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6015 192nd Street NE_BLD1132_2026
Permit No. / . J� City of Arlin eTton NOTICE C and Iaspectio.,w.Report Date Called Address 6, , Time Call ! �_ Contractor/Owner L By Requested by TYPE OF • REQUESTED ❑ Setback ❑ Reroof ❑ Insulation ❑ Plumb GW ❑ Roof Diaphragm ❑ Gas Piping Fooling ❑ Framing ❑ Woodstove ❑ Foundation ❑ Drywall Nailing ❑ Final ❑ Concrete Slab ❑ Rough-In Plumbing ❑ Reinspection ❑ Shear Wall ❑ Furnace [] Other ❑ APPROVAL CORRECTION REQUIRED DK5_Ctzrrections listed below MUST BE MADE before work can be approved. ❑ Work listed below has been inspected and approved. ❑ CALL 435-0724 FOR REINSPECTION-24 hour notice required. 21, G S Inspector Date 46 Permit No City of Arlington — NOTICE and Inspection Report Date Called Address 1 ' '1 Time Iled � Contractor/Owno10 v B Requested by ((_o TYPE OF • REQUESTED ❑ Setback ❑ Reroof ❑ Insulation ❑ Plumb GW ❑ Roof Diaphragm ��'j Gas Piping ❑ Footing ❑ Framing [�j Woodstove ❑ Foundation ❑ Drywall Nailing ❑ Final ❑ Concrete Slab ❑ Rough-in Plumbing ❑ Reinspection ❑ Shear Wall ❑ Furnace ❑ Other APPROVAL ❑ CORRECTION REQUIRED ❑ Corrections listed below MUST BE MADE before work can be approved. Work listed below has been inspected and approved. ❑ CALL 435-0724 FOR REINSPECTION-24 hour notice required. -r Inspector Date /T Permit No. City of Arlington NOTICE and Inspection Report Date Called Address _ zz F6 /,Li���l Time Called Contractor/Owner lif�C By Requested by TYPE OF • REQUESTED ❑ Setback ❑ Reroof ❑ Insulation ❑ Plumb GW ❑ Roof Diaphragm ❑ Gas Piping ❑ Footing Framing ❑ Woodstove i ❑ Foundation ❑ Drywall Nailing J Final ❑ Concrete Slab ❑ Rough•In Plumbing ❑ Reinspection ❑ Shear Wall ❑ Furnace ❑ Other APPROVAL ❑ CORRECTION REQUIRED ❑n Corrections listed below MUST BE MADE before work can be approved. C_/\W--O, rk listed below has been inspected and approved. ❑ CALL 435 0724 FOR REINSPECTION-24 hour notice required. Inspector . Date �� Permit No �J3� City of Arlington NOTICE and Inspection Report Date Called / Address �d `� OF/ ���/ r Time Called p�t Contractor/Owner By Requested byJ TYPE OF • REQUESTED ❑ Setback ❑ Reroof ❑ Insulation ❑ Plumb GW ❑ Roof Diaphragm ❑ Gas Piping ❑ Footing ❑ Framing ❑ Woodstove ❑ Foundation Drywall Nailing ❑ Final ❑ Concrete Slab ❑ Rough-ln Plumbing ❑ Reinspection i ❑ Shear Wall ❑ Furnace ❑ Other � C� APPROVAL ❑ CORRECTION REQUIRED ❑ Corrections listed below MUST BE MADE before work can be approved. V Work listed below has been inspected and approved. ❑ CALL 435-0724 FOR REINSPECTION-24 hour notice required. -� Inspector , __= Date i CASCADE TESTIf\' ABORATORY,INC. g 2 3 0 TESTINGS.INSPECTION i F--GINEERS / GEOLOGISTS PREVIOUS REPORT No. 12919 N.E.126TH PLACE. 2061623-9600 CERT. NO. KIRKLANO,WA S6034 I DATE EVERETT ^ \ 12061259-0617 r �' / '- 3 0 7 - 7-! ,,� � i PROJECT, J k LOCATION BLDG.PERMIT NO. OWNS 7 TO: � WEATHER 1-1�4y� TEMP. AT AM aJAI AT 7 PM ENGINEER Ala J� de D 14 ARCHITECT ATTN: CONT ACTOR 7 f (2) (3) INSPECTION PERFORMED ITEMS INSPECTED — FOUNDATIONS _ RESTEELICONCRETE — RESTEEL ONLY — FOOTINGS _ SLAB _ RESTEELJMASONRY _�STR.STIWELDING — AUGER CAST PILES _ COLUMNS — OTHER =7 51R.STIBOLTING — DRILLED PIERS — WALLS — BEAMS LOCATION(AREAS) w O�� J ` G., (5) DESIGN STRENGTH(f'c) CONCRETEIMASONRY MIX NO. SUPPLIER TOTAL CU. YD. PLACED SLUMP(INCHES) SPECIMENS CAST AIR CONTENT(%) SEE CYLINDER REPORT NO. YES_NO _ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG.DEPT.APPROVED PLANS,SET NO. REMARKS: /' `' qUIVIU 7 z Y�U e W��A a o V, u e 1,U Y eN�i. i/ eD,1�/U�L�7oy✓s o c c iv d 740 �J -/Vy 1�'//�1 No B7Lj rYS NI S'r�r �(C� Jrr�4Gr Y 17i� S HOURS ON PROJECT I I �- — TRAVEL TIME TRAVEL MILEAGE L APPROVED BY INSPECTOR: FIELD REPO COPIES TO: /' � ( ') SIGNED_ FORM NO.CTL-89-1 ie � I I I City or Arlington FIRE OEPART!TENT CHECRLIS'" PERMIT J DATE 3 NAME: LL-A - � ADDRESS BUILDING USE �-LGYh �� �o-- I►./ OCCUPA CY CLASSIFICATION TYPE OF CONSTRUCTION I I II III IV V F.R. I F.R. ONE-HOUR I N ONE-HOUR N H.T I ONE-HOUR N PLEASE NOTE ALL NECESSARY CORRECTIONS OR RE0QIRE4ENT9 ON SITE PLAN IN RED. SITE PLAN: APPROVED � DENIED ACCESS REQUIR�vMrE ITS: FIRE LANE REQUIRED : YES NO SPRINKLct2 SYSTr—X REQUIRED: YES NO HYDRANT REQUIRED: YES NO OF HYDRANT'S REQUIRED LOCATION OF HYDRANTS FIRE FLOW REQUIR... fM;T: ALARM SYSTMI REQUIRED: YES NO KNOX BOX REQUIRED: YES NO LOCATION: FIRE EXTINGUISHERS REQUIRED: YES- NO LOCATION: ADDRESS LOCATION ON BUILDING: LETTER SIZE• FIR- DATE: I� ��, ,� r� city or f - Arlington D'T'T�,zTI^5 DEPAR=m� c n , T'ST DATE' ACCOUNT it NAME: ,� �) �� J\ ADCRESS: / , / ' BV*i'i,DING USE: `- �l\ r �# OF BUILDING UNITS: �_ ZAa ,' �Ja'I'a T L N7CE38ARY CORQa'r'- TONS OR ON 3" BLDG WATER WATT METER RE4Ui'4 : Dom'= DEFT SIZE Sc rm RrQUI Y^S Na HZA TH D EPT AP PRO VAi,: YES NO SIDE Scw--7R pT REQUIR.�'D: YES NO TOTAL, DESIGN UNITS REQUIRZD: GARBAGE CON'L'ATNZR PAD• YES ' NO SPRIN2,ZR SYS':v-X: Y^S NO Y S NO LOCATION: CURB: YES •ter+ GII'r""'rcZ: YES SIDE WA Z: p 36v'rve-• YES F SMITH) : YZ. 7 gyp.-ti 'XRMIT C�so /* UTILITI=-S SUPERVISOR: DATE f� BUILDLNG PERMT APPLICATION CHECKLIST RES & DUPLEX CONLtii & LND APPLICATION APPLICATION SITE PLAN SITE PLAN ARCH. DRAWINGS ARCH. DRAWINGS STRUCTURAL DRAWINGS STRUT DRAWINGS LEGAL DESCRIP LEGAL OESCRIP 'i ENERGY CALCS ENERGY CALCS ` STORM DRAINAGE STORM DRAINAGE SEPTIC TANK DESIGN SEPA CHECKLIST UTILITY DRAWINGS STRUCTURAL CALCS THREE (3) COPIES OF EACH FOUR (4) COPIES OF EACH ARE. ARy FOR APPLICATION REQUIRED FOR APPLICATION. >>>>>>>>»»>>»»>>»»>>>>>>»»»»>>»»»»»»»»»»»»> ZONING SETBACKS: FRONT USE REAR LOT COVTRAGE SIDE <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<««<<««<<<<< NOTES: DATE: SIGNED: I _ � �� - - Ci ty of Arlington — s Company Name Owner's Name Job Address Permit Number__ Original Permit Application - Date Received Original Construction Permit Copy - Data issued Legal Description - on file N/A Plans Requirement Checklist - Completed N/A Planning and Zoning Review - Completed N/A Energy Calculations - WSEC NW-EC Field Inspection Record - Job card issued Site Plan - On File N/A Copy of Plans - On File Hanging See Loca;.oz N/A Destroyed Storage Health Department Anproval - N/A On File S . E. P .A. Checklist - Exempt N/A On rile Utilities Information Questi.onair e & Application - N/A On File Existing Adequate Fire Department Approval - N/A Comments on File Verbal Approval By Date Time Airport Commission Approval. - N/A On File Engineering Approval - N/A Storm Drainage Verbal Approval By Cate Time Contractors Registration Status N/A_ Expiration Data Structural Calculations - N/A On File Soils Data - Assumed stable sail _ On File N/A Certificate of Occupancy - N/A Data Issued I I 1 ' +� I f t City of ARLINGTON DE?.LRT+fMVT OF ?QBLZC WORKS PI,AN?V,VG AND ZON'VG (1) S.E.P.A. : ALLOWABLE LOT COVERAGE Exempt Checklist E. I. S. Required AILAWED : (2) Shoreline Management: sxowN: Permit Required: Yes No MORE/LZSS Data of required Fermi: APPROVED (3) Subject to variance: NOT APPROVED Yes No (4) Subject to contract Rezone: Yes No - (3) Subject to Plat or Short Plat Conditions: Yes No (5) Location on legally separated lot: Yes No (7) Subject to State or Local Mood Zane Permit: Requirements : `Les No (3) Zoning Compliance: A. Zone Classif ication_ B . Permittad Use: Yes C. If no, extention of non-confarming use: D . Minimum lot size required: Shown: E. Yard Requirements: Required Shown 1. Front 2 . Side 3 . Rear F. :height Limitations, Maximum G. Screening Requirement: Yes No H. Landscaping and Plan required: Yes No I. Parking: I. Off-street parking Required: Yes No 2 . Plan provided: Yes No 3 . Adequate parking provided: Yes No R.''4I2'WED BY: LATE: i i City of Arlington Building Department DETER-NIINATION OF S E P A CATEGORICAL. EXETNII'TION .ACTION OR APPLICATION TITLE: BRIEF DESCRIPTION OF ACTION: CODE REFERENCE ALLOWING ON: w.a.c. 197 - 11 - 800 PERSON MAKING DETERMINATION: DATE �k 11 1 i ENGINEERING & STORM DRAINAGE PERMIT , DATE: NAME ADDRESS: TYPE OF BUILDING: PLEASE NOTE ALL NECESSARY CORRECTIONS OR REQUIREMENTS ON SITE PLAN IN RED. APPROVED\YES DENIED\NO STORM DRAINAGE DRAWINGS STORM DRAINAGE CALCS ROW REQUIRED AMOUNT REQUIRED: EASEMENT REQUIRED AMOUNT REQUIRED: CURB GUTTER SIDEWALK PAVING TRAFFIC MITIGATION FEES TOTAL ADT x $50 : AMOUNT OF MITIGATION FEE: CITY ENGINEER: DATE: .� I - - - r. - - - - - - �. � RFr. VF.n JAB CITY t.:}t _ir�C;TOiI City of Arlington Community Development January 13, 1994 600 E. I st. St. Arlington, Wa. 98223 Attention: David Anderson ph. 435-0724 Reference: Permit Application's Bldg's "B" & "C" Welco Lumber 6615 172nd st. N.E. Arlington, Wa. 98223 David, Enclosed are the following for your review. (2)Building Permit Applications, (1) for BLDG. "B", & (1)for BLDG. "C" (4)Revised site plans indicating the proposed building locations, "B", & "C" along with letter from Engineer review of existing Storm Water System. (4)Floor Plan and Building Elevation Drawings (4)Foundation Plans and Engineering with Calculations. (4)Building Plans and Engineering with Calculations. Kent Boyd Apple Builders, Inc. cc file 94-17 C't- O i Arlington 1'?'Y-A-,f M To r-7 CA=Z / ft3i,C .S S CGS USZ cz ^"-177 OF CANS'='Q crrr-:cCR. .^-4 3="? -•t z3O — — N\C t e�.4-7 Na CN 3C= ,TVG: � f �!. 