 01 m E f X in ., W LD r0 m 5 19> Er 03 LU SPLICE PLATE & BOLT TABLE Mark SP-1 Qty Top Bot Int Type Dia Length 4 4 0 A325 0.625 2-25 0 1 N V- It r') F) , CY) -4 m Width Thick Length 6" 3/8" 1'-5 1/4" 2 L 10" - 1 4'-10 9/16 Bi 777777 77 00 r- V- -0 V- * .,11 15/16" 1 + 0 FBE:r(2) 6 20'-4" 26 Go. CR, Galvalurne 4 @ 5'-0 1 16" RF1 -2 16'-6 1/8" CLEAR +/- MEMBER TABLE Web DepthMarkStort/End RF1 - 1 11.5/11.5 RF1 -2 RF1 -3 FBC28A(2) V CO 01 b 11.5/11.5 11.5/11.5 11.5/11.5 \11 + 1 05 1-4. 0 a- (n 777x4777,r 11 15/16,4 -, 20'-0" OUT-TO-OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE 2 . Web Plate Thick Lenath 0.125 142.9 0.125 0.150 0.125 ® 5 1/4" -1 7- f 197.8 14.4 119.8 1/2" A 12 0 1 a Outside Flange W x Thk x Length 5 x 3/16 x 142.9 8 x 1/4" x 21.4 5 x 3/16" x 197.3 5 x 3/16" x 19.4 5 x 3/16" x 133.7 Inside Flange W x Thk x Length 5 x 3/16" x 128.1 5 x 3/16" x 197.3 5 x 1/4" x 119.8 CONNECT[ON PLATES 0 ID 1 GENERAL NOTES 1. V INDICATES FLANCE BRACING LOCATIONS. (1) = ONE SIDE; (2) = TWO SIDES. 2. IF- FLANGE BRACING IS REQUIRED ON BOTH SIDES OF AN EXPANDABLE RIGID FRAME, THE OPPOSITE SIDE FLANGE BRACES WILL HAVE TO BE INSTALLED AT THE TIME OF FUIURE EXPANSION THESE FLANGE BRACES HAVE BEEN PROVIDED. AS REQUIRED, FOR THIS FUTURE CONDITION. 3. RIGID FRAMES SHALL HAVE 50% OF THOR BOLTS INSTALLED AND TIGHTENED ON BOTH SIDES OF THE WEB ADJACENT TO EACH FLANGE BEFORE THE HOISTING EOUIPMENT IS RELEASED. 4. INTERIOR COLUMN METAL TAG IS ORIENTED TOWARD THE LOW EAVE OF THE BUILDING. Mark/Part FBL&N01 9 12 .* 1f 01 5' 6 -6 &: 0 ENS 1 4 Z:A LU D 0 d< ZE LU UJ 9 > 111 LU LL8 co LIJ :Be500 S LL f : LL E i Fil 'f 11¥ {11111'liriix /-1.*i }flitiliffi} ]]fliff/52::% PP'Zi1/,b: F S IJ 5 & 9 g in li IF S .& F 'E LL E 8 .. 6 0 ZI US UJ CE D Z LU > Z LLI 0 LU > LLI 06 X 1- 1- Z Z- LU 0 & 5.-2 - kn: CO D 5*9 2506.6 0%*Z i:§6 C f b LL E{ E Z m 0 m Q! r- 0-) LU 00 E 0 (0 r- D 0 1 N <i><§><i> OI r-1 EC-2 I6 27'-6 E-1 55'-0" OUT-TO-OUT OF STEEL RF1 -3 SIDEWALL FRAMING: FRAME LINE B (Gutter with 3 downspouts) REF TRIM_22 OPEN WALL SIDEWALL SHEETING & TRIM: FRAME LINE B 9 27'-6" E-2 I6 EC-3 <5<8><§> I 0 TRIM TABLE FRAME LINE B OID PART 1 OCC01 2 MFBOl 3 JTA121 4 GTA02 5 H4000 6 RCA01 7 GRA01 8 H4000 9 RCA02 1. STD. ROD RDB- ROC- ROD- ROE- RDF- RDG- LENGTH 121.000 121.000 121.000 242.000 5.000 9.250 8.000 5.000 9.250 MEMBER TABLE FRAME LINE B MARK 1 PART E-1 110E060 E-2 110E060 DETAIL TRIM_707 TRIM_707 TRIM_707 TRIM_101 LENGTH 329.500 329.500 SIDEWALL FRAMING PLAN GENERAL NOTES ROD/CABLE SIZES PER PART PREFIX ARE: CABLE = 5/8' ROD CAA- = 1/4 CABLE = 3/4 ROD CAB- = 3/8" CABLE = 7/8- ROD CAC- = 1/2" CABLE = 1" ROD = 1 1/8' ROD = 1 1/4" ROD 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4. THIS DRAWING IS NOT TO SCALE. ifigC. S 3 be UJ 05 D U) 0 d< Z 34 UJUJ El- > LU LU LL Llcr S LL R S S Sdial alt S5a &E 0 In :6 u;g Z St 6 . 21: 41/ 11 Sly53**SES:nk 6 R} f ]11/1!81.-"I,u! '. il 10- g Ln Cl C, 6 L. 5 S isEE 0 d UJ CE D 1- Z LU > 1- Z UJ a. 0 __1 LU > UJ 0 ZZ LU 0 3 H k/j0< U) D 5z 0 g U 6 e Emit immm 'iii 5 e S C. L 2 LU m E CO 0 55 Z ED .t LU 0 r- 1 N d , 9 1' N 5'-4" 3'-9" 3'-9" 3 GIRT LAPS 0I J m m r--3 EC-4 01 N 19 CD 01 V-- 04 - 27'-6" E-3 G-5 G-5 MAR02 CD .b'1 C) M V-- 55'-0" OUT-TO-OUT OF STEEL LI @-7 -- I RF1 -1 4'-6 3/4' 1 08- 4'-6 3/4' SIDEWALL FRAMING: FRAME LINE A 2 ,SfiD Ch 01 V- <S><> CI} V- N C) -M r- CD 01 CY) M 27'-6" E-4 G-6 m /*- G-6 \ m 08»4 Q SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Ga. CW - Medium Gray 33 1 1.4 *-V (5) -1 N C) 01 (3 0-) 1 1 01 01 - C- .-1 n EC-1 S TRIM TABLE FRAME LINE A OID PART 1 OCA01 2 MFBOl 3 HEA02 4 CTA02 5 H4000 1. STD. ROD ROB- RDC- RDD- RDE- RDF- RDG- LENGTH 242.000 121.000 242.OOQ 121.000 5.000 MEMBER TABLE FRAME LINE A MARK PART E-3 10E060 E-4 10E060 G-5 10Z060 G-6 10Z060 CB-3 RD803 CB-4 RD804 DETAIL TR M_7 TR M_7 TR M_6 TR M_6 LENGTH 329.500 329.500 384.500 384.500 351.000 308.000 CONNECTION PLATES FRAME LINE A 0 ID C MARK/PART 1 1 GCC03 SIDEWALL FRAMING PLAN GENERAL NOTES ROD/CABLE SIZES PER PART PREFIX ARE: CABLE = CAA- = 1/4" CABLE = CAB- = 3/8" CABLE = CAC- = 1/2" CABLE 5/8' ROD 3/4" ROD 7/8' ROD 1 ' ROD 1 1/8" ROD 1 1/4" ROD 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4, THIS DRAWING IS NOT TO SCALE. tw S 59 8 LU CE 0 n< LUU.1 C UJ LLM co W _1 CE LL 3: a :S 5 LL E n 6 6 0 L a t1 E *5-0 :il il imi E E U b li 50 7 it f E 0 0C S> Z 0 _1 -1 US UJ CE Z LU > Z LLI 0- 0 _1 LU > LU 0 06 X H 1- Z Z- LU 0Ul = -31- inSU)D5 LUO 1 2// -f it fls,fs .-Ei.3*fip*****513 MZZEreE**33seN i:16 'tii n I. 8 I f a -> E al :,1 U,1 'n _J m w I (/j f 5 8D LO LU 0 1 r . 9 5'-4" 3'-9" 3 b Ir '' L__i EC 3'-9" 20'-0" OUT-TO-OUT OF STEEL MAR01 Al ER-1 1 I r. (\1 - [[1 G-2 0 2.4 - _12 81 --43 0-3 6-1 131 18 1 0< 1Q MAR92_ ._ _ _: | -1 -1 EC12 ENDWALL FRAMING: FRAME LINE 1 9 9 12 1/2"A -- to C\1 2.4 'r- ro 01 hi r- N r- ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Ga. CW - Medium Gray ® 1/2"11 12 4'-6" 3'-9" 3'-9" I 0 N V- " P BOLT TABLE FRAME LINE 1 LOCATION Columns/Rof TRIM TABLE FRAME LINE OID PART 1 OCA01 2 MF801 3 OCC01 4 MF801 5 JTA121 6 RTA01 7 RTA02 QUAN 1YPE DIA LENGTH' 6 A325 1/2" 2" LENGTH 242.000 121.000 121.000 121.000 121.000 121.000 242.000 MEMBER TABLE FRAME UNE 1 MARK PART EC-1 W085075 EC-2 WOBS075 ER-1 W125120 G-1 10Z067 G-2 10Z075 CB-1 RD801 CB-2 RD802 DETAIL TRIM_7 TRIM_7 TRIM_707 TRIM_707 TRIM_707 TRIM_2 TRIM_2 LENGTH 131.313 122.625 239.188 229.250 229.250 242.000 246.000 CONNECTION PLATES FRAME LINE 1 0 ID MARK/PART 1 PCC04 2 EWA01 3 GCC03 4 GCW10qcb ENDWALL FRAMING PLAN GENERAL NOTES 1. STD. ROD/CABLE SIZES ROD ROB- = 5/8' ROD ROC- = 3/4" ROD RDD- = 7/8' ROD RDE- =1 " ROD RDF- = 1 1/8" ROD RDG- = 1 1/4' ROD PER PART PREAX ARE: CAAI F CAA- = 1/4 CABLE CAB- = 3/8 CABLE CAC- = 1/2 CABLE 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4. THIS DRAWING IS NOT TO SCALE. 3.0 *& 6 i ill .1.. El31 LU D 0 d< ZB UJ > 111 LU ,2, MO-8-_ICE F LL E > f 6 6 4- CD S ES ji -i 0: a 6 Li ; 0 US LU CE D 1- Z UJ > 1- Z LU 0 -1 ILI > LU 06 X 1- 1- Z Z- LU 0 & U) D88 9 SE - I hi 2 li P*¥P* i. p,.¥6154.*:ZI738*44 Y 9.rpil. E it PPRE.shfilltil :P: E E U 6 n 2 Z 0is iill & f 6 LL S S 1.1, r <C 5 ms B co (D LU . 0 1 . /1 1 /2" 12 4'-6" 3'-9" ® r -0 3'-9" Q .. L ----- ] EC-3 12 [I] 20'-0" OUT-TO-OUT OF STEEL 03.2 ER-2 m MAR01 G-4 V- 1 81- G-3 @MAR02 IJ EC-4 ENDWALL FRAMING: FRAME LINE 3 9 9 0 N F) 04 9- {-0 (\1 0'1 ENDWALL SHEETING & TRIM: FRAME LINE 3 PANELS: 26 Go. CW - Medium Gray M €) S 5'-4" 3'-9 3'-9" .. N V- 0 N BOLT TABLE FRAME LINE 3 LOCATION Columns/Raf TRIM TABLE FRAME UNE 3 OID PART 1 OCC01 2 MF801 3 JTA121 4 OCA01 5 MFBOl 6 RTA02 QUAN TYPE DIA .NGTH6 A325 1 /2" LENGTH 121.000 121.000 121.000 242.000 121.000 242.000 MEMBER TABLE FRAME UNE 3 MARK PART EC-3 W085075 EC-4 W085075 ER-2 W125120 G-3 10Z067 G-4 10Z075 CB-1 RD801 CB-2 RD802 DETAIL TRIM_707 TRIM_707 TRIM_7 TRIM_7 TRIM_7 TRIM_2 LENGTH 122.625 131.313 239.188 229.250 229.250 242.000 246.000 CONNECTION PLATES FRAME LINE 3 0 ID MARK/PART 1 PCCO4 2 EWA01 3 GCW10gcb 4 GCC03 ENDWALL FRAMING PLAN GENERAL NOTES 1, STD. ROD/CABLE SIZES Roo RDB- = 5/8' ROD RDC- = 3/4" ROD RDD- = 7/8"ROD RDE- =1 ROD RDF- = 1 1/8" ROD RDG- = 1 1/4" ROD PER PART PREFIX ARE. CABLE CAA- = 1/4 CABLE CAB- = 3/8" CABLE CAC- = 1/2" CABLE 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE RELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4, THIS DRAWING IS NOT TO SCALE. 'E u'l 6 & .gial# t8 S5 /:3 LU CE D 0 d< ZB >m DZ r- LLI LL8 U) LU:BCD5 o Q 8-Joi : LL E B C) 3 6 LL E E U 6 m1 in 8 s ii dz Q! S W C. f a 6 li 5 EE 0 d LU D Z LU > 1- Z LU 0- 0 -1 LU LU 0 E g U b 06 X 1- 1- ZZLU 0 5 H cO<5 u D %3I i.