1 a - � City of ARLINGTON DEPARTMENT OF PUBLIC WORKS PLAZgNING z1ND ZONING REVIEW (1) S.E.P.A. : ALLOWABLE LOT COVERAGE Exempt Checklist_ E. 1. S. Required__ ALLOWED: (2) Shoreline Managament: SHOWN: -- Permit Required: Yes No MORE/LESS Date of required Permit APPROVED (3) Subject to variance: NOT APPROVED Yes No (4) Subject to contract Rezone: Yes No (5) Subject to Plat o= Short Plat Conditions: Yes No (6) Location on lega 1 lY separated lot: Yes No (7) Subject to State or Local Flood Zone Permit: Requirements : Yes. No- (8) Zoning Compliance : A. Zone Classification B. Permitted Use: Yes_ No C. If no, extention of non-conforming use: D. Minimum lot Size required: Shown: E. Yard Requirements: Required Shown 1. Front 2 . Side 3 . Rear F. Height limitations, Maximum G. Screening Requirement: Yes No H. Landscaping and Plan required: Yes No I. Parking: 1. Off-street parking Required: Yes No 2 . Plan provided: Yes No 3 . Adequate parking provided: Yes No REVIEWED BY: DATE: �,��� ti ' � f �� Ci ty of Arlington Building Department DETER.N NATION QF S.E P CATEGORICA, EYF'Nrm rQN ACTION OR APPLICATION TITLE: BRIEF DESCRIPTION OF ACTION: CODE REFERENCE ALL O WL'vG ZXEN2'TION: w.a .c. 197 - 11 - 800 PERSON MAEING DETERMINATION: DATE .V� r ci ty of Arlington Building Perini t File Check i st Company Name Permit Number Owner's Name Job Address Original Permit Application - Date Received Original Construction Permit Copy - Date issued Legal Description - on file N/A Plans Requirement Checklist - Completed N/A Planning and Zoning Review - Completed N/A Energy Calculations - WSEC NWEC N/A On File Field Inspection Record - Job card issued Site Plan - On File N/A Copy of Plans - On File Hanging See Locator N/A Destroyed Storage Health Department Approval - N/A on File S.E.P.A. Checklist - Exempt N/A On File Utilities Information Questionaire & Application - N/A on File Existing Adequate Fire Department Approval - N/A Comments on File Verbal Approval By Date Time Airport Commission Approval - N/A On File Engineering Approval - N/A Storm Drainage Verbal Approval By Cate Time Contractors Registration P Status N/A Expiration Date Structural Calculations - N/A_, On File Soils Data - Assumed stable soil On File N/A Certificate of Occupancy - N/A Date Issued i BL-ILDL'�G PERMIT APPLICATION CHECKLIST vUL-1 COMM & IND APPLICATION SITE PLAN ARCH. DRAWINGS INGS STRUT DRAWINGS n LEGAL DESCRIP ✓/��'!3 ENERGY CALCS 0 STORM DRAINAGE EGN SEPA CHECKLIST UTILITY DRAWINGS STRUCTURAL CALCS FOUR (4) COPIES OF EACH ARE )N REQUIRED FOR APPLICATION. »»»»»»»»»»»»»»>>»»»>> ZONING SETBACKS: FRONT USE REAR LOT COVERAGE SIDE «««<<<<<<<<<<««<<<<<<<<<<<<«««««««<<<<<<<<««««<<< NOTES: b zD DATE: SIGNED: _ ;� _ I s ;, • "., ENGINEERING & STORM DRAINAGE PERMIT # DATE: NAME: a - e If— ADDRESS: / TYPE OF BUILDING: PLEASE NOTE ALL NECESSARY CORRECTIONS OR REQUIREMENTS ON SITE PLAN IN RED. APPROVED\YES DENIED\NO STORM DRAINAGE DRAWINGS STORM DRAINAGE CALCS ROW REQUIRED AMOUNT REQUIRED: EASEMENT REQUIRED AMOUNT REQUIRED: CURB GUTTER SIDEWALK PAVING TRAFFIC MITIGATION FEES TOTAL ADT x $50: AMOUNT OF MITIGATION FEE: CITY ENGINEER: DATE: �' 7JA9p f 7G:1r'7l` JJOVETAIL \STRUCTURES ENGINEERING z j °r STRUCTURAL CIV: L : EVERETT, WA. (206) 742-0861 ,.•��s. . PROJECT: DATE: PAGE: SUBJECT: MY: JOB NO: I • I i i S s • �Y As z of wyi �'C' �.� :� S"GNAL EXPIR=S �� 121 3 I P r �' .\ T �] � � �1 � -a - - I a OVETA,IL STRUCTURES E t ENGINEERING STRUCTURAL \\ CIVI.I. r ."` EVERETT. WA_ (206) 742-0861 '°• „' .,• PROJECT: ^ DATE: PAT SUBJECT: 6 B'Y: JOB NO: IP4 v , o I H/�'l��ih?�lly►') 2j -- FRAME REACTIONS a A 2 REACTION (KIPS) DESCRIPTION SUPPORT HORIZ VERT I. I I D+L 1 -1 .37 13.33 z �-W CI 1 2.27 -5.00 3 D+W CZ I /� 3. 1 3 D -3.04 u l WC2 2 .61 4 D+.SL+W Cl 1 1 ,85 - .92 a 4 D- .SL-W Cl 2 2.82'. 2.73 5 D+.SL+W C2 I 2.70 1 .04 1 � 5 D, .SL+W C2 2 1 .98 4.68 6 D+L+.SW CI 1 -.25 6.09 6 D+L+.5W Cl 2 2.09 7.91 7 D+L+.5W C2 1 .68 7.07 7 D+L+.5W C2 2 1 .66 8.89 - FRAME REACTIONS a USES 16 3 sr o 1 TO BE RkF OF ABOVE FGYES. i I i OVETAIL \ STRUCTURES I; ENGINEERING r �� N7. lr . ' STRUCTURAL _ CIVIL EVERETT. WA. (206) 742-0861 I'Ii JE Tw /�� ^ DATF,: PAGE: C.IJ ` /�JL�. S�ii� SULlij E C T � BY: JOB NO: � C w 3 _ 2 111P-4`46 �u 2 w � i�� I I I iv m a 9 _ a � � I • �1 0 rVAj I\_ N O -- ,•N �•s I �' �I � N l I I I r 1.: CITY OF ARLINGTON June 15, 1993 Mr. Kent Boyd Apple Builders, Inc. 18705 67th Ave NE Arlington, WA 98223 Dear Kent: The submitted drawings cannot be reviewed as submitted. The following additional information is required for review. 1. The site plan is incomplete and should include (but not limited to) the following information: w���o„gQ P►e _ all property dimensions; indicate distance between proposed and existing structures; indicate distances from proposed and existing structures to property lines; indicate sized of all structures; indicate location of water supply and sewer or septic systems includingdrain w�\ ds• and i= ...... `= f,, indicate storm drains and footing drains around all structures and indicate slope with direction arrow. —� Provide energy calculations for building. 3. Provide engineer drawings and calculations for storm drainage design. Provide structural calculations for entire structural portion of building. Provide tax lot identification number as required by RCW 19.27.070. If you have any questions please give me a call. PS n erely, NC ON! 1!3'0 40 4a1� . 144V__ David W. Anderson 7,1 NM Building Official \wpi 1\sheiri\boyd.1tr Department of Community Development 238 N. Olympic Ave. • Arlington, WA 98223 • (206) 435-0724 • FAX (206) 435-3906 v � it �� S, , G• Dpple 000' Builders Inc. 18705 67th Ave. N.E. • Arlington, WA 98223 • (206) 435-6658 • FAX: (206) 435-6079 June 21, 1993 City of Arlington 238 N. Olympic Ave. Arlington, Wa. 98223 Attention: David Anderson Reference: Building Permit-Welco Lumber Company Sir, The attached application for commercial building permit is for Welco Lumber Company, Inc. 6615 172 nd. st. N.E. TAX # 223-105-4-011-0001 Arlington, Wa. 98223 Building Description: Use Low Temperature Dry Kiln, 95 degrees. Pre Engineered Steel as manufactured by HCI STEEL PRODUCTS. Footing and Foundation Design by Dove Tail Structures. Building Floor Plan and Elevations by Apple Builders, Inc. Enclosed are the Following per your request. 1. Complete Site plan with the following; a. all property dimensions. b. all distinces between proposed and existing structures. c. all distances from structures to property lines. d. all building dimensions. e. all water supply lines, fire hydrants, septic tanks and drain fields. f. Storm drainage system, with arrows indicating flow. This system is existing and functioning. The entire site is asphalt and crushed rock with an existing storm drainage system in place. 2. Enclosed energy calculations for building. 3. See item f. , this system is in place and engineering and calculations are not available. Welco Lumber is trying to locate these items. Please do not hold up the permit for this item, we can resolve this issue. 4. Enclosed structural calculations for pre engineered steel building. 5. Tax lot identification number 223-105-4-011-0001 N01` M_finA 110 Sincerely, Nnr ,� Kent Boyd, President Apple Builders, Inc. cc file 93-25 DOVETAIL STRUCTURES 12821 - 49TH Dr. S.E. Everett, WA 98208 (206) 742-0861 Mr. Dave Anderson June 30 , 1993 City of Arlington Planning Department Arlington, Washington subject: Stormwater Drainage Inspection WELCO Lumber Co. 6615 - 172nd Ave. N.E. Arlington, WA 98223 On June 28, 1993 , Michael P. McCann of Dovetail Structures personally inspected the existing stormwater drainage system of the WELCO Lumber Company at the above noted address. Mr. Gene Nygro of Apple Builders also was present during the inspection. We inspected all the existing catch basins noted on the site plan furnished by Apple Builders (18 total) and found all to be in a good, serviceable condition. There was no evidence of any flooding and/or plugged catch basins, although there was some minor ponding, mainly due to cribbing for the stored timber. Since the area where the new dry kiln foundation is to be installed consists of a well compacted gravel with a runoff coefficient equal -to that of concrete, the addition of the dry kiln foundation will not impact on the existing drainage capacity or pattern whatsoever. Consequently, the existing stormwater drainage system is adequate and will continue to function as such with the addition of the dry kiln. If you have any questions, please call me at 742-0861. Thank you. Sincerely, L P. OVAS r C' • z 'Z R E E1V F w S�arvn�.� 1 1�9� JUL EXPIRES�/1'Z/ Michael P. Mc afin, SE �Tr I (AN�f`X(�)F��r�LII'dG�.Jl�. �� I I f � Z CIA V OT it t-, J, a I� 1 t ►+ i� to ++ f � I LF i I � i I � '� %r I I I � m a 9 r z m f � zZ D �.. C V_ I �I N a t IQ N I f V ti 11 j'��� J� r I I HCI � .� STEEL PRODUCTS wz: INC. Steel Building Systems•Steel Hoot Systems•Building Components Corporate Office: 18520 67th Ave.N.E. Arlington,WA 98223 (206)435-8871 (206)435-9267 Fax Anchorage Office: 4041 B.St.Ste 202 Anchorage,AK 99503 (907)561-8777 (907)561-0381 Fax CONTRACTOR APPLE BUILDERS, INC. PROJECT NAME Dry Kiln, WELCO Lumber, Arlington, WA PROJECT # 603 BUILDING DESIGN LOADS: DESIGN CODE 1991 UBC LIVE LOAD 25 PSF WIND LOAD 80 MPH / EXPOSURE B DEAD LOAD 3.5 PSF { t AUXILIARY LOAD 3.0 Ceiling i MEZZANINE LOAD None RECEIVED CRANE LOAD None �NN►I N G G I-Y +ARLI G-I-ON SEISMIC ZONE 3 �4. oFWAsp� Q AL Y EXPIRES 6 1 ! 1 i� 1 11 1 1 I� TABLE OF CONTENTS L . RIGID FRAME A. FRAME GEOMETRY B. FRAME DESIGN C. CONNECTIONS 2. PURLIN DESIGN 3. SECTION SIZES A. LATERAL BRACING B ENOVALLS C., GIRTS I i _ I 1 . RIGID FRAAE A. FRAAE GEOMETRY B. FRAAE DESIGN C. CONNECTIONS . � �, r r I I i HCI STEEL PRODUCTS APPLE BUILDERS DRY KILN wE O LUMBER PROJECT NO. 603 FRAME Z o 0 Q a o ❑ ❑ o JOINT ❑ MEMBER i HC` 'E1 PRODUCTS, INC. 1, - 67th Avenue NE Arlington WA 98223 (206) 435 8871 I FRAME ➢ESIGN PAGE 1 f FeAPAL 2 DATE 4/14/1993 f PROJECT: APPLE BUILDERS PROJECT NO. 603 TIME 10:32:45 STRESS ANALYSIS FOR MEMBERS: 1 - 2 ! EFT E X T R E M 1 TY R 1 GH T EXTREM I TY WEB ---------------- --- --- -- ---- i rT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO (KSI) (KSI) (KSI) (KSI) (K5I) (KSI) (KSI) (K5I) 1 3.00 &87 .00 33.00 .131 3.00 22.87 .00 33.00 .131 .221 2 .23 LL.87 4.40 33.00 .141 3.00 22.87 2.50 33.00 .202 .181 3 -.68 33.00 9.31 33.00 .261 -.68 33.00 -9.31 33.00 .303 .141 4 -.68 33.00 12.43 33.00 .356 -.68 33.00 -12.43 33.00 .397 .115 5 -.68 33.N 14.51 33.00 .419 -.68 33.00 -14.51 33.00 .461 .103 6 -.68 33:00 15.58 33.00 .451 -1.13 33.00 -15.75 33.00 .511 .097 7 -.68 33.00 15.58 33.00 .451 -1.13 33.00 -15.76 33.00 .512 .097 8 -1.13 33.00 17.41 33.00 .493 -1.13 33.00 -17.41 33.00 .562 .097 9 -1.13 33.00 16.79 33.00 .54M -1.13 33.00 -18.79 33.00 .603 .097 GEOMETRIC PROPERTIES FOR MEMBERS: 1 - 2 i S E C T I O N D E S C R I P T 1 0 N FULL SECTION PROPERTIES P O I N T LEFT FLANGE RIGHT FLANGE W E 8 MOM OF SECTION MODULUS NO LOCATION WIDTH THK UNBR LGTH WIDTH THK UNBR LGTH THK HEIGHT S SPACE AREA INERTIA LEFT RIGHT (FT) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN2) (IN4) (IN3) (IN3) i 1 .00 6.0 .250 6.0 6.0 .250 48.0 .125 11.50 .0 4.4 119.4 19.90 19.90 2 3.02 6.0 .250 42.0 6.0 .250 48.0 .125 11.50 .0 4.4 119.4 19.90 19.90 3 6.04 6.0 .250 48.0 6.0 .250 48.0 .125 11.E0 .0 4.4 119.4 19.90 19.90 4 9.07 6.0 .250 48.0 6.0 .250 48.0 .125 11.50 .0 4.4 119.4 19.90 19.90 5 12.09 6.0 .250 48.0 6.0 .250 46.0 .125 11.50 .0 4.4 119.4 19.90 19.90 6 15.11 6.0 .250 48.0 6.0 .250 46.0 .125 11.50 .0 4.4 119.4 19.90 19.90 7 15.13 6.0 .