§15 ,& ti kififiribbit}Ifi:*i< 1 lifilt6 *,2,3 1 f 4'1 1,2 % b, 0 CE :Ee em** le:8 :ii1 E 6 LL E E .1./ I LO . r. == if < 5 B (Dab X- ED r- '6 UJ g 8 6 *1 RAFTER RAKE ANGLE (L. L.V.) MK. MAR01 FASTENER MK. H 1020 AT EACH SUPPORT PURLIN r---t -51 1-0 -iF -*+0 SHOP WELDED CLIP - \ 0 0 GIRT LAP SEE ELEVATION CLIP MI<. PCC01 PCC02 PCC02 PCC03 PCC04 PCCOS PURUN 8" 8" 12" 10" 10" 12. BOLTED CLIP @ SINGLE CEE RAFTER 8 USE (4) 1/2' x 1 1 /4- A307 BOLTS H0500 / NUTS H0400 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS Al ) ERECTOR NOTE: AT EACH LAPPED GIRT CONNECTION, (1) 1/2" X 1 1/4" THIN HEAD BOLT H0515/NUT H0400 MUST BE USED TO ATTACH THE FIRST GIRT TO THE GIRT CLIP. THE BOLT/NUT ASSEMBLY MUST BE WRENCH TIGHT PRIOR TO THE LAPPED GIRT BEING INSTALLED. REFERENCE THE STANDARD LAPPED GIRT DETAIL" FOR MORE INFORMATION. FCOLUMN 0 0 F GIRT 0 -/ j GIRT TO COLUMN USE (7) 1/2' x 1 1/4' *307 BOLTS H0500 / NUTS H0400 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS ' ,H2 ) BOLTS REQ'D ONLY AS SHOWN, NOT @ ALL HOLES. SEC. A" _ROOF(2) H 1020 --f.,2-7 LINE (1) PER END MAH 1 _ -/'- (4) ESW01 5--1 WASHERS SECTION "A" G 6" - CAP PLATE/ RAFTER HIGH EAVE STRUT TO RIGID FRAMEUSE (4) 1/2" X 2" A325 BOLT H0603/NUT H0300 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS 4- 0 T RAFTER 8" 12" 8" 8'* 12" 12" GIRT LAP SEE ELEVATION 0 5 g SINGLE OR DOUBLE - CEE ENDWALL COLUMN (4) 1/2"0 X 2 BOLTS - TYP. (6 BOLTS O SINGLE CEE RAFTER) A325 BOLTS H0603 NUTS H0300 . CLIP MK. EWA01 REQ'D ATA I'SINGLE CEE - RAFTER f oF 64" . RAFTER 117 SECTION A ENDWALL CEE COLUMN TO RAFTER COLUMN TOP CUP FACTORY WELDED TO COLUMN REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS (81 j BOLTS REQ'D ONLY AS SHOWN EW RAFTER (1) ESW01 WASHER EAVE STRUT TO ENDWALL RAFTER USE (2) 1/2- x 2' A325 BOLTS H0603 / NUTS H0300 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS . ROD DIAMETER 5/8" 0 3/4" 0 7/8" 0 1" 0 1 1/8" 0 1 1/4" 0 MARK NUMBER ROB -- RDC __ ROD __ RDE RDF __ RDG-- WEB OF COLUMN OR RAFTER HILLSIDE WASHERS (2) H0930 (2) H0930 (2) H0930 (2) H0960 (2) H0960 (2) H0960 COUPLING NUT (QUANTITY VARIES) ROD BRACE WEB TO WEB FLAT WASHERS (2) H0210 (2) H0220 (2) H0230 (2) H0240 (2) H0250 (2) H0260 A307/A325 NOTS (2) H0310 (2) H0320 (2) H0325 (2) H0330 (2) H0450 (2) H0340 COUPLING NUTS H0810 H0820 H0830 H0840 H0850 H0860 SEE PLANS AND ELEVATIONS FOR BRACING MARK NUMBERS ROD ASSEMBLY MK. RD___ HILLSIDE WASHER, FLAT WASHER, AND NUT 26 Q3 r- 1'-4. %COLUMN 1 r SINGLE CEE ,. 2- . 4- 0 8"/12" GIR-f /COLUMN 3 4" ,; @ 10" GIRT 1 /' w SY?rCUP r- / k/ CUP 0'- sos 1|1 GCCO3 ,---GC803 *vEE 0 23 8.1.---Oe--00 4 - /11/2" 5 7 m OC\!62 COr,-00 00 ....- 09 \\\ + ttit \\\ --- F) if) S 1..1 0-0- -0-0 LGIRT ANGLE MK. MAGol1/21_ LEN GIRT WITH (2) H 1020 (FIELD CUT TO LENGTH) CLIP MK. GCW08 @ 8" GIRT GCW10 0 10" GIRT GC811 @ 12" GIRT BYPASS ENDWALL GIRT AT CORNER o USE (10) 1/2' i 1 1/4' A307 5 EIOLTS HOSOO / NUTS H0400 8 REFERENCE ERECTOR NOTE FOR TYPCAL WASHER REQUIREMENTS U BOLTS REQ'D ONLY AS SHOWN, NOT @ ALL HOLES. U_ 01- 05 SEC. 'A" G G D7 ' 1- EAVE STRUT SECTION "A" (2) ESW01 WASHERS CLIP MK. EWA01 RAFTER HIGH EAVE STRUT TO ENDWALL RAFTERUSE (4) 1/2" X 2" A325 BOLT H0603/NUT H0300 EWA01 CLIP CAN BE ORIENTED DOWNSLOPE IF NEEDED-- FIELD DRILL HOLES IN RAFTER AS NEEDED FOR EWA01 CLIP SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS BRACE TYPE CABLE (ANY 0) 5/8" 0 ROD 3/4" 0 ROD 7/8" 0 ROD 1 " 0 ROD 1 1 1/8"0 ROD 1/4" 0 ROD BRACE ROD (OR EYEBOLTIF CABLE ASSY) TURNBUCKLE H0730 H0710 H0720 H0730 H0740 H0750 H0760 BRACE CLEVIS BCS04 BCS02 BCS03 BCS04 BCLO5 BCL01 BCL02 FLOOR ANCHOR BCC01 BCC01 BCC01 BCC01 BCC02 BCCO2 BCC02 A325 BOLT H0640 H0640 H0640 H0640 H0660 H0660 H0660 A325 NUT H0330 H0330 H0330 H0330 H0340 H0340 H0340 SEE PLANS AND ELEVATIONS FOR BRACING MARK NUMBERS TURNBUCKLE BRACE CLEVIS BRACE CLEVIS T-CLIP MARK BCC__ (SEE ANCHOR BOLT PLAN FOR 1-INISHFI) F I OOR ANCHORING REQUIREMENTS) DIAGONAL BRACE TO FLOOR ANCHOR ( Q6 ) PURLIN LAP f SEE PLAN 0 f- 0 PURLIN- 0 0 0 0 3 PURUN LAPSEE PLAN 1 RAFTER \ PURLIN TO INTERIOR FRAME RAFTER 0 USE (8) 1/r x 1 1/4' A307o BOLTS H0500 / NUTS HO400 @ REFERENCE ERECTOR NOTE FOR TYPKJAL WASHER REQUREMENTS '62 ) m (2) H 1020 -1 (1) PER END\rn ANGLE MK. /1 MAH SL BOLTS REQ'D AS SHOWN PLATE WASHER MK. ESWOl (2)L LOW EAVE EAVE STRUT AT BYPASS GIRTS R USE (4) 1/2' 1 2' 4325 BOLTS HO6O3 / NUTS HOJOO REFERENCEE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS J 2 0 0 SHOP WELDED CLIP RAFTER/ CAP PLATE E U 1 .5 5E fW 5 Y* 6 2 C. LU Of D CO 0 d< Z* LU 0, >MOf - LU LLW co LU /BE 20-B_ICE S LL 5 liz ..g ==El 0:96 Cl cD 2 E inS U ./ "i ii i It ./ 5 r E Lt. S * g U E 6 yl 0 d U.1 [r D 1- Z ILI > Z Ul 0 -1 LU > LU 0 06 X Z i LU 0 fafts 033ra ll' 02>I5 Z i 5/2 id i 1 ti +Ish/0, ./2015413;Iltfl?.s 5&19/*4646/* BEW= r E ZE?ia:i aiii 19 b LL Ul . 11-1 5 CY U) CO 0 8 90 LO r- 0 - E m m 5 L- 0 a_ 2 Z 0 0 d LK 3 5 /- WALL PANEL BASE ANGLE MK. MAR02 (S.L.V.)TEN AT 3'-0" O.C. MAX. * ' (FASTENERS NOT BY NUCOR) f BASE NOTCH WITH ANGLE SEE WALL- SHEETING ERECIlON NOTES FOR fASTENER LOCAllONS *T3 ) TYPICAL FLANGE BRACE MARK NUMBERS ACTUAL FLANGE BRACES DO NOT HAVE MARK NUMBERS ON THEM FBC FBD FBE L.-CL INDICATES LENGTH OF FLANGE BRACE IN INCHES LENGTH L--[=L- INDICATES LENGTH OF FLANGE BRACE IN INCHES LENGTH L-[IL COUNTER - SEE CHART LENGTH COUNTER 01 02 03 04 LENGTH 35 7/8 37 1/8 49 1/2 50 1/4" 4 11I ERECTOR NOTE: UNLESS SPECIFICALLY NOTED OTHERWISE, STANDARD ZEE GIRT ORIENTATION IS TO HAVE THE GIRT TOED DOWN AT THE STEEL LINE AS SHOWN IN THE DETAIL BELOW. UNLESS SPECIFICALLY NOTED OTHERWISE, STANDARD CEE GIRT ORIENTATION IS TO HAVE THE GIRT TOED UP AS SHOWN IN THE DETAIL BELOW. STANDARD CLIP ATTACHMENT IS BELOW THE GIRT, HOWEVER SOME DETAILS REQUIRE THAT THE CLIP BE ABOVE THE GIRT. (REFER TO THE GIRT DETAILS ON THE ERECTION DRAWINGS FOR REQUIREMENTS)BOTH CUP ATTACHMENTS ARE SHOWN IN THE DETAIL BELOW. COLUMN |11 ----1 CONNECTION Ls:d ,opnoNAL cLIP ZEE - GIRT 44 CEE GIRT Lur -1 ,STANDARD CLIPZ»CLIP 5; ril, CONNECTIONw 0- GIF d W M CLIP ZEE GIRT ORIENTATION CEE GIRT ORIENTATION . STANDARD GIRT ORIENTATION DETAIL a NOTE: BYPASS GIRT CONDITION IS SHOWN FOR REFERENCE 8 ONLY.YOUR PROJECT MAY HAVE FLUSH OR INSET GIRTS. to U g 0 52 PURUN RAFTER 7· f.. , 2'-4 1/2 or 3'-6 UNER PANEL FBL01 W/ (1) H0603 BOLT 0603 BOLT Typ H0300 NUT H0200 WASHERS IFBNOI W/1(2) HO603 BOLTS r|(2) H0300 NUTS 10 H0200 WASHERS FLANGE BRACE MARK FB NOTE: 1/2'0 X r A325 BOLTS ARE REO'D FOR BOLPNG FLANGE BRACES. INSTALL- FBN01 PRIOR TO INSTALLING UNDERSIDE FABRIC, VAPOR BARRIER OR UNER. TYP FLANGE BRACE @ PURLIN & RAFTER SEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS FlELD CUT AND FZATTEN PANEL RIB If INTERFERENCE WITH FLANGE BRZE OCCURS. STD. 1/2' A307 BOLTS MK. H0500 (MO WASHERS REOUIRE OUTSIDE FLAMGC GIRT LAP BOLT91OT SHOWM FOR CLARITY. REFEREMCE THE STC. LAPPED GIRT DETAIL FOR THOSE REOUIREMEMTS. " lir, / THIN HEAD 1/2' BOLT MK. H0515 ••(MO WASHER REQUIRED- FIRST LAPPED GI SECOMO LAPPEO GIRT BOLTED OR WELOED GIRT' CLIP - STD. 1/2' A 307MUTS MK. H0400 LAPPED GIRT DETAIL LAPPED GIRTS • It'ITER[OR BAY COLUMMS •= THE THIM HEAO 1/2' A307 BOLT MUST BE INSTALLED INTO THE FIRST GIRT AMD CLIP OF A LAPPED COMDITIOM THE BOLT/MUT ASSEMBLY MUST BE WRENCH TIGHT PRIOR TO THE SECOND LAPPED GIRT AFING IMSTAI I Fri BOLT H WASHER WASHER NUT BOLT HEAD WASHER NUT TYPICAL WASHER REQUIREMENTS ERECTOR NOTE_ (UNLESS NOTED OTHERWISE ON DRAWINGS) SLOT SLOT TO SLOT CONNECTIONS SLOT WASHERS ARE REQUIRED ON BOTH SIDES OF MATERIAL IF SLOTS ARE USED ON BOTH SIDES (NOTE LAPPED ZEE MEMBER EXCEPTION). SLOT SLOT TO HOLE CONNECTIONS ONE WASHER REQUIRED ON SLOTTED SIDE ONLY. - HOLE .r- BOLT/NUT ASSEMBLY 4 // REQUIRED AT LAPPEO--0 = / ZEE MEMBERS. (NO J WASHERS REQUIRED) 4*J - S SECTION "A"-44< \ LAPPED ZEE MEMBERS, PURONS OR7,1 GIRTS4<44 LAPPED/NESTED REGION * /1 00OC .0000 HOLE HOLE TO HOLE CONNECTIONS MBOLT HEAD ///- i *\ , NUT---C) - HOLE HO200 H0210 H0220 H0230 NO WASHERS ARE REQUIRED WHEN SLOTS ARE NOT USED. WASHER PART NUMBERS 1/2" FLAT WASHER H0240 - 15/8" FLAT WASHER H0250 -3/4 " FlAT WASHER H0260 -7/8" FLAT WASHER " FLAT WASHER 1 1/8" FLAT WASHER1 1 /4" FlAT WASHER NO WASHERS REOUIRED AT BOLTS USED IN THE LAPPED REGIONS OF ZEE MEMBERS. SECTION "B" 2 5 E 0:im 3r imi LLI :D 0 d< Z 5 > LU 60-8_1 01 : U_ EE G5 C. 5 Bil litilits4%*82*:ills#*Fist.,ir lailii.!8:]p li E f a 6 LL SA62fZf Jets 403 lili S U b 6 2C 2 W E 0 d UJ D Z LU Z LLI 0 U 511-1 t Ul 06 X 1- 1- Z Z" LU 0 : 1- U) 8>358z E 0 ru OW [X 0) S a 6 5 i 1/ 5 IDZ 8 E 00 0 (0 r D LO 4 . -- SPREADER BAR V\/\/\/v\/\/\/\AN 6'-06'-0 MINIMUM "MINIMUM 8 -0' MAXIMUM 8'-0'-MAXfMUY - -Il--6-3&- Ill-.I.