-0 48.0 G.0 .250 48.0 .125 11.50 .0 4.4 119.4 19.90 19.90 ,317.62 6.0 .250 48.0 6.0 .250 48.0 .125 11.50 .0 4.4 119.4 19.90 19.90 9 20.12 6.0 .250 1.5 6.0 .250 1.5 .125 11.50 .0 4.4 119.4 19.90 19.90 FLANGES WEB YIELD STRESSES (KSI) 55.0 55.0 �~.. ^ ^ " , p - - . . � � � HCI STEEL PRODUCTS, INC. `�18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 FRAME DESIGN PAGE 2 DATE 4/14/1993 PROJECT: APPLE BUILDERS PROJECT NO. 603 TIME 10:32:46 PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS: 1 - 2 L E F T FLAKE RIGHT FLANGE PT - --- NO CB L/RT LD/AF CB L/RT LD/AF KL/RX KL/RY CM FIE 1 1.750 3.731 46.000 1.750 29.844 384.000 67.483 4.213 .850 32.791 2 1.000 26.114 336.000 1.750 29.844 394.000 67.483 29.488 .850 32.791 3 1.000 29.844 384.000 1.750 29.844 384.000 67.483 33.701 .850 32.791 4 1.000 29.844 384.000 1.750 29.844 384.000 67.483 33.701 .00 32.791 5 1.000 29.844 384.000 1.750 29.844 384.000 67.463 33.701 .850 32.791 6 1.000 29.844 384.000 1.750 29.844 384.060 67.483 33.701 .850 32.791 7 1.000 29.844 384.000 1.750 29.844 384.000 67.483 33.701 .850 32.791 8 1.008 29.844 384.000 1.750 29.844 384.000 67.483 33.701 .850 32.791 9 1.000 .944 12.146 1.000 .944 12.146 67.483 1.066 .850 w.791 4 f u � �� t E'er STEEL PRODUCTS, INC. 920 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 FRAME DESIGN PAGE 3 ----- - DATE 4/14/1993 j TIME 10:32:47 PROJECT: APPLE BUILDERS PROJECT NO. 603 MEMBER FORCES FOR MEMBERS: 1 - 2 I ABSOLUTE MOMENTS AND AXIAL FORCES POINT MAXIMUM -- -------- ----- NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) D+L D+W C1 D+W C2 D+.5L+W 01 D+.5L+W L` D+L+.5W Cl D+L+.SW C2 D+L D+W Cl D+W C2 D+.5L+W Cl D+.5L+W C2 D+L+.SW Cl D+L+.5W C2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1 .00 3.12 .00 13.33 .00 -5.00 .00 -3.04 .00 -.92 .00 1.04 .00 6.09 .00 7.07 00 13.33 .00 -1.35 .00 .61 .00 2.73 .00 4.68 .00 7.91 .00 8.89 2 3.02 2.55 4.14 13.33 -6.53 -5.00 -8.57 -3.04 5.27 -.92 -7.30 1.04 -.60 6.09 -1.62 7.07 4.14 13.33 6.55 -1.35 4.51 .61 7.81 2.73 5.78 4.68 5.94 7.91 4.92 8.89 3 6.04 1.99 8.29 13.33 -12.41 -5.00 -15.44 -3.04 -9.88 -.92 -12.91 1.04 -.87 6.09 -2.38 7.07 8.29 13.33 11.65 -1.35 8.62 .61 14.19 2.73 11.16 4.68 11.16 7.91 9.65 8.89 4 9.07 1.62 12.43 13.33 -17.63 -5.00 -20.61 -3.04 -13.83 -.92 -16.80 1.04 -.81 6.09 -2.30 7.07 12.43 13.33 I 15.32 -1.35 12.35 .61 19.12 2.73 16.15 4.68 15.66 7.91 14.18 8.89 5 12.09 1.46 16.57 13.33 -22.20 -5.00 -24.07 -3.04 -17.13 -.92 i -19.00 1.04 -.43 6.09 -1.36 7.07 16.57 13.33 17.54 -1.35 15.57 .61 22.61 2.73 20.74 4.68 19.45 7.91 18.51 8.89 6 15.11 1.37 20.71 13.33 -26.12 -5.00 -25.83 -3.04 -19.78 -.92 -19.49 1.04 .29 6.09 .43 7.07 20.71 13.33 18.33 18.61 .61 24.66 2.73 24.95 4.68 22.51 7.91 22.65 8.89 7 15.13 1.37 20.74 13.33 -26.14 -5.00 -25.83 -3.04 -19.79 -.92 -19.49 1.04 .29 6.09 .44 7.07 20.74 13.33 18.33 -1.35 18.63 .61 24.67 2.73 24.97 4.68 22.52 7.91 22.67 8.89 8 17-12 1.37 24.16 13.33 -28.87 -5.00 -26.00 -3.04 -21.48 -.92 -18.61 1.04 1.13 6.09 2.56 7.07 24.16 13.33 17.88 -1.35 20.75 .61 25.27 2.73 28.14 4.68 JJ 24.50 7.91 25.94 8.8899 '1 L'10.12 1.37 27.58 13.33 -31.16 -5.00 -LaJ.0(v1'1� -3.04 -LL. IL -16.56 1.04 2.19 6.09 5.27 7.07 27.58 13.33 16.45 -1.335 22.61 .61 24.619 73 31.05 4.68 25.99 7.91 29.07 8.89 HCI STEEL PRODUCTS, INC. 1 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 FRAME DESIGN PAGE 4 --�--- DATE 4/14/1993 TIME 10:32:47 PROJECT: APPLE BUILDERS PROJECT NO. 603 STRESS ANALYSIS FOR MEMBERS: 3 - 4 LEFT EXTREMITY RIGHT EXTREMITY WEB PT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO COMPUTER ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 -.27 33.00 21.10 32.44 .642 .34 28.36 21.24 31.34 .688 .860 2 -.11 33.00 12.14 31.95 .377 .17 23.97 12.64 31.12 .411 .874 3 .40 23.51 13.31 31.76 .431 .40 23.51 -13.31 33.00 .386 .849 4 .40 23.51 13.37 31.76 .433 .40 23.51 -13.37 33.00 .388 .849 5 .36 22.97 20.17 30.60 .670 .36 22.97 -20.17 33.00 .5% .768 6 .331 22.44 22.90 29.23 .794 .31 22.44 -22.90 33.00 .680 .631 7 .28 21.92 23.11 27.57 .847 .28 21.92 -23.11 33.00 .688 .439 8 .23 20.32 20.48 29.65 .698 .23 20.32 -20.48 33.00 .610 .185 9 .20 19.77 19.39 28.33 .691 .20 19.77 -19.39 33.00 .577 .099 10 .18 29.08 17.65 28.64 .622 .18 29.08 -17.65 33.00 .529 .065 GEOMETRIC PROPERTIES FOR MEMBERS: 3 - 4 S E C T I O N D E S C R I P T I O N FULL SECTION PROPERTIES P 0 1 N T LEFT FLANGE RIGHT FLANGE W E B MOM OF SECTION MODULUS NO LOCATION WIDTH THK UNBR LGTH WIDTH THK UNBR LGTH THK HEIGHT S SPACE AREA INERTIA LEFT RIGHT (FT) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN2) (IN4) (IN3) (IN3) 1 .48 5.0 .188 18.7 5.0 .188 6 8.3 .134 13.50 .0 3.7 115.4 16.63 16.63 2 2.66 5.0 .188 60.1 5.0 .188 68.3 .134 15.80 .0 4.0 164.1 20.29 20.29 3 4.85 5.0 .188 60.1 5.0 .188 68.3 .134 18.11 .0 4.3 223.4 24.18 24.18 4 4.86 5.0 .188 60.1 5.0 .188 68.3 .134 18.12 .0 4.3 223.9 24.21 24.21 5 7.47 5.0 .188 60.1 5.0 .188 120.1 .134 20.88 .0 4.7 309.9 29.17 29.17 & 10.08 5.0 .188 60.1 5.0 .188 120.1 .134 23.63 .0 5.1 413.7 34.47 34.47 7 12.69 5.0 .188 60.1 5.0 .188 120.1 .134 26.38 .0 5.4 536.6 40.11 40.11 8 12.71 5.0 .188 60.1 5.0 .188 120.1 .179 26.40 .0 6.6 606.1 45.28 45.28 9 14.89 5.0 .188 60.1 5.0 .188 120.1 .179 28.70 .0 7.0 744.3 51.20 51.20 10 17.07 5.0 .188 22.4 5.0 .188 22.4 .179 31.00 .0 7.4 901.2 57.44 57.44 FLANGES WEB YIELD STRESSES (KSI) 55.0 55.0 ICI STEEL PRODUCTS, INC. �18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 FRAME DESIGN PAGE 5 ------- DATE 4/14/1993 TIME 10:32:49 PROJECT: APPLE BUILDERS PROJECT NO. 603 PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS: 3 - 4 L E F T FLANGE RIGHT FLANGE PT -------------- -------------------- NO CB L/RT LD/AF CB L/RT LD/AF KL/RX KL/RY CM FIE 1 1.000 14.938 277.444 1.100 54.450 1011.334 35.708 18.215 .850 117.118 2 1.000 48.8421036.380 1.100 55.5721179.176 31.176 60.753 .850 153.638 3 1.000 49.809 1183.897 1.100 56.671 1347.018 27.735 63.058 .850 194.127 4 1.000 49.816 1185.035 1.100 56.6801348.313 27.712 63.075 .850 194.454 5 1.000 50.947 1361.326 1.000 101.893 2722.652 24.544 65.721 .850 247.899 6 1.000 52.053 1537.618 1.000 104.105 3075.235 22.067 68.264 .850 306.657 7 1.000 53.136 1713.909 1.000 106.272 3427.818 20.073 70.715 .850 370.609 8 1.000 56.464 1715.047 1.000 112.927 3430.093 20.848 77.987 .850 343.559 9 1.000 57.578 1862.563 1.000 115.156 3725.126 19.392 80.375 .850 397.113 10 1.000 21.884 749.749 1.000 21.884 749.749 18.134 30.844 .850 454.098 HCI STEEL PRODUCTS, INC. �j18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 FRAME DESIGN PAGE 6 DATE 4/14/1993 PROJECT: APPLE BUILDERS PROJECT NO. 603 TIME 10:32,49 MEMBER FORCES FOR MEMBERS: 3 - 4 ABSOLUTE MOMENTS AND AXIAL FORCES POINT MAXIMUM NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT -AXIAL (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) D+L D+W C1 D+W C2 D+.5L+W C1 D+.5L+W C2 D+L+.SW Cl D+L+,SW C2 D+L D+W C1 D+W C2 D+.51-+W C1 D+.5L+W C2 D+L+.SW Cl D+L+.SW C-2 3 3 3 3 3 3 3 3 3 3 3 3 s' 3 4 4 4 4 4 4 4 4 4 4 4 4 4 4 .48 12.89 22.05 1.88 -29.25 -.98 -23.17 .61 -22.50 -.41 -16.42 1.19 -.42 .72 2.62 1.52 22.05 1.88 16.62 -.91 22.70 .69 23.37 -.33 29.45 1.26 22.52 .75 25.56 1.55 2 2.66 11.19 -4.24 1.81 -19.22 -.99 -16.89 .61 -20.52 -.43 -18.19 1.16 -12.34 .67 -11.18 1.47 -4.24 1.81 19.03 -.91 21.36 .fig 17.74 -.36 20.07 1.24 6.78 .71 7.95 1.51 3 4.85 9.49 -26.82 1.74 -10.32 -.99 -11.20 .61 -18.53 -.46 -19.40 1.14 -22.44 .63 -22.87 1.43 -26.82 1.74 20.80 -.92 19.92 .68 12.59 -.38 11.72 1.21- -6.88 .66 -7.31 1.46 4 4.86 9.47 -26.98 1.74 -10.26 -.99 -11.15 .61 -18.51 -.46 -19.41 1.14 -22.51 .63 -22.95 1.43 -26.98 1.74 20.81 -.92 19.91 .68 12.56 -.38 11.66 1.21 -6.97 .66 -7.42 1.46 5 7.47 7.44 -49.04 1.66 -1.11 -1.00 -5.11 .60 -16.12 -.49 -20.11 1.11 -32.15 .57 -34.15 1.37 -49.04 1.66 22.06 -.92 18.06 .68 7.05 -.41 3.06 1.18 -20.56 .61 -22.56 1.41 fi 10.08 5.40 -65.79 1.58 6.42 -1.00 .10 .60 -13.70 -.52 -20.02 1.08 -39.17 .52 -42.33 1.32 -65.79 1.58 .22.38 -.93 16.06 .67 2.25 -.44 -4.06 1.16 -31.19 .56 -34.35 1.36 7 12.69 3.37 -77.23 1.50 12.35 -1.01 4.49 .59 -11.29 -.55 -19.13 1.05 -43.58 .46 -47.51 1.26 -77.23 1.50 21.78 -.93 13.92 .67 -1.85 -.47 -9.71 1.13 -38.86 .50 -42.79 1.30 8 12.71 3.35 -77.29 1.50 12.38 -1.01 4.52 .59 -11.26ji - « -19.13 1.05 -43.60 .46 -47.54 1.626 -77.29 1.50 21.77 -.93 13.91 .67 -1.87 -.47 -9.74 1.13 -38.90 .50 -42.84 1.30 9 14.69 1.65 -82.75 1.44 16.10 -1.01 7.53 .59 -9.22 -.57 -17.77 1.03 -45.26 .42 -49.5375 '.44 20.55 -.94 12.00 .66 -4.76 -.50 -13.31 1.10 -43.03 .46 -47.31 1.26 10 17.07 1.01 -84.49 1.37 18.69 -1.02 10.00 .58 -7.16 -.60 -i'1 1.00 -45.09 .37 -49.43 1. 