-Il. I LPICK POINT GIRTS (TYPICAL)WIND BRACING 0 1 COLD-FORMED-%,<--RAFTER =L CORRECT LIFT 3 SPANS MAXIMUM STRAP COLD-FORMED-5 RAFTER SECTION A h LIFT -1 INCORRECT STRAP COLD FORMED ENDWALL ERECTOR DETAIL THIS WILL CAUSE THE RAFTER TO TWIST. 1) GIRTS, CLIPS, RAFTERS AND COLUMNS MUST BE SECURELY AND TIGHTLY BOLTED TOGETHER PRIOR TO STANDING UP THE ENDWALL SECTION. (NOTE: THE GIRTS PROVIDE STABIUTY TO THE ENDWALL SYSTEM DURING THE ERECTION PROCESS) 2) BUILT-UP COLUMNS/RAFTERS MUST BE ERECTED INDIVIDUALLY WHEN USED WITH COLD FORMED ENDWALL PARTS 3) THIS DETAIL IS SUGGESTED IN ORDER TO MAINTAIN STRUCTURAL INTEGRITY OF ENDWALL PARTS AFTER ERECTION. SOUND JUDGEMENT BASED ON ERECT]ON KNOWLEDGE AND EXPERIENCE SHOULD BE APPLIED REGARDING SAFETY AND PRACTICALITY OF INDIVIDUAL SITUATIONS. 4) REGULATIONS SET fORTH BY THE OCCUPATIONAL SAFETY AND HEALTH ACT, LOCAL, STATE, AND/OR FEDERAL AGENCIES SHOULD BE ADHERED TO AT ALL TIMES. THE METAL BUILDING MANUFACTURER IS NOT g RESPONSIBLE FOR INJURY, DAMAGE, OR FAILURE WHICH MAY RESULT FROM FAILING TO MEET ANY OF THESE J REGULATIONS. TYPICAL FIELD WELD REQUIREMENTS ERECTOR NOTE: (UNLESS NOTED OTHERWISE ON DRAWINGS) ALL FIELD WELDING MUST BE PERFORMED EFY AWS/CWB CERnnED WELDERS WHO ARE OUAUFIED FOR THE WELDING PROCESSES AND POSmONS INDICATED. ALL WORK MUST BE COMPLETED AND INSPECTED IN ACCORDANCE WITH THE APPUCABLE AWS/CWB SPECIFICATIONS. WELD ELECTRODES USED FOR THE SMAW (OR STICK) WEI-D PROCESS MUST BE 70 KS!/483 MPo MATERIAL AND LOW HYDROGEN CONTENT. GALVANIZED STEEL FIELD WELDING RECOMMENDATIONS PREPARATION OF WELD AREA AWS D-19.0. WELDING ZINC COMED STEEL. CALLS FOR WELDS TO BE MADE ON STEEL THAT 15 FREE OF ZINC IN THE AREA TO BE WELDED. FOR GALVAN[ZED STRUCTURAL COMPONENTS, THE ZINC COATING SHOULD BE REMOVED AT LEAST ONE TO FOUR INCHES (2.5-10 crn) FROM EITHER SIDE OF THE INTENDED WELD ZONE AND ON BOTH SIDES OF THE WORKPIECE GRINDING BACK THE ZINC COATING IS THE PREFERRED AND MOST COMMON METHOD: BURNING THE ZINC AWAY OR PUSHING BACK THE MOLTEN ZINC FROM THE WELD AREA ARE ALSO EFFECTIVE. TOUCH-UP OF WELD AREA WELDING ON GALVANIZED SURFACES DESTROYS THE ZINC COATING ON AND AROUND THE WELD AREA RESTORATION OF THE AREA WILL BE PERFORMED IN ACCORDANCE WITH ASTM A 780, STANDARD PRACTICE FOR REPAIR OF DAMAGED AND UNCOATED AREAS OF HOT-DIP GALVANIZED COATINGS, WHICH SPECIRES THE USE OF PAINTS CONTAINING ZINC DUST. ZINC-BASED SOLDERS OR SPRAYED ZINC. ALL TOUCHUP AND REPAIR METHODS ARE CAPABLE OF BUILDING A PROTECTIVE LAYER TO THE THICKNESS REQUIRED BY ASTM A 780. SAFETY & HEALTH WHEN WELDING DIRECTLY ON GALVANIZED STEEL IS UNAVOIDABLE, OSHA PERMISSIBLE EXPOSURE UMITS (PELS) MAY BE EXCEEDED AND EVERY PRECAUTION. INCLUDING HIGH-VELOCIrf CIRCULAING FANS WITH FILTERS, AIR RESPIRATORS AND FUME-EXTRACTION SYSTEMS SUGGESTED BY AWS. SHOULD BE EMPLOYED. FUMES FROM WELDING GALVANIZED STEEL CAN CONTAIN ZINC, IRON, AND LEAD. FUME COMPOSITION TYPICALLY DEPENOS ON THE COMPOSITION OF THE MATERIALS USED, AS WELL AS THE HEAT APPUED BY THE PARTICULAR WELDING PROCESS. IN ANY EVENT, GOOD VENTILATION MINIMIZES THE AMOUNT OF EXPOSURE TO FUMES. PRIOR TO WELDING ON ANY METAL. CONSULT ANSI/ASC Z-49.1, SAFETY IN WELDING. CUTI]NG AND ALLIED PROCESSES, WHICH CONTAINS INFORMAllON ON THE PROTECTION OF PERSONNEL AND THE GENERAL AREA, VENTILATION AND FIRE PREVENTION. INFORMATION COURTESY OF AMERICAN GALVANIZERS ASSOCIATION 0 CD COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED. ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, HVAC EQUIPMENT, COUNGS, ETC.ARE SUSPENDED FROM ROOF MEMBERS, CONSULT ENGINEER OF RECORD IF THESE CONCENTRATED LOADS EXCEED 500 POUNDS (USING THE WEB MOUNT DETAIL) OR 200 POUNDS (USING THE FLANGE MOUNT DETAIL). OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE THAN OTHERS. PURUN STFFENING LIP PURUN FLANGE PURUN WEB GENERAL RESTRICTION: UNDER NO CIRCUMSTANCES CAN THE PURUN STiFFENING LIP BE FIELD MODIFIED FROM THE FACTORY SUPPLIED CONDITION. ALSO DO NOT HANG ANYTHING FROM PURUN STIFFENING LIP. OPTIONS FOR SUPPORT A OPTION A (200 LBS MAX) - DRILL SUPPORT THROUGH THE BOTTOM FLANGE OF THE PURLIN. 1/2-0 MAXIMUM BOLT (NOT BY MBS) 1 " MAXIMUM FROM CENTERLINE OF PURUN WEB TO CENTERLINE OF SUPPORT OPTION C: (200 LBS MAX) IF PURLIN FLANGE SUPPORT CLAMPS ARE USED. CLAMP (NOT BY NBS) /1" MAXIMUM CENTERLINE OF SUPPORT TTACHMENTS OPTION 8 (500 LBS MAX) SUPPORT ANGLE OR SOME OTHER TYPE OF BRACKET. (NOT BY NBS) SUPPORT THROUGH PURLIN WEB. ANGLE SUPPORT (NOT BY MBS) " 1" 1 ' MAXIMUM FROM CENTERLINE OF PURUN WEB TO CENTERLINE OF SUPPORT - -X - TOTAL PROJECTED DISTANCE FROM THE CENTERLINE OF THE PURLIN WEB TO THE END| OF THE END OF STIFFENER UP. (- 3 5/8" +/- 1/16.1 NOTED THE CENTERUNE OF- THE SUPPORT MUST BE WITHIN 1 " FROM CENTERLINE OF THE PURLIN WEB. CENTERLINE OF PURLIN PURLIN SUPPORT METHODS VI 6 1 &: Z* E S5 LU 05 D CO 0 d< ZB LULU £3- > LU 85 85 900 8 _-1 CE : LL E 0 f LL 5 Q! 8 § U b 4- -k 8 Z r. S @ > :3 a 6 LL E U 6 a e 0 -1 __1 US LU CE D Z LU > Z LU a- 0 -1 LU > LU 06 X 1- 1- ZZ LU 0CE K2 » 00 LU 05*I :0&8'Kirt,z,Y: 25- It 2» B 8./. 166 alit r. va a In 6 LL E 1 11,1 R < CO 0 65 5> :CO ED LO 0 B Flj 0 0 f g 0 <C Cl 5 0 0 12'12'12' I -- m 7' 7' In 70 cy r-11--1r---11 HIGH EAVE. RIDGE. & EPID LAP I 120 ,12 5: , ru 9 1/2' . ru 9 1/2' ,at 9 1/2' r---ni _- IMTERMEDIATE PURLIMS 12. -<frn rn r 12' ----= I rn I rn r. 12' ed e d ---- n rn I rn IN SEE THE CLASSIC ROOF SIDE LAP FASTEMER SPACING DETAIL FOR SIDE LAP FASTEMER SPACIMG EMO LAP, IF REQUIREO STRUCTURAL FASTEMER MK. H1030 {TYP) LOW EAVE EMO OF PAMEL RIDGE OR HIGH EA PURLIN IMTERMEDIATE PURLIM EMO LAP PURLIM (IF END LAP IS REQUIREO) EAVE MEMBER (VARIES), EAVE IMTERMEDIATELOW EAVE STRUT SHOWN FOR REFERENCE PURLIM CLASSIC ROOF STRUCTURAL FASTEMER SPACING (STANDARD) 12'12' -- h HIGH EAVE, RIDGE, EMO LAP & IMTERMEOIATE PURLIMS ---- IU MM cu 12' ---- LOW EAVE 12* ---- Ail m i r- SEE THE CLASSIC ROOF SIDE LAP FASTEMER SPACIAG DETAIL FOR SIOE LAP FASTEMER SPACIMG EMO LAP, IF REOUIRED STRUCTURAL FASTEMER MK. H1030 (TYP) LOW EAVE EMO OF PAMEL EAVE MEMBER (VARIES), EAVE STRUT SHOWM FOR REFERENCE INTERMEDIATE PURLIM RIDGE OR HIGH EjjPURLIM InTERMEDIATE PURLIM EMO LAP PURLIM (IF EMO LAP IS REQUIRED) CLASSIC ROOF STRUCTURAL FASTEMER SPACIMS ROOF PAMEL 1-5QEEA&E -PURLIM-2STRUT SHOWN - FIRST TWO LOW EAVE SPAMS (EACH SUPPORT AMD 6' On CENTER BETWEEM SUPPORTS) EQUAL __ EgIBL,_«EQk-41 -pirm SPAMS > OR = TO 5'-0' (EACH SUPPORT AMO 1/3 POINTS BETWEEM SUPPORTS) MOM-UL 90 UL 90 SEE DETAILS BELOW LEFT FOR SIDE LAP FASTEMER SPACING AT THE REMAINDER OF THE PANEL RUM SIDE LAP FASTEMERS (MK. H1050) AT EACH SUPPORT AMD 6' OM CEMTER BETWEEM SUPPORTS AT THE FIRST TWO LOW EAVE PURLIM SPAMS TYPICAL SIOE LAP SEE THE CLASSIC ROOF STRUCTURAL FASTEMER SPACING DETAIL FOR STRUCTURAL FASTEMER SPACING EFNALE -_-£044£7 ROOF PAMEL -PURLIM- SPAMS LESS THAM 5'-0' EACH SUPPORT AN[) MIDPOIMT BETWEEM SUPPORTS EACH SUPPORT AMD SPACED EQUALLY BETWEEN SUPPORTS. MOT TO EXCEED 20' a'-87. (01£1 PURLIM UPSLOPE FROM EAVE -FIRST PURLIM UPSLOPE FROM EAVE EAVE MEMBER (VARIES), EAVE STRUT SHOWM FOR REFEREMCE r 3/32' x 1/2' TAPE / MASTIC MK. H3010 SIDE LAP MASTIC DETAIL CAT FULI. LEMGTH OF All SIDE LAPS) CLASSIC ROOF SIDE LAP FASTEMER SPACIMG (STAMOARD) n ERECTOR NOTE: THIS BUILDING HAS SPECIFIC ROOF FASTENER REQUIREMENTS. PLEASE REVIEW THIS DETAIL PRIOR TO ERECTING THE ROOF PANEL. FAI LURE TO FOLLOW THESE SPECIFIC REQUIREMENTS COULD RESULT IN LOSS OF ROOF PANEL(S). 