17 -84.49 1.37 18.69 -.94 10.00 .66 -7.16 -.52 -15.85 1.08 -VI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 FRAME DESIGN PAGE 7 --�� DATE 4/14/1993 TIME 10:32:50 PROJECT: APPLE BUILDERS PROJECT NO. 603 FORCES ACTING ON SUPPORTS LOADING CONDITION i SUPPORT HORIZONTAL VERTICAL MOMENT NO D E S C R I P T I 0 N NO (KIPS) (KIPS) (K-FT) 1 D+L 1 -1.37 13.33 .00 1 D+L 2 1.37 13.33 .00 TOTAL FORCES ACTING .00 26.66 TOTAL FORCES APPLIE➢ .00 26.66 2 D+W Cl 1 2.27 -5.00 .00 2 D+W Cl 2 2.40 -1.35 .00 TOTAL 'FORCES ACTING 4.68 -6.35 TOTAL FORCES APPLIED 4.67 -6.35 3 D+W r 3 1 3.12 -3.04 .00 3 D+W C2 2 1.56 .61 .00 TOTAL FORCES ACTING 4.68 -2.43 TOTAL FORCES APPLIED 4.67 -2.43 4 D+.SL+W Cl 1 1.85 -.92 .00 4 D+.SL+W Cl 2 2.82 2.73 .00 TOTAL FORCES ACTING 4.68 1.81 TOTAL FORCES-APPLIEED 4.67 1.81 5 D+.5L+W C2 1 2.70 1.04 .00 5 D+.SL+W C2 2 1.98 4.68 .00 TOTAL FORCES ACTING 4.68 5.72 TOTAL FORCES APPLIED 4.67 5.72 6 D+L+.SW Cl 1 .25 6.09 .00 6 D+L+.SW Cl 2 2.09 7.91 .00 TOTAL FORCES ACTING 2.34 14.00 TOTAL FORCES APPLIED 2.34 14.00 7 D+L+.SW C2 1 .68 7.07 .00 7 D+L+.SW C2 2 1.66 8.89 .00 TOTAL FORCES ACTING 2.34 15.96 TOTAL FORCES APPLIED 2.34 15.96 i F- f STEEL PRODUCTS, INC. �8520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 FRAME DESIGN PAGE 8 --- -- DATE 4/14/1993 PROJECT: APPLE BUILDERS PROJECT NO. 603 TIME 10:32:50 E{ I EXTERNAL MEMBER LOADS UNIFORMLY LOADING CONDITION DISTRIBUTED LOADS C 0 N C E N T R A T E D L 0 A D S ----- - - MEMBER ------ --- - ------- f NO D E S C R I P T I O N NUMBER VERTICAL HORIZONTAL LOCATION VERTICAL HORIZONTAL MOMENT i (K/FT) (K/FT) 0) (KIPS) (KIPS) (K-FT) 1 D+L 1 .000 .000 1 D+L 2 .000 .000 1 D+L 3 .781 .000 1 D+L 4 .781 .000 2 D+W C1 1 .000 .072 2 D+W cl 2 .000 .158 2 D+W C1 3 -.236 -.287 2 D+W Cl 4 -.136 .186 3 D+W C2 1 .000 .186 3 D+W 2 2 .000 .043 3 D+W C2 3 -.122 -.172 3 D+W C2 4 -.021 .072 4 ➢+.5L+W C1 1 .000 .072 4 D+.51.+W C1 2 .000 .158 4 D+.5L+W C1 3 .003 -.287 4 D+.5L+W C1 4 .103 .186 5 D+.SL+W C2 1 .000 .186 5 D+.5L+W C2 2 .000 .043 5 D+.51-4 C2 3 .118 -.172 5 D+.5L+W C2 4 .218 .072 6 D+L+.SW C1 1 .000 .036 6 D+L+.SW C1 2 .000 .079 6 D+L+.SW C1 3 .385 -.143 6 D+L+.5W C1 4 .435 .093 7 ➢+L+.SW c2 1 .000 .093 7 D+L+.5W C2 2 .000 .022 7 D+L+.5W l.2 3 .443 -.086 7 D+L+.5W C2 4 .493 .036 I STEEL PRODUCTS, 1NC. ti5 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 FRAME DESIGN PAGE 9 ---- DATE 4/14/1993 TIME 10:32:50 PROJECT: APPLE BUILDERS PROJECT NO. 603 MEMBER END TRANSLATIONS LOADING CONDITION E N D T R A N S L A T 1 0 N S MEMBER NO D E S C R I P T I O N JOINT VERT HORZ JOINT VERT HORZ NO (IN) (IN) NO (IN) (IN) 1 1 D+L 1 .00 .00 3 -.03 -.04 1 2 D+W C1 1 .00 .00 3 .01 2.97 1 3 D+W C2 1 .00 .00 3 .01 2.97 1 4 D+.5L+W C1 1 .00 .00 3 .00 2.96 1 5 D+.5L+W C2 1 .00 .00 3 .00 2.96 1 6 D+L+.5W C1 1 .00 .00 3 -.01 1.46 1 7 D+L+.5W C2 1 .00 .00 3 -.01 1.46 2 1 ➢+L 2 .00 .00 4 -.03 .04 2 2 D+W C1 2 .00 .00 4 .00 2.95 3 D+W C2 2 .00 .00 4 .00 2.95 2 4 D+.5L+W C1 2 .00 .00 4 -.01 2.97 2 5 D+.5L+W C2 2 .00 .00 4 -.01 2.97 2 6 D+L+.SW C1 2 .00 .00 4 -.02 1.50 2 7 D+L+.5W C2 2 .00 .00 4 -.02 1.50 3 1 D+L 3 -.03 -.04 5 -1.10 .00 3 2 D+W C1 3 .01 2.97 5 .24 2.96 3 3 D+W C2 3 .01 2.97 5 .14 2.96 3 4 D+.5L+W Cl 3 .00 2.96 5 -.10 2.96 3 5 D+.5L+W C2 3 .00 2.96 5 -.20 2.96 3 6 D+L+.SW C1 3 -.01 1.46 5 -.59 1.48 3 7 D+L+.SW C2 3 -.01 1.46 5 -.64 1.48 4 1 D+L 4 -.03 .04 5 -1.10 .00 4 2 D+W CI 4 .00 2.95 5 .24 2.96 4 3 D+W C2 4 .00 2.95 5 .14 2.96 4 4 D+.5L+W C1 4 -.01 2.97 5 -.10 2.96 4 5 D+.5L+W C2 4 -.01 2.97 5 -.20 2.96 4 6 D+L+.5W C1 4 -.02 1.50 5 -.59 1.48 4 7 D+L+.VW C2 4 -.02 1.50 5 -.64 1.48 MODULUS OF ELASTICITY (KSI) 29000.00 -'C, 3TE_EL PRODUCTS, INC. 2"�:0 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 FRAME DESIGN PAGE 10 --�- DATE 4/14/1993 TIME 10:32:51 PROJECT: APPLE BUILDERS PROJECT NO. 603 MEMB FLANGE F L A N G E T H I C K FLANGE WIDTH TO THICKNESS FLG/WEB WEB NO THK/THK L E F T RIGHT L E F T RIGHT THICK WEB THICKNESS HT/THK MAX MIN MAX MIN MAX MAX iMIN MAX MIN MIN MIN MAX MAX I 1 2.5 .150 2.000 .150 2.000 41.000 8.000 41.000 8.000 .900 .100 .625 236.000 3 2.5 .150 2.000 .150 2.000 41.000 8.000 41.000 8.000 .900 .100 .625 236.000 DESIGN CONSTRAINTS MEMB D E P T H WIDTH INERT NO MAX MIN MAX MIN MIN 1 2.500 .150 2.000 .150 2.000 2 2.500 .150 2.000 .150 2.000 3 2.500 .150 2.000 .150 2.000 j 4 2.500 .150 2.000 .150 2.000 I I E i i A f HCI STEEL PRODLI INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 CONNECTION DESIGN PAGE 1 -- -- DATE 4/14/1993 TIME 10:50:35 PROJECT: APPLE BUILDERS PROJECT NO. 603 BASE PLATE CONNECTION PLATE DESIGN AT JOINT SIDEWALL COLUMN, MEMBER 1 SUPPORT TYPE : PINNED UPLIFT (KIPS) SHEAR (KIPS) IMPOSED LOADS 5.00 3.12 ALLOWABLE LOADS 24.00 12.00 NUMBER OF BOLTS 2 ANCHOR BOLT DIAMETER (IN) .8750 ANCHOR BOLT SIZE AB 7/8 BASE PLATE THICKNESS (IN) .5006 1 t{ t f HCI STEEL PRO' "J, INC. 18520 - 67th ,..,n ue NE Arlington WA 98223 (206) 435 8871 CONNECTION DESIGN PAGE 2 ---------- DATE 4/14/1993 TIME 10:50:35 PROJECT: APPLE BUILDERS PROJECT NO. 603 1 CONNECTION PLATE DESIGN - AISC 9TH EDITION i HAUNCH CONNECTION DESIGN AT JOINT 3 BETWEEN MEMBERS: 3, 1 SUPPORT TYPE MOMENT - VERTICAL RAFTER WEB HEIGHT (IN) 13.5468 WEB THICKNESS (IN) .1345 OUTSIDE FLANGE WIDTH (IN) 5.0000 i OUTSIDE FLANGE THICKNESS (IN) .1875 INSIDE FLANGE WIDTH (IN) 5.0000 INSI➢E FLANGE THICKNESS (IN) .1875 FLAKE YIELD (KSI) 55.0000 WEB YIELD (KSI) 55.0000 COLUMN WEB HEIGHT (IN) 11.5000 WEB THICKNESS (IN) .1250 INSIDE FLANGE WIDTH (IN) 6.0000 WEB YIELD (KSI) 55.0000 WELD YIELD (KSI) 70.0000 MAX. THICKNESS FOR 4-BOLT DESIGN (IN) .7500 MAX. BOLT DIAMETER FOR 4-BOLT DESIGN (IN) .8750 ALLOWABLE OVERSTRESS 1.0500 HORIZONTAL BOLT GAUGE (GA4) (IN) 3.0000 VERTICAL BOLT GAUGE (60 (IN) 3.5000 HOLES ARE PUNCHED CONTROLLING FLANGE IS THE BOTTOM FLANGE MINIMUM CONNECTION PLATE WIDTH (IN) 6.0000 MINIMUM CONNECTION PLATE YIELD (KSI) 55.0000 ' VERTICAL DISTANCE FROM MIDDLE OF FLANGE TO OUTSIDE BOLT SET (GAO) (IN) 1.7500 INSIDE BOLT SET (GAI) (IN) 1.7500 HCI STEEL PROP`', INC. 18520 — 67th r..,nue NE Arlington WA 9823 (206) 435 8871 CONNECTION DESIGN PAGE 3 ----- DATE 4/14/1993 TIME 10:50:35 PROJECT: APPLE BUILDERS PROJECT NO. 603 CONNECTION AT JOINT 3 BETWEEN MEMBERS: 3, 1 DESIGNING INSIDE (BOTTOM) FLANGE FORCE SET WITH LARGEST NET TENSION: MOMENT (K—FT) —29.2452 AXIAL (KIPS) —.9836 RESULTING TENSION (KIPS) 26.0441 TRY 4 BOLT DESIGN VERTICAL BOLT GAUGE USED 1.2500 MINIMUM BOLT DIAMETER (IN) .7500 BOLT OFFSET PF (RISC P.4-116) (IN) 1.2500 COMPUTING MINIMUM THICKNESS Pe (IN) .9299 Ca 1.1100 Cb .9129 AlphaM .8568 Me (KIP—IN) 5.1879 Theoretical Thickness (IN) .3546 TRIAL CONNECTION PLATE SIZE WIDTH THICKNESS YIELD 6.0000 .5000 55.0000 * SUCCEEDED IN FINDING THE REQUIRED THICKNESS SUMMARY: 4—BOLT DESIGN CONNECTION PLATE WIDTH (IN) 6.0000 THICKNESS (IN) .5000 BOLT DIAMETER (IN) .7500 FLANGE TO END PLATE WELD SIZE: (IN) .1875 BEAM WEB TO END PLATE WELD SIZE: (IN) .1250 V-. 1 NCI STEEL PRODUCTS. INC. 18520 — 67th A, > NE Arlington WA ,8223 (206) 435 8871 CONNECTION DESIGN PAGE 4 -- ---- DATE 4/14/1993 TIME 10:50:35 PROJECT: APPLE BUILDERS PROJECT NO. 603 CONNECTION AT JOINT 3 BETWEEN MEMBERS: 3, 1 DESIGNING OUTSIDE (TOP) FLANGE FORCE SET WITH LARGEST NET TENSION: MOMENT (K47) 22.0507 AXIAL (KIPS) 1.8758 RESULTING TENSION (KIPS) 18.3283 TRY 4 BOLT DESIGN MINIMUM BOLT DIAMETER (IN) .7500 BOLT OFFSET PF (AISC P.4-116) (IN) 1.2500 COMPUTING MINIMUM THICKNESS Pe (IN) .9741 Ca 1.1100 Cb .9129 AlphaM .8668 Me (KIP—IN) 3.8690 Theoretical Thickness (IN) .3063 TRIAL CONNECTION PLATE SIZE WIDTH THICKNESS YIELD 6.0000 .5000 55.0000 SUCCEEDED IN FINDING THE REQUIRED THICKNESS SUMMARY: 4—BOLT DESIGN CONNECTION PLATE WIDTH (IN) 6.0000 THICKNESS (IN) .5000 BOLT DIAMETER (IN) .7500 FLANGE TO END PLATE WELD SIZE: (IN) .1250 BEAM WEB TO END PLATE WELD SIZE: (IN) .250 I I 10 HCI STEEL PROP' i, INC. 185"00 — 67th hrenue NE Arlington WA 98223 (2206) 435 8871 CONNECTION DESIGN PAGE 5 DATE 4/14/1993 TIME 10:50:35 PROJECT: APPLE BUILDERS PROJECT NO. 603 CONNECTION AT JOINT 3 BETWEEN MEMBERS: 3, 1 SUMMARY OF THE MOMENT CONNECTION DESIGN FINAL CONNECTION PLATE WIDTH (IN) 6.0000 THICKNESS (IN) .5000 3 FINAL BOLT DIAMETER (IN) .7500 Q CONNECTION AT OUTSIDE (TOP) FLANGE: NUMBER OF BOLTS 4 Q FLANGE TO END PLATE WELD: USE FILLET WELDS (IN) .1250 BEAM WEB TO END PLATE WELD: USE FILLET WELDS (IN) .1250 CONNECTION AT INSIDE (BOTTOM) FLANGE: NUMBER OF BOLTS 4 FLANGE TO END PLATE WELD: USE FULL PENETRATION GROOVE WELD BEAM WEB TO END PLATE WELD: USE FILLET WELDS (IN) .1250 CHECK COLUMN YIELDING AND COLUMN WEB BUCKLING FLANGE FORCE (KIPS) 26.0441 Pbf (KIPS) 43.4069 k (IN) .6250 BOTTOM FLANGE WEB WELD SIZE (IN) .1250 MINIMUM COLUMN WEB THICKNESS WITHOUT STIFFENER: WITH RESPECT TO COLUMN YIELDING (IN) .1521 WITH RESPECT TO COLUMN WEB BUCKLING (IN) .2542 j 1 f 4 r ��• :� i. HCI STEEL PRODII ", INC. 18520 — 67th F. -we NE Arlington WA 98223 (806) 435 8871 i CONNECTION DESIGN PAGE 6 ---- ---- DATE 4/14/1993 ' TIME 10:50:35 PROJECT: APPLE BUILDERS PROJECT NO. 603 CONNECTION PLATE DESIGN — AISC 9TH EDITION RAFTER CONNECTION ➢ESIGN AT JOINT 5 BETWEEN MEMBERS: 3, 4 SUPPORT TYPE MOMENT — VERTICAL RAFTER WEB HEIGHT (IN) 31.1095 WEB THICKNESSS (IN) .1793 OUTSIDE FLANGE WIDTH (IN) 5.0000 OUTSIDE FLANGE THICKNESS (IN) .1875 INSIDE FLANGE WIDTH (IN) 5.0000 INSIDE FLANGE THICKNESS (IN) .1875 FLANGE YIEL➢ (KSI) 55.0000 WEB YIELD (KSI) 55.0000 WELD YIELD (KSI) 70.0000 MAX. THICKNESS FOR 4—BOLT DESIGN (IN) .7500 MAX. BOLT DIAMETER FOR 4—BOLT DESIGN (IN) .87r.,0 ALLOWABLE OVERSTRESS 1.0500 HORIZONTAL BOLT GAUGE (GA4) (IN) 3.0000 VERTICAL BOLT GAUGE (GA3) (IN) 3.5000 HOLES ARE PUNCHED CONTROLLING FLANGE IS THE BOTTOM FLANGE MINIMUM CONNECTION PLATE WIDTH (IN) 6.0000 MINIMUM CONNECTION PLATE YIEL➢ (KSI) 55.0008 VERTICAL DISTANCE FROM MIDDLE OF FLANGE TO OUTSIDE BOLT SET (GAO) (IN) 1.7500 INSIDE BOLT SET (GAI) (IN) 1.7500 HCI STEEL PRODUCTP. INC. 18520 — 67th A 2 NE Arlington WA 98223 (2D6) 435 8871 S CONNECTION DESIGN PAGE 7 i ----- DATE 4/14/1993 TIME 10:50:36 PROJECT: APPLE BUILDERS PROJECT NO. 603 CONNECTION AT JOINT 5 BETWEEN MEMBERS: 3, 4 DESIGNING INSIDE (BOTTOM) FLANGE FORCE SET WITH LARGEST NET TENSION: MOMENT (K-FT) -84.4934 AXIAL (KIPS) 1.3698 RESULTING TENSION (KIPS) 31.7119 TRY 4 BOLT DESIGN VERTICAL BOLT GAUGE USED 1.2500 MINIMUM BOLT DIAMETER (IN) .7500 BOLT OFFSET PF (AISC P.4-116) (IN) 1.2500 COMPUTING MINIMUM THICKNESS Pe (IN) .9299 Ca 1.1100 Cb .9129 A1phaM .5901 Me (KIP-IN) 4.3504 Theoretical Thickness (IN) .3248 TRIAL CONNECTION PLATE SIZE WIDTH THICKNESS YIELD 6.0000 .5000 35.0000 *?