0 0 C'/ 3'-0" 3'-0" T 0 0 C 0 3'-0" 55'-0" ROOF FASTENER PLAN 3'-0" Le- 0 0 G ADDITIONAL FASTENER REQUIREMENTS MUST EXTEND TO THE NEXT PURLIN BEYOND THE EDGE/CORNER ZONES SHOWN IN SKETCH ABOVE. STANDARD FASTENER SCHEDULE H1000 SELF-TAPPNG SCREW (GOOF SCREW)f»mimM-m'-UJ 1,YA6// CONG LIFE FASTENER 3/8'0 HEAD lilg2Q 1/I* utz SELF DRILUNG ftmmm--2 5/16-0 HEAD g-3/16' THK MAX ORLLING CAPACRY H 1030 12-14 x 1 1/4- WITH WASHER SELF DRILUNGmlm=ze 5/16"0 HEAD Hl 035 12-14 » 1 1/2' Vl TH WASHER SELF DRILLINGm===3 5/16'0 HEAD H 1040 12-14 . 1 1/4- WITHOUT WASHER SELF DRILUNG@1=Za 5/150 HEAD H.1041 12-14 x 1 1/4'WfTH WASHER SELF DRILUNG 5/162 HEAD kil.Qi2 w,Mour WIAS SELF DRILLING@n==23 5/16'0 HEAD /13#16 12-14 x 2' W,THOUT WASHER SELF Dmll»KG El 5/16-0 HEAD kilml ·12-14 x 2 WITH WASHER SELF DRILLING r 5/16 0 HEADEr=mtmma 111QSQ 12-14 * 3/4» SHARP POINT Imm»WITH WASHER SELF TAPPING 5/160 HEAD @mn» Imm» 12-14 x 3/4'SHARP POINT WITHOUT WASIER SELF TAPPING 5/16-0 HEAD 12-14 1 3/4 ' SHARP POINT W(TH WASHER SELF TAPPING 5/16-0 HEAD H 1070 12-24 I 1 1/2" WITHOUT WASHER Self DRILLING9-=,%1%<tz: 0%LING CAPACITY kill.QQ 1/8 x 3/16" STAINLESS STEEL. BLIND POP RIVET H 11 10 3/80 STAINLESS GROMMET FASTENER 11122Q Ame 12-14 * 1- WITHOUT WASHER SELF DRILLING PHLUPS HFTAO PLEASE REFER TO THE ROOF AMO \/ALL SHEETING ERECTIOM MAMUALS FOR FURTHER ASSEMBLY IMSTRUCTIOMS Z : UJB . . 0crl h -E L S. E LU 05 D U) 0 d< ZB IllLU >m LU PL' U 05 LL CD S 65 .E g 0 4: u:-g 2 imi b E -I 0 It Ui LU D Z LU > Z UJ a- 0 J LU > 111 0 06 X 1- 1- Z Z- LU 0 5 1- COas 0 D R le O 0- 542#'11 .3 i/i#4:5!Iift A Infirt:-*11'/5/*5*5/fifi e -5131 m CD 5 LL !1 E8 50 f 5 8 b 4- 6 R"SE ii/5 aii r S 0 f 8 4 '2 M l/ Et IJ 11 I01 8 m <C 00 0 ms 5> Ef 9 D 0 0 . i d 3 L.. 0 n. 2 Z J Er LL 0 1 ) FIELD CUT AS REQ'D. RAKE TRIM MK. RTA $,0" TO 3" H 1060 (12" O.C.) WALL PANEL ryh START (SEE ROOF PLAN) 1 1 7£ RIB USE 0" START i LRIB / 1 IF NOT NOTED f / 'ERIB H 1050 --2 1/4" TAPE MASTIC(4" O.C.) (BETWEEN TRIM AND PANEL) MK. H3020 ROOF PANEL H 1020 AT EACH SUPPORT - RAKE ANGLE (L.L.V.)MK. MAR01 PURUN OUTSIDE PANEL CLOSURE MK. H3400 @ "CLASSIC PANEL" MK. H3420 @ "ACCENT PANEL" MK. H3410 @ REV. "CLASSIC PANEL" SCULPTURED RAKE AT "CLASSIC" ROOF SEE WALL SHE[nNG ERECTION NOTES FOR FASTENER LOCATIONS TRIM_2 EAVE STRUT, PURUN, OR CEE CHANNEL - FRAME RAFTER 7 1 / CAP TRIM-J / MK. HTD 121 L "CLASSIC" CEILING UNER SHOWN "ACCENT" CEILING LINER SIMILAR CEILING LINER AT RAFTER 8 ROOF PANEL NOT SHOWN FOR CLARITY 6 SEE UNER PANEL ERECTION NOTES FOR FASTENER SPACING SIDEWALL STEEL LIME EAVE MEMBE- Hi040 FASTEMERS AT 12' O.C. 1' (1) H 1040 FASTENER EACH SUPPORT WITH H 1060 FASTENERS 12' O.C. BETWEEN SUPPORTS TRIM_70 ) PURLIM -H1040 FASTEMERS AT 12' 0£. CEILING LIMER CAP TRIM MK, HT0121 LOW EAVE CEILIMG LIMER DETAIL 8 CEILIMG LIMER WITHOUT WALL LIMERs (TRIM_800, 0S 11/2*-7, HpH EAVE TRIMM . HEA L 0 k. 5'd 1-0- H 1060 (12" O.C.) WALL PANEL-/ ENDWALL STEEL LINE PURUN - .END OF PANEL H 1050 (12" 0.(.) OUTSIDE PANEL CLOSURE MI<. H3400 WITH 3/4 TAPE MASTIC TOP AND BOTTOM MK. H3000 H1030,SEE "CLASSIC ROOF" ERECTION NOTES FOR SPACING CAP TRIM MK. CTA02 EAVE STRUT "CLASSIC ROOF' SCULPTURED EAVE DETAIL "CLASSIC ROOF" SEE WALL SHEETING ERECTION NOTES 'TRIM_6' FOR WALL PANEL FASTENER LOCATIONS VARIES H 1040 FASTENER ATEACH SUPPORT CENTERLINE OF RAFTER F CAP TRIM MK. HTD 1 21 ROOF LINER (CLASSIC PROFILE SHOWN ACCENT SIMILAR) -ENDWALL RAFTER LINER PANEL AT RAKE DETAIL POST AND BEAM ENDWALL (BYPASS) WITH CEILING LINER PANEL TRIM_71) SIOEWALL STEEL LIME EAVE SIR- MOTE: EAVE GIRT SHOWN FOR REFEREMCE OMLY. MEMBER TYPE AT HIGH EAVE MAY VARY. PURLIM - H1040 FASTEMERS AT 12' O.C. CEILInG LIMER H)060 FASTEMERS AT 36' Of. CAP TRIM MK. HT0121 HIGH EAVE CEILIMG LIMER DETAIL [ILIMG LIMER WITHOUT WALL LIMER »TRIM_801>./ (N 0- 2 N a -1 b TLASSIC WALL'- H 1060 12 0£. . . G.1 0 '*J 0 1 OUTSIDE CORNER / UK. OCA01 - NOTE 1 ALLER TR# DIK. MFBOl (SHOWN) IS tilT REQUIRED WHERE START/FINISH DIMENSION IS LESS THAN OR EQUAL TO 3 1 /2. SEE ELEVATIONS -F GRTS t riloirTW \- \-·cAssIC WALL· FINISH DIMENSION L:1040 AT EACH SUPPORT 1060 12. 