�* SUCCEEDED IN FINDING THE REQUIRED THICKNESS ** SUMMARY: 4-BOLT DESIGN CONNECTION PLATE WIDTH (IN) 6.0000 THICKNESS (IN) .5000 BOLT DIAMETER (IN) .7500 FLANGE TO END PLATE WELD SIZE: (IN) .1875 BEAM WEB TO END PLATE WELD SIZE: (IN) .1875 I l i I FT\ I,y M 1 - f. NCI STEEL PROD 'TS, INC. 18520 - 67thfue NE Arlington WA M223 (206) 435 8871 CONNECTION DESIGN PAGE 8 --------- DATE 4/14/1993 TIME 10:50:36 PROJECT: APPLE BUILDERS PROJECT NO. 603 CONNECTION AT JOINT 5 BETWEEN MEMBERS: 3, 4 DESIGNING OUTSIDE (TOP) FLANGE FORCE SET WITH LARGEST NET TENSION: MOMENT (K-FT) 18.6855 AXIAL (KIPS) -1.0164 RESULTING TENSION (KIPS) 7.6727 TRY 4 BOLT DESIGN MINIMUM BOLT DIAMETER (IN) .7500 BOLT OFFSET PF (AISC P.4-116) (IN) 1.2500 COMPUTING MINIMUM THICKNESS Pe (IN) .9741 Ca 1.1100 Cb .9129 A1phaM .3970 Me (KIP-IN) 1.1155 Theoretical Thickness (IN) .1644 TRIAL CONNECTION PLATE SIZE WIDTH THICKNESS YIELD 6.0000 .5000 55.@ON *** SUCCEEDED IN FINDING THE REQUIRED THICKNESS ** SUMMARY: 4-BOLT DESIGN CONNECTION PLATE WI➢TH (IN) 6.0000 THICKNESS (IN) .5000 BOLT DIAMETER (IN) .7500 FLANGE TO END PLATE WEL➢ SIZE: (IN) .1250 BEAM WEB TO END PLATE WELD SIZE: (IN) .1875 i i i HCI STEEL PRODIA INC. 18520 — 67th A..,,ue NE Arlington WA 98223 (206) 435 8871 CONNECTION DESIGN PAGE 9 ---------- DATE 4/14/1993 TIME 10:50:36 PROJECT: APPLE BUILDERS PROJECT NO. 603 i CONNECTION AT JOINT 5 BETWEEN MEMBERS: 3, 4 i SUMMARY OF THE MOMENT CONNECTION DESIGN FI14AL CONNECTION PLATE WIDTH (IN) 6.0000 THICKNESS (IN) .5000 FINAL BOLT DIAMETER (IN) .7500 CONNECTION AT OUTSIDE (TOP) FLANGE: NUMBER OF BOLTS 4 FLANGE TO END PLATE WELD: USE FILLET WELDS (IN) .1250 BEAM WEB TO END PLATE WELD: USE FULL PENETRATION GROOVE WELD CONNECTION AT INSIDE (BOTTOM) FLANGE: NUMBER OF BOLTS 4 FLANGE TO END PLATE WELD: USE FULL PENETRATION GROOVE WELD BEAM WEB TO END PLATE WELD: USE FULL PENETRATION GROOVE WELD I l ;� � i 2 . PURLIN DESIGN �I i ,, � =, h 1 DRAWING TRANSMITTAL LETTER GRIP ':LL FIRE PROTECTION SYSTEMS CnPANY 1106 54th AVENUE EAST • TACOMA,WA 98424-2733 TO G/T/ Of ARLZA/G?o�✓ _ ATTENTION DATE CONTRACT C.IJCLGU Luw4a'6A Gp. - /S >>z /4 V-?, . CONTRACT NUMBER MAILED BY HAND ENCLOSURES ARE FOR ACTION AS INDICATED BY (X) a 31 y 67 Q N Z w a Z O E -1 O N o DESCRIPTION a s F u DRAWING u a z > a D IL 0 OR > 1 O 2 m a:NUMBER o DRAWING TITLE rc � as ¢ cn O a w a O ZU. 0 u i a a ` i u l P6�n � �S3S FEE /S 4S' BAL AI.� -A'AE L Qc� REMARKS :;r rOt) AIAP6 ANY all6 'TIo.N1 , /'GE.4�'E. GALL (uiG� pZZ-a,- NOTE:- RETURN ( ) COPIES OF DRAWINGS - MARKED WITH YOUR STAMP OF ACCEPTANCE AND OR YOUR COMMENTS. G•a9=7 POINTED IN U.S.A. � I �I 1 '• . I .:-.'mil:.. �\:.. �,,�.�yti�,(• lye i 1 i,a: T �• DRAWING TRANSMITTAL LETTER GRIP` -"LL FIRE PROTECTION SYSTEMS Cf -PANY 1106 54th AVENUE EAST • TACOMA,WA 98424-2733 TO C.'1/ 'y ATTENTION DATE CONTRACT L.(JCLGU LU c- AR.G.IiyG�y�, y✓A. 9 b' z z,3 - CONTRACT NUMBER MAILED BY HAND ENCLOSURES ARE FOR ACTION AS INDICATED BY (X) o . 3Z6 7SZ Q w > Z O rc -1 O o DESCRIPTION a s F u N DRAWING u a Z > a o OR > O f rc NUMBER o DRAWING TITLE m -j a in O LL w IL O Z u i a a s IL a l P6�nl�' �' <S3S SEE 7Wl--v ZX6 0AL6&66 6EE "46 owE ICDR . TiUlS PRoJ FGT ��-✓6[.�o L,.��h213�R�. REMARKS ::Z d H,411f A&)1 all64:71ONJ , R&r-AXe5 GALL. 6w6) 9ZZ-�6S'4/ NOTE:- RETURN ( ) COP IES OF DRAWINGS MARKED WITH YOUR STAMP OF ACCEPTANCE /Q AND OR YOUR COMMENTS. G-4827 PRINTED IN U.N.&. ,� �`k _ - + _ - ti -7� �\ �. W. B. LEHNER & ASSOCIATES INVOICE INVOICE# 524-132nd St, SW Ste., B105 Everett, WA 98204 9363 1-800-698-0569 (206) 743-7452 (206) 745-4739 FAX Bill To: ARLINGTON,CITY OF 238 N.Olympic Arlington,WA 98223 Account# Sold By Reference# Terms Invoice Date A101 94923.1 NET 30 10/5/94 Quantity Description Unit Disc. Ext. Price % Price 0.50 W. B. Lehner, P.E. 90.00 45.00 BILL FOR PLAN REVIEW SERVICES thru 10/6/94 Job:Welco Lumber BP-1535 3.00 H.Harris Designer 60.00 180.00 2.00 J.Roberg, Eng. Assistant 36.00 72.00 0.00 0.00 Sale Amount 297.00 Sales Tax 0.00 Total 297.00 �. 1i I i/� 1 I 1 W B LEHNER & ASSOCIATES FIRE PROTECTION ENGINEERS 524-132nd ST. SW Ste. B105 Everett, WA 98204 1-800-698-0569 (206) 743-7452 FAX: 745-4739 October 3, 1994 TO: Dave Anderson CITY OF ARLINGTON 238 N. Olympic Arlington, WA. 98223 RE: Welco Lumber- BP 1535 Dear Dave: This office has reviewed the sprinkler shop drawings and hydraulic calculations submitted by Grinnell Fire Protection Systems and finds them ACCEPTABLE AS NOTED per U.B.C. Std. 38-1 or 38-3 for the following reasons: 1. Hydraulic calculation points are not shown on drawing 2 of 2. Add calculation points on drawing. 2. Fire Department connection Siamese and Alarm bell are not shown. Install on exterior wall at Riser location. 3. Wiring diagram for Water Flow Switches, tamper switches and alarm bell is not shown. Installing contractor to submit wiring diagram; 4. Bulk main on drawing is not sized. " Install 6" bulk main per calculations. 5. 6" bulk main hangers are over spaced. Limit bulk main hangers to 10' maximum spacing. 6. Flexible coupling not labeled between floor flanges and DCVA. ` Provide flexible coupling. 7. Main drain piping not shown. " Pipe main draw to safe discharge outside of building. 8. Depth of bury on underground piping is shown as 3'-0". Prove cover of 3'-6" Sincere) , W. B. Lehner, P.E. WBUaw Fire Protection Engineer W B LEHNER & ASSOCIATES 94923-Rev.1 DRAWING TRANSMITTAL LETTER GRIND' "L FIRE PROTECTION SYSTEMS COP , NY 1106 54th AVENUE EAST • TACOMA, WA 98424-2733 1994 TO C/a .AAZ-IIV 61-cly 7- 23 8' 44 0/-y�?i°/C ATTENTION DATE CONTRACT_____!��GV AUE /t/.E. CONTRACT NUMBER MAILED BY NAND ENCLOSURES ARE FOR ACTION AS INDICATED BY (X) Q,V1 3 S-6 752 S= z W z a. ¢ J O H DRAWING O DESCRIPTION a Z OR > f O f NUMBER o DRAWING TITLE ¢ -i (L O p as ¢ a U. 0 C z a a _ �2, Or Z of /.i//C��_ 7>R�4 L,✓IA16 S X 3 //J' I L �� T / ERr�ri7 /1 P�'L-/GA�1ort/ REMARKS �7 yol) ll/1� Qu6y- V�f mac- (k0 /L -� V�ASE /VaT�_ AA// /1rf /E6 AEQV12CD J D� LCT1a AETcvA6D NOTE:- RETURN ( 2 ) COPIES OF DRAWINGS MARKED WITH YOUR STAMP OF ACCEPTANCE AND OR YOUR COMMENTS. G-4327 PRINTED IN U.Q.A. i FUTT3- �r'"WAWART rC'1A `WOO a T' , —4M gm ijo ~ 1 cm-AA40 •-` ti■ sn rbrra4 rNm, &A* rrv-.Pwo ii"Epp tut rwi ow y1�A1r '+ri N�1 N -T - -i • ell I •Y 1.41, 1C: nrl -,:I I tom. ii LI a' u MUM �v STAV ar�O ~ Pff ly;"� �888 k�';V�3• r Department of Community Development rf I Fla ., i Fire Protection Service office of the State Fire Marshal :; ' Fire Sprinkler Contractor .License Issued To V ~, ri ,; � ��•`b~� F CjF-innell Fire Protection-' 44 ;V�t19 N fX,, ���.0 ��' Level R I'-VE• I � �' �, ��. �t�+�0 '� TIC! �'C- [6/-�C-��� } � .iv.7i• � !�� Not ,vk!F jbri 'Pr�orA ate of Washington 5 MY l�l ( s$ipn i��irea' ��-94 f,I ,r 1_!NG T Numf. �0 Wass- _ Expires; Director Fire Protection Serviaea +7 State Fir Mausw ' - y I I I ► �r'r�y I r DETACH TO DISPLAY CERTIFICATE !' f � DEPARTMENT OF LABOR AND INDUSTRIES F THIS CERTIFIES THAT THE PERSON NAMED HEREON IS REGISTERED AS PROVIDED BY LAW AS A I I CONST CONT - SPECIALTY BOr ` 7 REGISTRATION NUMBER EXPIRATION DATE .-BO I .- GRINNFP137LE , 06/01/951 EFFECTIVE DATE 06/05/B7 STATE OF WASHINGTON f r GRINNELL FIRE PRTCTN SYS CO E' 1106 54TH AVE E ITACOMA WA 98424 ° I t; E tti s F625-052-000)3-92) -- - .-- -i t DETACH TO DISPLAY CERTIFICATE- - � Not ,i?pli •' � ' r_ , i of Washington �. My C`e F'&,sio'r,� x , be ri_�l;01-94 GRINNELL Ryr,, F 11 v :.�.. HYDRAULIC DESIGN INFORMATION SHEET NAME WELCO LUMBER C-0. DATE 92 LOCATION (0<0/5 172-"d AVE /VF ARi llyr 7�-%,a/. wA, 9:s'2: 3 ;I! y n r .A,II ii.it' 'I Il ' BUILDING SYSTEM NO. CONTRACTOR AL) r 13VI t-Qz RS LAlc - CONTRACT NO. 0'0,38675',�.9- 3 CALCULATED BY A/AN /tAALaFr� DRAWING NO. CONSTRUCTION: ❑COMBUSTIBLE NON-COMBUSTIBLE CEILING HEIGHT FT. OCCUPANCY SAk/Mv� APPROVING AUTHORITIES -•� ?=2 7F• " ' (c/ I"1� ❑N-FPA. 13: ❑LT. HAZ. ORD. HAZ. GP. "�J1"�b "�EX. HAZ. ❑NFPA 231 ❑NFPA231C: FIGURE Z ❑OTHER(Specify) 0 ❑SPECIFIC RULING MADE BY �5 - w a AREA OF SPRINKLER OPERATION 3�rG S S Y E I DENSITY ✓•2 WET RY ❑PRE ACTION r AREA PER SPRINKLER /C>U.nMx, _ ZZLE HOSE ALLOWANCE GPM: INSIDE MAKE G t ODEL <fj r-- /2URAs!-?_'? Z, HOSE ALLOWANCE GPM: OUTSIDE SG%' SIZE "32- K-FACTOR - RACK SPRINKLER ALLOWANCE - TEMPERATURE RATING CGS CALCULATION GPM REQUIRED 1()Z17•� PSI REQUIRED N/a Z 1307�r0A// Gf SUMMARY (Soecdy t_ocationt "C" FACTOR USED: OVERHEAD 1ZG UNDERGROUND l�2 WATER FLOW TEST PUMP DATA TANK OR RESERVOIR } DATE &TIME RATED CAPACITY CAPACITY a STATIC PSI AT PSI ELEVATION RESIDUAL PSI ELEVATION GPM FLOWING 7 93 WELL ` H ELEVATION — P OF FLOW GPM 3 LOCATION rAQ VT t^y/) of /3/1'" 2FArg 8Y 126SA V SOURCE-OF INFORMATION UVD--), SALT/1,/h ALI ,/t�V:" � (�IICgeL4,4 E. W COMMODITY CLASS LOCATION STORAGE HEIGHT AREA AISLE WIDTH w STORAGE METHOD: SOLID PILED % PALLETIZED C7 Cr. ❑ SINGLE ROW - ❑CONVENTIONAL PALLET 0, U�agATIC STORAGE ❑ENCAPSULATED ❑ DOUBLE ROW ❑SLAVE PALLET SOLID SHELVING ❑NON- �` ❑ MULTIPLE ROW ❑OPEN ENCAPSULATED 0 Y ¢ FLUE SPACING IN-tNCHES CLEARANCE FROM TOP OF STORAGETO CEILING 2 m 0 LONGITUDINAL TRANSVERSE FT. IN. U L IZONTAL BARRIERS PROVIDED GRINNELLU4322-Rev.4-77 PRINTED IN U.S.A. 1 M+ - CITY ' s oF1 eFr m L K p O O O O O � r b O O O II ' I b Q J O O i - O O i i11 /3r � I rc9 O O O N ,n Tr �> b i o p I II JUL, 1/l9 lid I137 0007 O 0 ras na a>- 136 r r04 ,l7 raa �/35 0 O r03 ,,c 11S ray J Q 00L ;r5 /ly 133 O e-C O a O h-J or O ry O/23 I 132 < J t� c • U .x SPRI.,..LER SYSTEM HYDRAULIC ANALI-Is Page 1 Date : 09/02/1994 WELCOLUM JOB TITLE : WELCO LUMBER WATER SUPPLY DATA SOURCE STATIC RESID . FLOW AVAIL . TOTAL REQ 'D NODE PRESS . PRESS . @ PRESS . @ DEMAND PRESS . TAG (PSI ) (PSI) (GPM) (PSI ) (GPM) (PSI ) CITY 110 . 0 43 . 0 1793 . 0 59 . 0 1547 . 8 51 . 8 AGGREGATE FLOW ANALYSIS : r TOTAL FLOW AT SOURCE 1547 . 8 GPM TOTAL HOSE STREAM ALLOWANCE AT SOURCE 500 . 0 GPM OTHER HOSE STREAM ALLOWANCES 0 . 0 GPM TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 1047 . 8 GPM NODE ANALYSIS DATA NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI ) (GPM) CITY 0 . 0 SOURCE 51 . 8 1047 . 8 101 20 . 0 K= 8 . 00 12 . 3 28 . 0 102 20 . 5 K= 8 . 00 12 . 3 28 . 0 103 21 . 0 K= 8 . 00 12 . 8 28 . 6 104 21 . 5 K= 8 . 00 14 . 2 30 . 2 105 22 . 0 K= 8 . 00 14 . 9 30 . 9 106 22 . 5 K= 8 . 00 16 . 0 32 . 0 107 23 . 0 K= 8 . 00 17 . 8 33 . 7 108 22 . 5 K= 8 . 00 21 . 1. 36 . 7 109 22 . 0 K= 8 . 00 21 . 2 36 . 8 110 21 . 5 - - - - 21 . 4 - - - 111 ` 21 . 0 - - - - 21 . 6 - - - 112 20 . 5 - - - - 21 . 9 - - - 113 20 . 0 - - - - 22 . 1 - - - 114 20 . 0 K= 8 . 