0.C SEE PUN BEIWEEM SUPPORTS 1 £ RIB OUTSIDE CORNER AT "CLASSIC" WALL END OF ROOF PANEL GUTTER HANGER MK. H2190 AT 24' O.C WITH (3) H1050 FASTENERS 1/2' TAPE MASTIC MK. H3010 5 1/4"STEEL UNE NOTE: PLACE GUlTER BRACKET UNDER THE UP OF THE GUlTER EAVE GUTTER AT "CLASSIC" ROOF HI060 12' 0£AT TRIi;/ H 1050 FASTENERS L j 12 O.C. GUTTER MK. GTA- TRIM_7 ) 3/4" TAPE MASTIC MK. H3000 (6 PIECE) DIRECTLY BELOW FASTENERS -INSIDE PANEL CLOSURE MK. H3410 WITH 3/4 TAPE MASTIC (MK. H3000) TOP AND BOTTOM 'CLASSIC" ROOF FASTEN INSULATION Wfl-H H1020 FASTENER & H2200 INSULATION WASHER 12 O.C. (AT HIGH RIB) H1030 FASTENER (SEE THE CLASSIC ROOF ERECTION NOTES DETAIL FOR SPACING) EAVE STRUT SHOWN, MEMBER VARIES.(REFERENCE THE SECONDARY LOW EAVE MEMBER OPnON DETAIL FOR ALTERNATE MEMBERS) CORMER /TRIMJ BASE MEMBER i 4 TRIM_101) 'CLASSIC PAMEL' ERECTIOM MOTES (PAMELS 36' MET LAY) H!060 STITCH FASTEnER .H1040 STRUCTURAL FASTENEE 36' 1-T I. ....1 : ....t LEAVE MEMBER -WALL PANEL - -SIDE LAP -6!RTS 411060 AT EACH1-- EMO AMO AT 30' 0£. MAX. BETWEEM SUPPORTS WIE: STITCH FASTEMERS MAY OR MAY MOT LIME UP VITH GIRT ELEVATIOMS. 1 ERECTOR NOTE: 1/2' SIDELAP MASTIC (H]mO) IS REOUIREO IM SMOVORIFT COMDITIOMS. REFER TO THE ELEVATIOMS FOR LOCATIOM REOUIRErEMTS. L BLOCK GIRTS TO tEVEL' POSIT[[,f BEFORE START[16 PAZEL ERECTIOrt MAIMTAIM V000 BLOCKIMG III[)T BY 1*85) UMTIL PAre TO STRUCTIRAL FASTBERS ARE [MSTN.LED. 2. AL-16<1 *10 Plln FIRST WALL PArEL 3. TO PREVENT 'OIL-CNI<Ire, ALL PAJEL FASTEMERS SHOULD START FROM BASE MEMBER AMD THEM BE SECURED TO EACH STRUCTURAL GIRT TOWARD DE EAVE. 4. FOU110AriOll ST BE SOUARE, LEVEL, Ale CORRECT TO THE OUT-TO-OUT STEEL Liff DIMEMSIOHS. 5. ERECTIOn CREW IS TO CLEAM ALL VALl PAMELS BEF(j£ LEAVUE JOB S[TE & ERECTOR IS TO ERECT PAfELS SO THAT St[)CAPS ARE AWAY FROM DE MAm TRAFFIC AREAS LIN IT SIGHT. 7. STORE PAMELS PROPERLY TO PREVEMT MnRE. SEE EREITICNI MAAL ELBOW MK. H2330 4 IBEmB-JAC[Im 1. IF THIS PROJECT CONfRACT SPECIFIES f- SHAPES AT THE BOTTOM OF THE DOWNSPOUT IN UEU OF ELBOWS, SEE OETAIL _/_ 2. AELD WORK (2) ELBOWS AS REQUINED AT INSET/OUTSET WALL CONDmON. 3. LOCATE DS STRAPS ONE AT EVERY "S; ElBOW AND DS SPUCE UARK OURET LOC.ATION USING A DS TO SIZE OWL AREA. NEXT. CUT ALONG THE DASHED LINES. BEND TABS DOWN ALONG THI. SOUD LINES. ATTACH El.BOW TO GUTTER TABS WITH (4) HIC)60FASIENCRS USE (4) POP RIVETS M. Ht 100 AT ALL ELBOW, -S; AND DOWNSPOUT CONNECTIONS U.N.0. rULL OR PARTIAL SECTIOM AS REOUIRED 1. 1-ELBOW MI< H2330 DOWNSPOUT STRAP BRACKET UK. DEK)1 FOR FULL SECTION USE WNTH -ACCENT- PANELMALE. Er«ATTACH AT PANEL RteONLY USE (2) H 1060fiLE. EnD SCREWS DOWNSPOUT STRAP WK. L TYPiCAL AT k -0'*01 (SCREW STRAP TO WALL USING (1) H1060ALL SPLICES SCREW). RELD BEND AND FULL OR PARTIAL /REN *ASTEN ST¢LSP TO DSSECTION AS / t>f MTH (2) H1000REQUEED - £FASTENERS. MK. H2330 DOWNSPOUT STIP (A¢K. DPAOt) AND STRAP BRACKETS <AK 08%1) ARE ALSO PROVIDEDFOR MASONRY WALL APPUCATIONS AS WELL AS FOR ATTACHMENT TO COLUMNS. FASTENERS TO MASONRY ARE NOT PROVIDED BY THE Al.85. H1O60 FASTENERS ARE PROWDED FOR COLUMN ATTAC}*IENT APPUCATIONS, PRE-DRUING WILL BE REQUIRED. E GUTTER AND DOWNSPOUT AT OVERHANG f REFERENCE GUTTER AND DOWNSPOUT SCHEDULE FOR (ml,4-22)o DOWNSPOUT MARK NUMBERS NOTE: FASTENER ATTACHMENT Of- JTA mIM BY OTHERS IF ATTACHING TO MASONRY H 1040 0 EACH SUPPORT H1060 12" O.C. BETWEEN SUPPORTS JAMB TRIM MK. JTA POP RIVET 12" O.C. MK. H1100 OUTSIDE CORNER TRANSITION TRIM MK. OCC01 NOTE 1 GRT (STOPS AT NASONRY IF REQ'D) LCLASSIC WALL , START/nNISH DIMENSION , ' SEE PLAN 1 E E RIB SEE WALL SHEEnNG ERECTION NOTES FOR FASTENER LOCAMONS TRIM_707) FILLER mIM MK. MF801 (SHOWN) IS tlaT REQUIRED WHERE START/FINISH DIMENSION IS LESS THAN OR EQUAL TO 3 1 /2". SEE ELEVATIONS OUTSIDE CORNER AT OPEN WALL t iE I. 0 -6 0 : W i imi LU 05 D U) 0 d< ZB LU UJ El > LLI05 - LU LL Co LU:*(D I .L le is -1 f 2 U. n 6 m is 5 S iiil 8a S S > 0 f L. S 0 =1 LU CE Z LU > 1- Z UJ a_ 0 -1 LLI LU 06 X 1- 1- Z Z- LU 08 J K s WO 55 I 8 L i 5.& zi /15=i5fs£UPk1fil/411* E kSftif:21%148#itiff:{ iI. E.". I'll*:/}* E E U 6 ./ al 6 K E ZE 6lili .SiEB E 5 e a 6 LL > 5 I m I. 5 iE 5 :(D RD LD Lf') 0