00 12 . 3 28 . 0 115 20 . 5 K= 8 . 00 12 . 3 28 . 0 116 21 . 0 K= 8 . 00 12 . 8 2-8 . 6 117 21 . 5 K= 8 . 00 14 . 3 30 . 2 118 22 . 0 K= 8 . 00 _ 14 . 9 30 . 9 119 22 . 5 K= 8 . 00 16 . 0 32 . 0 120 23 . 0 K= 8 . 00 17 . 8 33 . 7 121 22 . 5 K= 8 . 00 21 . 1 36 . 8 122 22 . 0 K= 8 . 00 21 . 2 36 . 9 123 20 . 0 K= 8 . 00 12 . 3 28 . 1 124 20 . 5 K= 8 . 00 12 . 3 28 . 1 125 21 . 0 K= 8 . 00 12 . 9 28 . 7 126 21 . 5 K= 8 . 00 14 . 3 30 . 3 127 22 . 0 K= 8 . 00 15 . 0 31 . 0 128 22 . 5 K= 8 . 00 16 . 1 32 . 1 129 23 . 0 K= 8 . 00 17 . 9 33 . 8 130 22 . 5 K= 8 . 00 21 . 2 36 . 9 131 22 . 0 K= 8 . 00 21 . 3 37 . 0 132 20 . 0 K= 8 . 00 14 . 2 30 . 1 133 20 . 5 K= 8 . 00 14 . 2 30 . 2 r u SPRInER SYSTEM HYDRAULIC ANALY S Page 2 Date : 09/02/1994 JOB TITLE: WELCO LUMBER NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI ) (GPM) 134 21 . 0 K= 8 . 00 14 . 9 30 . 9 135 21 . 5 K= 8 . 00 16 . 6 32 . 6 136 22 . 0 K= 8 . 00 17 . 4 33 . 3 137 22 . 5 K= 8 . 00 18 . 7 34. 6 Al 23 . 3 - - - - 21 . 5 - - - B1 23 . 3 - - - - 21 . 5 - - - C1 23 . 3 - - - - 21 . 6 - - - Dl 23 . 3 - - - - 23.. 8 - - A 22 . 0 - - 25 .7 - - - B 22 . 0 - - - - 25 . 7 - - - C 22 . 0 - - - - 25 . 9 - - - D 22 . 0 - - - - 26 . 1 - - - E 22 .0 - - - - _ 26 . 5 - - - G 22 . 0 - - - - .26 . 9 - - - H 22 . 0 - - - 27 . 3 - - - I 22 . 0 - - - - 27 . 6 - - - J - 22 . 0 - - - - 28 . 6 - - - K 20 . 0 - - - - 31 . 7 - - - L 1 . 5 - - - - 41 . 2 - - - M 1 . 5 - - - - 47 . 7 - - - BF1 1 . 5 - - - - 41 . 2 - - - BF2 1 . 5 - - - - 47 . 2 - - - Date: 09/02/1994 SPRIF` ER SYSTEM HYDRAULIC ANALY--)S Page 3 JOB TITLE : WELCO LUMBER PIPE DATA PIPE TAG Q(GPM) DIA( IN) LENGTH PRESS . END ELEV . NOZ . PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI ) (GPM) F . L . /FT (PSI ) Pipe : 1 -28 . 0 1 . 650 PL 8 . 00 PF 0 . 2 101 20 . 0 8 . 0 12 . 3 28 . 0 4 . 2 120 FTG ---- PE -0 . 2 102 20 . 5 8 . 0 12 . 3 28 . 0 0 . 027 TL 8 . 00 PV 0 . 1 Pipe : 2 -56 . 0 1 .650 PL = 8 . 00 PF 0 . 8 102 20 . 5 8 . 0 12 . 3 28 . 0 8 . 4 120 FTG ---- PE -0 . 2 103 21 . 0 8 . 0 12 . 8 28 . 6 - 0 . 096 'TL = 8 . 00 PV 0 . 5 Pipe: 3 = --84 . 6 1 . 650 PL 8 . 00 PF 1 . 7 103 21 . 0 8 . 0 12 . 8 28 . 6 12 . 7 120 FTG ---- PE -0 . 2 104 21 . 5 8 . 0 14 . 2 30 . 2 0 . 207 TL r 8 . 00 PV 1. 1 Pipe : 4 -114 . 8 2 . 115 PL 8 . 00 PF 0 . 9 104 21 . 5 8 . 0 14 . 2 30 . 2 10 . 5 120 FTG -- -- PE -0 . 2 105 22 . 0` 8 . 0 14 . 9 30 . 9 0 . 108 TL 8 . 00 PV 0 . 7 Pipe : 5 -145 . 7 2 . 115 PL 8 . 00 PF 1 . 3 105 22 . 0 8 . 0 14 . 9 30 . 9 13 . 3 120 FTG ---- PE -0 . 2 106 22 . 5 8 . 0 16 . 0 32 . 0 0 . 169 TL 8 . 00 PV 1 . 2 Pipe : 6 -177 . 7 2 . 115 PL 8 . 00 PF 1 . 9 106 22 . 5 8 . 0 16 . 0 32 . 0 16 . 2 120 FTG ---- PE -0 . 2 107 23 . 0 8 . 0 17 . 8 33 . 7 0 . 243 TL 8 . 00 PV 1 . 8 Pipe : 7 -211 . 4 2 . 115 PL 1 . 50 PF 3 . 9 107 23 . 0 8 . 0 17 . 8 33 . 7 19 . 3 120 FTG T PE -0 . 1 Al 23 . 3 0 . 0 21 . 5 0 . 0 0 . 336 TL 11 . 50 . PV 2 . 5 Pipe :: 8 73 . 6 2 . 115 PL 5 . 50 PF 0 . 7 Al t 23 . 3 0 . 0 21 . 5 0 . 0 6 . 7 120 FTG T PE 0 . 3 108 22 . 5 8 . 0 21 . 1 36 . 7 0 . 048 TL 15 . 50 PV 0 . 3 Pipe : 9 36 . 8 2 . 115 PL 7 . 00 PF 0 . 1 108 22 . 5 8 . 0 21 . 1 36 . 7 3 . 4 120 FTG ---- PE 0 . 2 109 22 . 0 8 . 0 21 . 2 36 . 8 0 . 013 TL - 7 . 00 PV 0 . 1 Pipe : 10 D . 0 1 . 650 PL 7 . 00 PF 0 . 0 109 22 . 0 8 . 0 21 . 2 36 . 8 - 0 . 0 120 FTG ---- PE 0 . 2 110 21 . 5 0 . 0 21 . 4 0 . 0 0 . 000 TL 7 . 00 PV 0 . 0 Pipe:_ 11 0 . 0 1 . 650 PL 7 . 00 PF 0 . 0 110 21 . 5 0 . 0 21 . 4 0 . 0 0 . 0 120 FTG ---- -PE 0 . 2 111 21 . 0 0 . 0 21 . 6 0 . 0 0 . 000 TL 7 . 00 PV '0 . 0 Pipe : 12 0 . 0 1 . 650 PL 8 . 00 PF 0 . 0 111 21 . 0 0 . 0 21 . 6 0 . 0 0 . 0 120 FTG ---- PE 0 . 2 112 20 . 5 0 . 0 21 . 9 0 . 0 0 . 000 TL 8 . 00 PV 0 . 0 Pipe : 13 0 . 0 1 . 420 PL 8 . 00 PF 0 . 0 112 20 . 5 0 . 0 21 . 9 0 . 0 0 . 0 120 FTG ---- PE 0 . 2 113 20 . 0 0 . 0 22 . 1 0 . 0 0 . 000 TL 8 . 00 PV 0 . 0 �� o lb SPRIN ER SYSTEM HYDRAULIC ANALYyPy Page 4 Date : 09/02/1994 JOB TITLE : WELCO LUMBER PIPE DATA (cont . ) PIPE TAG Q(GPM) DIA( IN) LENGTH PRESS . END ELEV . NOZ . PT DISC . VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI ) (GPM) F .L . /FT (PSI ) Pipe : 14 -28 . 0 1 . 650 PL 8 . 00 PF 0 . 2 114 20 . 0 8 . 0 12 . 3 28 . 0 4 . 2 120 FTG ---- PE -0 . 2 115 20 . 5 8 . 0 12 . 3 28 . 0 0 . 027 TL 8 . 00 PV 0 . 1 Pipe : 15 -56 . 0 1 . 650 PL 8 . 00 PF 0 . 8 115 20 . 5 8 . 0 12 . 3 28 . 0 8 . 4 120 FTG ---- PE -0 . 2 116 - 21 . 0 6 . 0 12 . 8 _ 28 . 6 0 . 096 TL 8 . 00 PV 0 . 5 Pipe : 16 -84 . 7 1 . 650 PL 8 . 00 PF 1 . 7 116 21 . 0 8 . 0 12 . 8 28 . 6 12 . 7 120 FTG ---- PE -0 . 2 117 21 . 5 8 . 0 14 . 3 30. 2 0 . 207 TL 8 . 00 PV 1-. 1 Pipe : 17 -114 . 9 2 . 115 PL 8 . 00 PF 0 . 9 117 21 . 5 8 . 0 14 . 3 30 . 2 10 . 5 120 FTG ---- PE -0 . 2 118 - 22 . 0 8 . 0 14 . 9 30 . 9 - 0 . 109 TL 8 . 00 PV 0 . 7 Pipe : 18 -145 . 8 2 . 115 PL 8 . 00 PF 1 . 3 118 22 . 0 8 . 0 14 . 9 30 . 9 13 . 3 120 FTG ---- PE -0 . 2 119 22 . 5 8 . 0 16 . 0 32 . 0 0 . 169 TL 8 . 00 PV 1 . 2 Pipe : 19 -177 . 8 2 . 115 PL 8 . 00 PF 1 . 9 119 22 . 5 8 . 0 16 . 0 32 . 0 16 . 2 120 FTG ---- PE -0 . 2 120 23 . 0 8 . 0 17 . 8 33 . 7 0 . 244 -TL 8 . 00 PV 1 . 8 Pipe : 20 -211 . 6 2 . 115 PL 1 . 50 PF 3 . 9 120 23 . 0 8 . 0 17 . 8 33 . 7 19 . 3 120 FTG T PE -0 . 1 B1 23 . 3 0 . 0 21. 5 0 . 0 0 . 336 TL 11 . 50 PV 2 . 5 Pipe : 21 73 . 6 2 . 115 PL 5 . 50 PF 0 . 7 B1 23 . 3 0 . 0 21 . 5 0 . 0 6 . 7 120 FTG T PE 0 . 3 121 22 . 5 8 . 0 21 . 1 36 . 8 0 . 048 TL 15 . 50 PV 0 . 3 Pipe : 22 36 . 9 2 . 115 PL 7 . 00 PF 0 . 1 121 22 . 5 8 . 0 21 . 1 36 . 8 3 . 4 120 FTG ---- PE 0- 2 122 22 . 0 8 . 0 21 . 2 36-. 9 0 . 013 TL 7 . 00 PV 0 . 1 Pipe : 23 -28 . 1 1 . 650 PL 8 . 00 PF 0 . 2 123 20 . 0 8 . 0 12 . 3 28 . 1 4 . 2 120 FTG ---- PE -0-. 2 124 20 . 5 8 . 0 12 . 3 28 . 1 0 . 027 TL 8 . 00 PV 0 . 1 Pipe : 24 -56 . 2 1 . 650 PL 8 . 00 PF 0 . 8 124 20 . 5 8 . 0 12 . 3 28 . 1 8 . 4- 120 FTG ---- PE -0 . 2 125 21 . 0 8 . 0 12 . 9 28 . 7 0 . 097 TL 8 . 00 PV 0 . 5 Pipe : 25 -84 . 9 1 . 650 --PL 8 . 00 PF 1 . 7 125 21 . 0 8 . 0 12 . 9 28 . 7 12 . 7 120 FTG --- - PE -0 . 2 126 21 . 5 8 . 0 14 . 3 30 . 3 0 . 208 TL 8 . 00 PV 1. 1 Pipe : 26 -115 . 2 2 . 115 PL 8 . 00 PF 0 . 9 126 21 . 5 8 . 0 14 . 3 30 .3 10 . 5 120 FTG ---- PE -0 . 2 127 22 . 0 8 . 0 15 . 0 31 .0 0 . 109 TL 8 . 00 PV 0 . 7 n _ G Date : 09/02/1994 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 5 JOB TITLE: WELCO LUMBL PIPE DATA (cont . ) PIPE TAG Q(GPM) DIA( IN) LENGTH PRESS . END ELEV . NOZ . PT DISC . VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI ) (GPM) F . L . /FT (PSI) Pipe : 27 -146 . 1 2 . 115 PL 8 . 00 PF 1 . 4 127 22 . 0 8 . 0 15 . 0 31 . 0 13 . 3 120 FTG ---- PE -0 . 2 128 22 . 5 8 . 0 16 . 1 32 . 1 0 . 170 TL 8 . 00 PV 1 . 2 -Pipe: 28 -178 . 3 2 . 115 PL 8 . 00 PF 2 . 0 128 22 . 5 8 . 0 16 . 1 32 . 1 1,6 . 3 120 FTG ---- PE -0 . 2 129 23 . 0 8 . 0 17 . 9 33 . 8 0 . 245 TL _8 . 00 PV 1 . 8 Pipe : 29 -212 . 1 2 . 115 PL 1 . 50 PF 3 . 9 129 23 . 0 8 . 0 17 . 9 - 33 . 8 19 . 4 120 FTG T PE -0 . 1 Cl 23 . 3 0 . 0 21 . 6 0 . 0 0 . 338 TL 11 . 50 PV 2 . 5 Pipe : 30 _ 73 . 8 2 . 115 PL ." 5 . 50 PF 0 . 7 Cl 23 . 3 0 . 0 21 . 6 0 . 0 6 . 7 120 FTG T PE 0 . 3 130 22 . 5 8 . 0 21 . 2 36 . 9 0 . 048 TL 15 . 50 PV 0 . 3 Pipe : 31 37 . 0 2 . 115 PL 7 . 00 PF 0 . 1 130 22 . 5 8 . 0 21 . 2 36 . 9 3 . 4 120 FTG - --- PE 0 . 2 131 22 . 0 8 . 0 21 . 3 37 . 0 0 . 013 TL' 7 . 00 PV 0 . 1 Pipe : 32 -30 . 1 1 . 650 PL 8 . 00 PF 0 . 2 132 20 . 0- 8 . 0 14 . 2 30 . 1 4 . 5 120 FTG ---- PE -0 . 2 133 20 . 5 8 . 0 14 . 2 30 . 2 0 . 031 TL 8 . 00 PV 0 . 1 Pipe: 33 -60 . 3 1 . 650 PL 8 . 00 PF 0 . 9 133 20 . 5 8 . 0 14 . 2 30 . 2 9 . 1 120 FTG ---- PE -0 . 2 134 21 . 0 8 . 0 14 . 9 30 . 9 0 . 110 TL 8 . 00 PV 0 . 6 Pipe : 34 -9-1 . 2 1 . 650 PL 8 . 00 PF 1 . 9 134: 21 . 0 8 . 0 14 . 9 30 . 9 13 . 7 120 FTG --- - PE -0 . 2 135 21 . 5 8 . 0 16 . 6 32 . 6 0 . 237 TL 8 . 00 PV 1 . 3 Pipe : 35 -123 . 8 2 . 115 PL 8 . 00 PF 1 . 0 135 21 . 5 8 . 0 16 . 6 32 . 6 11 . 3 120 FTG ---- PE -0 . 2 136 22 . 0 8 . 0 17 . 4 33 . 3 0 . 125 TL 8 . 00 PV 0 . 9 Pipe : 36 -157 . 1 2 . 115 PL 8 . 00 = PF 1 . 5 136 22 . 0 8 . 0 17 . 4 33 . 3 14 . 3- 120 FTG ---- PE -0 . 2 137 22 . 5 8 . 0 18 . 7- 34 . 6 0 . 194 TL 8 . 00 PV 1 . 4 Pipe : 37 -191 . 7 2 . 115 PL 9 . 50 PF 5 . 5 137 22 . 5 8 . 0 18 . 7 34 . 6 17 . 5 120 FTG T PE -0 . 3 Dl 23 . 3 0 . 0 23 . 8 0 . 0 0 . 280 TL 19 . 50 - PV 2 . 1 Pipe : 79 -285 . 0 2 . 469 PL 1 . 30 PF 3 . 7 Al 23 . 3 0 . 0 21 . 5 0 . 0 19 . 1 120 FTG T PE 0 . 6 A 22 . 0 0 . 0 25 . 7 0 . 0 0 . 274 TL 13 . 30 PV 2 . 5 Pipe: 80 -285 . 2 2 . 469 PL 1 . 30 PF 3 . 7 B1 23 . 3 0 . 0 21 . 5 0 . 0 19 . 1 120 FTG T PE 0 . 6 B 22 . 0 0 . 0 25 . 7 0 . 0 0 . 275 TL 13 . 30 PV 2 . 5 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 6 Date: 09/02/1994 JOB TITLE : WELCO LUMB PIPE DATA (cont . ) PIPE TAG Q(GPM) DIA( IN) LENGTH PRESS . END ELEV . NOZ . PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI ) (GPM) F . L . /FT (PSI ) Pipe : 61 -285 . 9 2 . 469 PL 1 . 30 PF 3 . 7 Cl 23 . 3 0 . 0 21 . 6 0 . 0 19 . 2 120 FTG T PE 0 . 6 C 22 . 0 0 . 0 25 . 9 0 . 0 0 . 276 TL 13 . 30 PV 2 . 5 Pipe : 82 -191 . 7 2 . 469 PL 1 . 30 PF 1 . 8 D1 23 . 3 0 . 0 r 23 . 8 0 . 0 12 . 8 120 FTG T PE 0 . 6 D 22 . 0 0 . 0 26 . 1 0 . 0 0 . 132 TL. 13 . 30 PV 1 . 1 Pipe : 88 -285 . 0 6 . 357 PL 12 . 50 PF 0 .-0 A 22 . 0 0 . 0 25 . 7 0 . 0 2 . 9 120 FTG -- - PE 0 .-0 B 22 . 0 0 . 0 25 . 7 0 . 0 0 . 003 TL 12 . 50 PV 0 . 1 Pipe : 89 -570 . 2 6 . 357 PL 12-. 50 PF 0 . 1 B 22 . 0 00 25 . 7 0 . 0 * 5 . 8 120 FTG --- - PE 0 : 0 C 22 . 0 0 . 0 25 . 9 0 . 0 0 . 010 TL 12 . 50 PV 0 . 2 Pipe : 90 - -856 . 1 6 . 357 PL 12 . 50 PF 0 . 3 C 22 . 0 0 . 0 25 . 9 0 . 0 8 . 7 120 FTG PE 0 . 0 D 22 . 0 0 . 0 26 . 1 0 . 0 0 . 021 TL 12 . 50 PV 0 . 5 Pipe : 91 -1047 . 8 6 . 357 PL 12 . 50 PF 0 . 4 D 22 . 0 0 . 0 26 . 1 0 . 0 10 . 6 120 FTG ---- PE 0 . 0 E 22 . 0 0 . 0 26 . 5 0 . 0 0 . 030 TL 12 . 50 PV 0 . 8 Pipe : 92 -1047 . 8 6 . 357 PL 12 . 50 PF 0 . 4 E 22 . 0 0 . 0 26 . 5 0 . 0 10 . 6 120 FTG ---- PE 0 . 0 G 22 . 0 0 . 0 26 . 9 0 . 0 0 . 030 TL 12 . 50 PV 0 . 8 Pipe : 94 1047 . 8 6 -. 357 PL 12 . 50 PF 0 . 4 G 22 . 0 0 . 0 26 . 9 0 . 0 10 . 6 120 FTG ---- PE 0 . 0 H 22 . 0 0 . 0 27 . 3 0 . 0 0 . 030 TL 12 . 50 PV 0 . 8 Pipe : 95 -1047 . 8 6 . 357 PL 12 . 50 PF 0 . 4 H 22 . 0 0 . 0 27 . 3 0 . 0 10 . 6 120 FTG ---- PE 0 . 0 I 22 . 0 0 . 0 27 . 6 0 . 0 0 . 030 TL 12 . 50 PV 0 . 8 Pipe : 96 -1047 . 8 6 . 357 PL 3 . 00 `� PF 1 . 0 I 22 . 0 0 . 0 27-. 6 0 . 0 10 . 6 . 120 FTG T PE 0 . 0 J 22 . 0 0 . 0 28 . 6 0 . 0 0 . 030 TL 33 . 00 PV 0 . 8 Pipe : 97 -1047 . 8 6 . 357 PL 44 . 00 PF 22 J 22 . 0 0 . 0 28 . 6 0 . 0 10 . 6 120 FTG 2E PE 0 . 9 K 20 . 0 0 . 0 31 . 7 0 . 0 0 . 030 TL 72 . 00 PV 0 . 8 Pipe : 98 -1047 . 8 6 . 357 PL 18 . 50 PF 1 . 5 K 20 . 0 0 . 0 31 . 7 0 . 0 10 . 6 - 120 FTG T PE 8 . 0 L 1 . 5 0 . 0 41 . 2 0 . 0 0 . 030 TL 48 . 50 PV 0 . 8 Pipe: 99 -1047 . 8 6 . 357 PL 1 . 00 PF 0 . 0 L 1 . 5 0 . 0 41 . 2 0 . 0 10 . 6 120 FTG ---- PE 0 . 0 BF1 1 . 5 0 . 0 41 . 2 0 . 0 0 . 030 TL 1 . 00 PV 0 . 8 d SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 7 Date: 09/02/1994 ` JOB TITLE: WELCO LUMB PIPE DATA (cont . ) PIPE TAG Q(GPM) DIA( IN) LENGTH PRESS . END ELEV . NOZ . PT DISC . VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI ) (GPM) F . L . /FT (PSI ) Pipe : 100 FIXED PRESSURE LOSS DEVICE BF2 1 . 5 0 . 0 47 . 2 0 . 0 6 . 0 psi , 1047 . 8 gpm BF1 1 . 5 0 . 0 41 . 2 0 . 0 Pipe : 101 -1047 . 8 6 . 357 PL 1 . 00 PF 0 . 5 BF2 1 . 5 0 . 0 47 . 2 0 . 0 10 . 6 120 FTG E PE 0 . 0 M 1 . 5 0 . 0 47 . 7 0 . 0 0 . 030 TL 15 . 00 PV 0 . 8 Pipe : 102 - -1047 . 8 6 . 16=0 PL 30 . 00 PF 3 . 5 M 1 . 5 0 . 0 47 . 7 0 . 0 11 . 3 140 FTG 3ETG PE 0 . 6 CITY 0 . 0 SRCE 51 . 8 CN/A) 0 . 027 TL 129 . 75 PV 0 . 9 NOTES : - (1) Calculations were performed by the HASS 5 . 8 . 0 computer program under license no . 4 C1324J granted by HRS Systems , Inc . _ 2193 Ranchwood Dr . , N . E . Atlanta, GA 30345 ( 2 ) The system has been balanced- to provide an average imbalance at each node of 0 . 002 gpm and a maximum imbalance at any node of 0 . 119 gpm. (3) Velocity pressures are printed for information only, and are not used in balancing the system. Maximum water velocity is 19 . 4 ft/sec at pipe 29 . ( 4) PIPE FITTINGS TABLE Pipe Table Name : STANDARD. PIP - PAGE : A MATERIAL : S40 HWC: 120 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G A D Ell Tee LngEll ChkVly BfyVly GatVly A1mChk DPVly 2 . 469 6 . 00 12 . 00 4 . 00 14 . 00 7 . 00 1 . 00 10-. 00 10 . 00 . ,'k SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 8 . Date : 09/02/1994 JOB TITLE: WELCO LUMB? WATER SUPPLY CURVE 120+ f 110*\ 100+ \\ 90+ \\ P 80+ \\ R ; \\ E i \\ S i \\ S 70+ \\ U \\ R- E \\ 60+ 0\ P \\ S X \\ I 50+ \\ 43 :0 psi @ 1793 gpm-> 40+ Flow Test Point 30+ 20+ LEGEND X = Required Water Supply 51 . 81 psi @ 1547 . 8 gpm " 10+ 0 = Available Water Supply 58 . 96 psi @ 1547 . 8 gpm 0--------------------_----+--------+--------+---------+-----------+ 400 600 800 1000 1200 1400 1600 1800 2000 FLOW (GPM) GRINNELL HYDRAULIC-BESIGN INFORMATION SHEET E. NAME WELCO LUZABr R C-U. DATE 9y LOCATION (n<o/5 /72 AVE N AR/ IN1;TU, WA, BUILDING SYSTEM NO. CONTRACTOR AP1)/."_ RyiL-D�RS Iwr_. CONTRACTNO. 0'0_3867S'As-A3 CALCULATED BY AtAA1 DRAWING NO. CONSTRUCTION: ❑COMBUSTIBLE gNON-COMBUSTIBLE CEILING HEIGHT FT. OCCUPANCY SAwI"L.L. _ APPROVING AUTHORITIES 1,�/2lfin �' I '`l r 0 N•FPA. 13' - ❑LT. HAZ. ORD. HAZ. GP. �j/ EX. HAZ. Q-NFPA 231 QNFPA231C: FIGURE AtT R Z ❑OTHER (Specify) 0 -❑SPECIFIC RULING MADE BY U5 " w AREA OF SPRINKLER OPERATION S LyP DENSITY WET Y QPRE-ACTION >.. AREA PER SPRINKLER 100 MAX, ZZLE HOSEALLOWANCEGPM: INSIDE MAKE 6 ODEL Tsflj6'6 nuR ZA;5 . s HOSE ALLOWANCE GPM: OUTSIDE SG% SIZE "32- K-FACTOR �•Q RACK SPRINKLER ALLOWANCE — TEMPERATURE RATING /,5 CALCULATION GPM REQUIRED PSI REQUIRED IV/- Z /3GZr0A`/ Gf ISaectly Locauom SUMMARY /2.O UNDERGROUND "C" FACTOR USED: OVERHEAD WATER FLOW TEST PUMP DATA TANK OR RESERVOIR } DATE&TIME _ RATED CAPACITY CAPACITY a STATIC PSI AT PSI ELEVATION = RESIDUAL PSI y 3 ELEVATION ` cr: GPM FLOWING /7 93 WELL c Lu ELEVATION — P OF FLOW GPM F- a 3 LOCATION rAb IR -Ail) of 2 rjP A7'V Oy 116SAW SOURCE OF INFORMATION Lurr//3rR , NS (/,1lOf.@(��2/?/�/!� ALL_ AN.—c (FYI/t,NFLc� E. u�> r?�l COMMODITY CLASS LOCATION STORAGE HEIGHT AREA AISLE WIDTH w STORAGE METHOD:SOLID PILED % PALLETIZED % A C7 p ❑SINGLE ROW - ❑CONVENTIONAL PALLET ❑� ATIC STORAGE ❑ENCAPSULATED U ❑ DOUBLE ROW ❑SLAVE PALLET SOLID SHELVING ❑NON }' ❑ MULTIPLE ROW []OPEN ENCAPSULATED H a o Y FLUE SPACING IN-INCHES CLEARANCE FROM TOP OF STORAGE TO CEILING a: 0 LONGITUDINAL------- TRANSVERSEFi. IN. C) IZONTAL BARRIERS PROVIDED GRINNELLb•t=-Rev.4-77 PRINTED IN U.S.A. �, ., , £ ' � r �., CITY on Bn - m L K - 0 0 o i o I ' o 0 0 /22 113; r 13. N s,� C, El 6I !1 Ii 3 D E G H I rU7 0 Oizy O O t Ii JO& l lr4 /u 1137 I ,us Ng a7 lab O 17 zs 35 O I� 103 _ 114 11S 134 O i rUi NS -13•" 133 0 O O O - 101 ry I1z3 /3 2 I I J 0 �4 'D J 0 ,. _ .y . , .. I I w SPRII,<.LER SYSTEM HYDRAULIC ANALY,-,iS Page 1 Date: 09/02/1994 WELCOLUM JOB TITLE: WELCO LUMBER WATER SUPPLY DATA SOURCE STATIC RESID. FLOW AVAIL . TOTAL REQ'D NODE PRESS . PRESS . @ PRESS . @ DEMAND PRESS . TAG (PSI ) (PSI ) (GPM) (PSI ) (GPM) (PSI ) CITY 110 . 0 43 . 0 1793 . 0 59 . 0 1547 . 8 51 . 8 AGGREGATE FLOW ANALYSIS : TOTAL FLOW AT SOURCE 1547 . 8 GPM TOTAL HOSE STREAM ALLOWANCE AT SOURCE 500 . 0 GPM OTHER HOSE STREAM ALLOWANCES 0 . 0 GPM TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 1047 . 8 GPM NODE ANALYSIS DATA NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI ) (GPM) CITY 0 . 0 SOURCE 51-. 8 1047 . 8 101 20 . 0 K= 8 . 00 12 . 3 28 . 0 102 20 . 5 K= 8 . 00 12 . 3 28 . 0 103 21 . 0 K= 8 . 00 12 . 8 28 . 6 104 21 . 5 K= 8 . 00 14 . 2 30 . 2 105 22 . 0 K= 8 . 00 14 . 9 30 . 9 106 22 . 5 K= 8 . 00 16 . 0 32 . 0 107 23 . 0 K= 8 . 00 17 . 8 33 . 7 108 22 . 5 K= 8 . 00 21 . 1 36 . 7 109 22 . 0 K= 8 . 00 21 . 2 36 . 8 110 21 . 5 - - - - 21 . 4 - - - ill 21 . 0 - - - - 21 . 6 112 20 . 5 - - - - 21 . 9 - - - 113 20 . 0 - - - - 22 . 1 - - - 114 20 . 0 K= 8 . 00 12 . 3 28 . 0 115 20 . 5 K= 8 . 00 12 . 3 28 . 0 - 116 21 . 0 K= 8 . 00 12 . 8 28 . 6 117 21 . 5 K= 8 . 00 14 . 3 30 . 2 118 22-. 0 K= 8 . 00 14 . 9 30 . 9 119 22 . 5 K= 8 . 00 16 . 0 32 . 0 120 23 . 0 K= 8 . 00 17 . 8 33 . 7 121 22 . 5 K= 8 . 00 21 . 1 36 . 8 122 22 . 0 K= 8 . 00 21 . 2 36 . 9 123 -20 . 0 K= 8 . 00 12 . 3 28 . 1 124 20 . 5 K= 8 . 00 12 . 3 28 . 1 125 '21 . 0 K= 8 . 00 12 . 9 28 . 7 126 21. 5 K= 8 . 00 14 . 3 30 . 3 127 22 . 0 K= 8 . 00 15 . 0 31 . 0 128 22 . 5 K= 8 . 00 16 . 1 32 . 1 129 23 . 0 K= 8 . 00 17 . 9 33 . 8 130 22 . 5 K= 8 . 00 21 . 2 36 . 9 131 22 . 0 K= 8 . 00 21 . 3 37 . 0 132 20 . 0 K= 8 . 00 14 . 2 30 . 1 133 20 . 5 K= 8 . 00 14 . 2 30 . 2 A. �� �' �i J � 1 I I I SPRI,"'�ER SYSTEM HYDRAULIC ANALnS Page 2 Date: 09/02/1994 JOB TITLE : WELCO LUMBER NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI ) (GPM) 134 21 . 0 K= 8 . 00 14 . 9 30 . 9 135 21 . 5 K= 8 . 00 16 . 6 32 . 6 136 22 . 0 K= 8 . 00 17 . 4 33 . 3 137 22 . 5 K= 8 . 00 18 . 7 34. 6 Al 23 . 3 - - - - 21 . 5 - - - B1 23 . 3 - - - - 21 . 5 - - - C1 23 . 3 - - - - 21 . 6 - - - D1 23 . 3 - - - - 23 . 8 - - - A 22 . 0 - - - - 25 . 7 - - - B 22 . 0 - - - - 25 . 7 - - - C 22 . 0 - - - - 25 . 9 - - - D 22 . 0 - - - - 26 . 1 - - - E 22 . 0 - - - - 26 . 5 - - - G 22 . 0 - - - - 26 . 9 - - - H 22 . 0 - - - 27 . 3 - - - I 22 . 0 - - - - 27 . 6 - - - J 22 . 0 - - - - 28 . 6 - - - K 20 .0 - - - - 31 . 7 - - - L 1 . 5 - - - - 41 . 2 - - - M 1 . 5 - - - - 47. 7 - - - BF1 1 . 5 - - - - 41 . 2 - - - BF2 1 . 5 - - - - 47 . 2 - - - �i �r _d ' : - I 1 SPRIr-o �ER SYSTEM HYDRAULIC ANALYr-)jS Page 3 Date : 09/02/1994 JOB TITLE : WELCO LUMBER PIPE DATA PIPE TAG Q(GPM) DIA( IN) LENGTH PRESS . END ELEV . NOZ . PT DISC . VEL(FPS) HW(C) (FT) SUM . NODES (FT) (K) (PSI ) (GPM) F . L . /FT (PSI ) Pipe: 1 -28 . 0 1 . 650 PL 8 . 00 PF 0 . 2 101 20 . 0 8 . 0 12 . 3 28 . 0 4 . 2 120 FTG ---- PE -0 . 2 102 20 . 5 8 . 0 12 . 3 28 . 0 0 . 027 TL 8 . 00 PV 0 . 1 Pipe : 2 -56 . 0 1 . 650 PL 8 . 00 PF 0 . 8 102 _ 20 . 5 8 . 0 12 . 3 28 . 0 8 . 4 120 -FTG ---- PE -0 . 2 103 21 . 0 8 . 0 12 . 8 28 . 6 0 . 096 TL 8 . 00 PV 0 . 5 Pipe: 3 -84 . 6 1 . 650 PL 8 . 00 PF 1 . 7 103 21 . 0 8 . 0 12 . 8 28 . 6. 12 . 7 120 FTG ---- PE -0 . 2 - 104 21 . 5 8 . 0 14 . 2 30 . 2 0 . 207 TL 8 . 00 PV 1 . 1 Pipe : 4 -114 . 8 2 . 115 PL 8 . 00 PF 0 . 9 104 21 . 5 8 . 0 14 . 2 30 . 2 10 . 5 120 FTG ---- PE -0 . 2 105 22 . 0 8 . 0 14 . 9 30 . 9 0 . 108 TL 8 . 00 ` PV 0 . 7 Pipe : 5 -145 . 7 2 . 115 PL 8 . 00 PF 1 . 3 105 22 . 0 8 . 0 14 . 9 30 . 9 13 . 3 120 FTG ---- PE -0 . 2 106 22 . 5 8 . 0 16 . 0 32 . 0 0 . 169 TL 8 . 00 PV 1 . 2 Pipe : 6 -177 . 7 2 . 1-15 PL 8 . 00 PF 1. 9 106 22 . 5 8 . 0 16 . 0 32 . 0 - 16 . 2 120 FTG ---- PE -0 . 2 107 23 . 0 8 . 0 17 . 8 33 . 7 0 . 243 TL 8 . 00 PV 1 . 8 Pipe : 7 -211 . 4 2 . 115 PL 1 . 50 PF 3 . 9 107 23 . 0 8 . 0 17 . 8 33 . 7 19 . 3 120 FTG T PE -0 . 1 Al 23 . 3 0 . 0 21 . 5 0 . 0 0 . 336 TL 11 .30 PV 2 . 5 Pipe : 8 73 . 6 2 . 115 PL 5 . 50 PF 0 . 7 Al 23 . 3 0 . 0 21 . 5 0 . 0 6 . 7 120 FTG T PE 0 . 3 108 22 . 5 8 . 0 21 . 1 36 . 7 0 . 048 TL 15 . 50 PV 0 . 3 Pipe : 9 36 . 8 2 . 115 PL 7 . 00 PF 0 . 1 108 22 . 5 8 . 0 21 . 1 36 . 7 3 . 4 120 FTG ---- PE 0 . 2 109 22 . 0 8 . 0 21 . 2 36 . 8 0 . 013 TL 7 . 00 PV 0 . 1 Pipe : 10 0 . 0 1 . 650 PL 7 . 00 PF 0 . 0 109 22 . 0 8 . 0 21 . 2 36 . 8 0 . 0 120 FTG ---- PE 0 . 2 110 21 . 5 0 . 0 21 . 4 0 . 0 0 . 000 TL 7 . 00 PV 0 . 0 Pipe : 11 0 . 0 1 . 650 PL 7 . 00 PF 0 . 0 110 21 . 5 0 . 0 21 . 4 0 . 0 0 . 0 120 FTG ---- PE 0 . 2 111 21 . 0 0 . 0 21 . 6 0 . 0 0 . 000 TL 7 . 00 PV 0 . 0 Pipe: 12 0 . 0 1 . 650 PL 8 . 00 PF 0 . 0 111 21 . 0 0 . 0 21 . 6 0 . 0 0 . 0 120 FTG ---- PE 0 . 2 112 20 . 5 0 . 0 21 . 9 0 . 0 0 . 000 TL 8 . 00 PV 0 . 0 Pipe: 13 0 . 0 1 . 420 PL 8 . 00 PF 0 . 0 112 20 . 5 0 . 0 21 . 9 0 . 0 0 . 0 120 FTG ---- PE 0 . 2 113 20 . 0 0 . 0 22 . 1 0 . 0 0 . 000 TL 8 . 00 PV 0 . 0 �. - �� __ I I I 't SPRILER SYSTEM HYDRAULIC ANALYS Page 4 Date : 09/02/1994 JOB TITLE: WELCO LUMBER PIPE DATA (cont . ) PIPE TAG Q(GPM) DIA( IN) LENGTH PRESS . END ELEV . NOZ . PT DISC . VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI ) (GPM) F . L . /FT (PSI) Pipe : 14 -28 . 0 1 . 650 PL 8 . 00 PF 0 . 2 114 20 . 0 8 . 0 12 . 3 28 . 0 4 . 2 120 FTG ---- PE -0 . 2 115 20 . 5 8 . 0 12 . 3 28 . 0 0 . 027 TL 8 . 00 PV 0 . 1 Pipe : 15 -56 . 0 1 . 650 PL 8 . 00 PF 0 . 8 115 20 . 5 8 . 0 1-2 . 3 28 . 0 8 . 4- 120 FTG ---- PE -0 . 2 116 21 . 0 8 . 0 12 . 8 28 . 6 0 . 096 TL 8 . 00 PV 0 . 5 Pipe : 16 -84 . 7 1 . 650 -PL 8 . 00 PF 1 . 7 116 21 . 0 8 . 0 12 . 8 28 . 6 12 . 7 120 FTG ---- PE -0 . 2 117 21 . 5 8 . 0 14 . 3= 30 . 2 0 . 207 TL 8 . 00 PV 1 . 1 Pipe : 17 -114 : 9 2 . 115 PL 8 . 00 PF 0 . 9 117 21 . 5 8 . 0 14 . 3 30 . 2 10 . 5 120 FTG ---- PE -0 . 2 118 22 . 0 8 . 0 14 . 9 30 . 9 0 . 109 TL . 8 . 00 PV 0 . 7 Pipe : 18 -145 . 8 2 . 115 PL 8 . 00 PF 1 . 3 118 22 . 0 8 . 0 14 . 9 30 . 9 13 . 3 120 FTG ---- PE -0 . 2 119 22 . 5 8 . 0 16 . 0 32 . 0 0 . 169 TL 8 . 00 PV 1 . 2 Pipe : 19 -177 . 8' 2 . 115 PL 8 . 00 PF 1 . 9 119 22 . 5 8 . 0 16 . Q 32 . 0 16 . 2 120 FTG ---- PE -0 . 2 120 23 . 0 8 . 0 17 . 8 33 . 7 0 . 244 -TL 8 . 00 PV 1 . 8 Pipe : 20 -211 . 6 2 . 115 PL 1 . 50 PF 3 . 9 120 23 . 0 8 . 0 17 . 8 33 . 7 19 . 3 120 FTG T PE -0 . 1 B1 23 . 3 0 . 0 21 . 5 0 . 0 0 . 336 TL 11 . 50 PV 2 . 5 Pipe : 21 73 . 6 2 . 115 'PL 5 . 50 PF 6 . 7 B1 23 . 3 0 . 0 21 . 5 0 . 0 6 . 7 120 FTG T PE 0 . 3 121 22 . 5 8 . 0 21 . 1 36 . 8 0 . 048 TL 15 . 50 PV 0 . 3 Pipe : 22 36 . 9 2 . 115 PL 7 . 00 PF 0 . 1 121 22 . 5 8 . 0 21 . 1 36 . 8 3 . 4 120 FTG ---- PE 0 . 2 122 22 . 0 8 . 0 21 . 2 36 . 9 0 . 013 TL 7 . 00 PV 0 . 1 Pipe : 23 -28 . 1 1 . 650 PL 8 . 00 PF 0 . 2 123 20 . 0 8 . 0 12 . 3 28 . 1 4 . 2 120 FTG ---- PE -0 . 2 124 20 . 5 8 . 0 12 . 3 28 . 1 0 . 027 TL 8 . 00 PV 0 . 1 Pipe : 24 -56 . 2 1 . 650 PL 8 . 00 PF 0 . 8 124 20 . 5 8 . 0 12 . 3 28 . 1 8 . 4 1-20 FTG ---- PE -0 . 2 125 21 . 0 8 . 0 12 . 9 28 . 7 0 . 097 TL 8 . 00 PV 0 . 5 Pipe : 25 -84 . 9 1 . 650 PL 8 . 00 PF 1 . 7 125 21 . 0 8 . 0 12 . 9 28 . 7 12 . 7 120 FTG ---- PE -0 . 2 126 21 . 5 8 . 0 14 . 3 30 . 3 0 . 208 TL 8 . 00 PV 1 . 1 Pipe : 26 -115 . 2 2 . 115 PL 8 . 00 PF 0 . 9 126 21 . 5 8 . 0 14. 3 30 . 3 10 . 5 120 FTG ---- PE -0 . 2 127 22 . 0 8 . 0 15 . 0 31 . 0 0 . 109 TL 8 . 00 PV 0 . 7 ._ ., r-�-. �� 1 I I I SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 5 Date : 09/02/1994 JOB TITLE : WELCO LUMBL.. PIPE DATA (cont . ) PIPE TAG Q(GPM) DIA( IN) LENGTH PRESS . END ELEV . NOZ . PT DISC . VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI ) (GPM) F . L . /FT (PSI) Pipe : 27 -146 . 1 2 . 115 PL 8 . 00 PF 1 . 4 127 22 . 0 8 . 0 15 . 0 31 . 0 13 . 3 120 FTG ---- PE -0 . 2 128 22 . 5 8 . 0 16 . 1 32 . 1 0 . 170 TL 8 . 00 PV 1 . 2 Pipe : 28 -178 . 3 2 . 115 PL 8 . 00 PF 2 . 0 128 22 . 5 8 . 0 16 . 1 32 . 1 16 . 3 120 FTG ---- PE -0 . 2 129 23 . 0 8 . 0 17 . 9 33 . 8 0 . 245 TL 8 . 00 PV 1 . 8 Pipe : 29 -212 . 1 2 . 115 PL 1 . 50 PF 3 . 9 129 23 . 0 8 . 0 17 . 9 33 . 8 19 . 4 120 FTG T PE -0 . 1 C1 23 . 3 0 . 0 . 21 . 6 0 . 0 0 . 338 TL 11 . 50 PV 2 . 5 Pipe : 30 73 . 8 2 . 115 PL 5 . 50 PF 0 . 7 Cl 23 . 3 0 . 0 21 . 6 0 . 0 6 . 7 120 FTG T PE 0 . 3 130 22 . 5 8 . 0 21 . 2 36 . 9 0 . 048 TL 15 . 50 PV 0 . 3 Pipe : 31 37 . 0 2 . 115 PL 7 . 00 PF 0 . 1 130 22 . 5 8 . 0 21 . 2 36 . 9 3 . 4 120 FTG ---- PE 0 . 2 131 22 . 0 8 . 0 21 . 3 37 . 0 0 . 013 TL 7 . 00 PV 0 . 1 Pipe : 32 -30 . 1 � 1 . 650 PL 8 . 00 PF 0 . 2 132 20 . 0 8 . 0 14 . 2 30 . 1 4 . 5 120 FTG ---- - PE -0 . 2 133 20 . 5 8 . 0 14 . 2 30 . 2 0 . 031 TL 8 . 00 PV 0 . 1 Pipe : 33 -60 . 3 1 . 650 PL 8 . 00 PF 0 . 9 133 20 . 5 8 . 0 14 . 2 30 . 2 9 . 1 120 FTG ---- PE -0 . 2 134 21 . 0 8 . 0 14 . 9 30 . 9 0 . 110 TL 8 . 00 PV 0 . 6 Pipe : 34 -91 . 2 1 . 650 PL 8 . 00 PF 1 : 9 134 21 . 0 8 . 0 14 . 9 30 . 9 13 . 7 120 FTG ---- PE -0 . 2 135 21 . 5 8 . 0 16 . 6 32 . 6 0 . 237 TL 8 . 00 PV 1 . 3 Pipe : 35 -123 . 8 2 . 115 PL 8 . 00 PF 1 . 0 135 21 . 5 8 . 0 16 . 6 32 . 6 11 . 3 120 FTG ---- PE -0 . 2 136 22 . 0 8 . 0 - 17 . 4 33 . 3 0 . 125 TL 8 . 00 PV 0 . 9 Pipe : 36 -157 . 1 2 . 115 PL 8 . 00 PF 1 . 5 136 22 . 0 8 . 0 17 . 4 33 . 3 14 . 3 120 FTG ---- PE -0 . 2 137 22 . 5 8 . 0 18 . 7 34 . 6 0 . 194 TL 8 . 00 PV 1 . 4 Pipe : 37 -191 . 7 2 . 115 PL 9 . 50 PF 5 . 5 137 22 . 5 8 . 0 18 . 7 34 . 6 17 . 5 12.0 FTG T PE -0 . 3 D1 23 . 3 0 . 0 23 . 8 0 . 0 0 . 280 TL 19 . 50 PV 2 . 1 Pipe : 79 -285 . 0 2 . 469 PL 1 . 30 PF 3 . 7 Al 23 . 3 0 . 0 21 . 5 0 . 0 19 . 1 120 FTG T PE 0 . 6 A 22 . 0 0 . 0 25 . 7 0 . 0 0 . 274 TL 13 . 30 PV 2 . 5 Pipe : 80 -285 . 2 2 . 469 PL 1 . 30 PF 3 . 7 B1 23 . 3 0 . 0 21 . 5 0 . 0 19 . 1 120 FTG T PE 0 . 6 B 22 . 0 0 . 0 25 . 7 0 . 0 0 . 275 TL 13 . 30 PV 2 . 5 �- E: Date : 09/02/1994 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 6 JOB TITLE: WELCO LUMB PIPE DATA (cont . ) PIPE TAG Q(GPM) DIA( IN) LENGTH PRESS . END ELEV. NOZ . PT DISC . VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI ) (GPM) F . L . /FT (PSI ) Pipe : 81 -285 . 9 2 . 469 PL 1 . 30 PF 3 . 7 Cl 23 . 3 0 . 0 21 . 6 0 . 0 19 . 2 120 FTG T PE 0 . 6 C 22 . 0 0 . 0 25 . 9 0 . 0 0 . 276 TL 13 . 30 PV 2 . 5 Pipe : 82 -191 . 7 2 . 469 PL 1 . 30 PF 1 . 8 D1 23 . 3 0 . 0 23 . 8 0 . 0 12 . 8 120 FTG T PE 0 . 6 D 22 . 0 0 .-0 26 . 1 0 . 0 - 0. . 132 TL 13 . 30 PV 1 . 1 Pipe : 88 -285 . 0 6 . 357 PL 12 . 50 PF 0 . 0 A 22 . 0 0 . 0 25 . 7 0 . 0 2 . 9 _ 120 FTG ---- PE 0 . 0 B 22 . 0 0 . 0 25 . 7 0 . 0 0 . 003 TL 12 . 50 PV 0 . 1 Pipe : 89 -570 . 2 6 . 357 PL 12 . 50 PF 0 . 1 B 22 . 0 0 . 0 25 . 7 0 . 0 5 . 8 120 FTG ---- PE 0 . 0 C 22 . 0 0 . 0 25 . 9 0 . 0 0 . 010 TL 12 . 50 PV 0 . 2 Pipe : 90 =856 . 1 6 . 357 PL 12 . 50 PF 0 . 3 C 22 . 0 0 . 0 25 . 9 0 . 0 8 . 7 120 FTG ---- PE 0 . 0 D 22 . 0 0 . 0 26 . 1 0 . 0 0 . 021 TL 12 . 50 PV 0 . 5 Pipe : 91 -1047 . 8 6 . 357 PL 12 . 50 PF 0 . 4 D 22 . 0 0 . 0 26 . 1 0 . 0 10 . 6 120 FTG ---- PE 0 . 0 E 22 . 0 0 . 0 26 . 5 0 . 0 0 . 030 TL 12 . 50 PV 0 . 8 Pipe : 92 -1047 . 8 6 . 357 PL 12 . 50 PF 0 . 4 E 22 . 0 0 . 0 26 . 5 0 . 0 10 . 6 120 FTG ---- PE 0 . 0 G 22 . 0 0 . 0 26 . 9 0 . 0 0 . 030 TL 12 . 50 PV 0 . 8 Pipe : 94 -1047 . 8 6 . 357 PL 12 . 50 PF 0 -4 G 22 . 0 0 . 0 26 . 9 0 . 0 10 . 6 ' 120 FTG ---- PE 0 . 0 H 22 . 0 0 . 0 27 . 3 0 . 0 0 . 030 TL 12 . 50 PV 0 . 8 Pipe : 95 -1047 . 8 6 . 357 PL 12 . 50 PF 0 . 4 H 22 . 0 0 . 0 27 . 3 0 . 0 10 . 6 120 FTG ---- PE 0 . 0 I 22 . 0 0 . 0 27 . 6 0 . 0 0 . 030 TL 12 . 50 PV 0 . 8 Pipe : 96 --1047 . 8 6 . 357 PL 3 . 00v PF 1 . 0 I 22 . 0 0 . 0 27 . 6 0 . 0 10 . 6 120 FTG T PE 0 . 0 J 22 . 0 0 . 0 28 . 6 0 . 0 0 . 030 TL 33 . 00 PV 0 . 8 Pipe : 97 1047 . 8 6 . 357 PL 44 . 00 PF 2 . 2 J 22 . 0 0 . 0 28 . 6 0 . 0 10 . 6 120 FTG 2E PE 0 . 9 K 20 . 0 0 . 0 31 . 7 0 . 0 0 . 030 TL 72 . 00 PV 0 . 8 Pipe : 98 -1047 . 8 6 . 357 PL 18 . 50 PF 1 . 5 -K 20 . 0 0 . 0 31 . 7 0 . 0 10 . 6 120 FTG T PE 8 . 0 L 1 . 5 0 . 0 41 . 2 0 . 0 0 . 030 TL 48 . 50 PV 0 . 8 Pipe : 99 -1047 . 8 6 . 357 PL 1 . 00 PF 0 . 0 L 1 . 5 0 . 0 41 . 2 0 . 0 10 . 6 120 FTG ---- PE 0 . 0 BF1 1 . 5 0 . 0 41 . 2 0 . 0 0 . 030 TL 1 . 00 PV 0 . 8 _. ,� I I SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 7 Datke : 09/02/1994 JOB TITLE: WELCO LUMBF`) PIPE DATA (cont . ) PIPE TAG Q(GPM) DIA( IN) LENGTH PRESS . END ELEV . NOZ . PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI ) (GPM) F . L . /FT (PSI ) Pipe: 100 FIXED PRESSURE LOSS DEVICE BF2 1 . 5 0 . 0 47 . 2 0 . 0 6 . 0 psi , 1047 . 8 gpm BF1 1 . 5 0 . 0 41 . 2 0 . 0 Pipe : 101 -1047 . 8 6 . 357 PL 1 . 00 PF 0 . 5 BF2 1 . 5 0 . 0 47 . 2 0 . 0 10 . 6 120 FTG E PE 0 . 0 M 1 . 5 0 . 0 47 . 7 0 . 0 0 . 030 TL 15 . 00 PV 0 . 8 Pipe : 102 -1047 . 8 6 . 160 PL 30 . 00 PF 3 . 5 M 1 . 5 0 . 0 47 . 7 0 . 0 11 . 3 140 FT.G 3ETG PE 0 . 6 CITY 0 . 0 SRCE 51 . 8 (N/A) 0 . 027 TL 129 . 75 PV 0 . 9 NOTES : - (1) Calculations were performed by the HASS 5 . 8 . 0 computer program under license no . 4 C1324J granted by HRS Systems , Inc . 2193 Ranchwood Dr . , N . E . Atlanta, GA 30345 ( 2 ) The system has been balanced to provide an average imbalance at each node of -0 . 002 gpm and a maximum imbalance at any node of 0 . 119 gpm. (3) Velocity pressures are printed for information only , and are not used in balancing the system. Maximum water velocity is 19 . 4 ft/sec at pipe 29 . ( 4) PIPE FITTINGS TABLE Pipe Table Name : STANDARD. PIP PAGE : A MATERIAL : S40 HWC : 120 Diameter Equivalent Fitting Lengths in Feet ( in) E T L C B G A D Ell Tee LngEll ChkVly BfyVly GatVly A1mChk DPVly 2 . 469 6 . 00 12 . 00 4 . 00 14 . 00 7 . 00 1 . 00 10 . 00 10 . 00 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 8 Date: 09/02/1994 JOB TITLE: WELCO LUMBI, WATER SUPPLY CURVE 120+ 110*\ 100+ \\ 90+ \\ P 80+ \\ R i \\ E i \\ S i \\ S 70+ \\ U \\ R i \\ E \\ 60+ 0\ P \\ S ; X \\ I . 50+ \\ 43 . 0 psi @ ,1793 gpm-> 40+ Flow Test Point 30+ 20+ LEGEND X = Required Water. Supply 51 . 81 psi @ 1547 . 8 gpm " 10+ " 0 = Available Water- Supply 58 . 96 psi @ 1547 . 8 gpm " 0++-+---+----+-----+------+--------+--------+---------+-----------+ 400 600 800 1000 1200 1400 1600 1800 2000 FLOW (GPM) n b a � > o s ' 6R, U �. co a a� Z o v� - 5 \ f W I a LA Q i � •. I CASCADE TESTING LABORATORY,INC. TESTING S.INSPECTION / ENGINEERS / GEOLOGISTS PREVIOUS 12919 N.E.126TH PLACE. REPORT No 83934 KIRKLANO.WA 96034 (2061 823-9800 DATE QERT. NO. EVERETT 12061259-012117 • 9 3 /, 7 _ 3��.' PROJECT �0 1uyw' r LOCATION zn��G" BLDG.PERMIT NO. OWNER // 10: WEATHER TEMP. AT110 c j&M AT PM ENGINEER ARCHITECT AT ����� CC CTOR (2) (3) INSPECTION PERFORMED ITEMS INSPECTED _ FOUNDATIONS _ RESTEEL/CONCRETE _ RESTEEL ONLY FOOTINGS _ SLAB _ RESTEEIJMASONRY _ STR.STIWELDING AUGER CAST PILES _�NS — OTHER It---STR.ST/BOLTING — DRILLED PIERS — WALLS -L— BEAMS LOCATION(AREAS) (5) CONCRETE/MASONRY MIX NO. DESIGN STRENGTH(f'c) SUPPU TOTAL C . ACED SLUMP(INCHES) SPECIMENS CAST AIR CONTENT(%) SEE CYLINDER REPORT NO. 1�YES_NO _ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG.DEPT.APPROVED PLANS,SET NO. ` / l REMARKS: �/� C e� -�-D AJ 40 L-k,L! d 1 o b e C_��u nJj d aL w .0 7�t 91 HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY n INSPECTOR: COPIES TO: 1'9-a 3 FIELD REPORT SIGNED: FORM NO.CTL-89-1 it l I .a i' I f CASCAOE TESTING LABORATORY,INC. TESTING&INSPEC:TION / ENGWEERS / GEOLOGISTS PREVIOUS 7 7 125119 N.E.126TH PLACE. REPORT No. 8 3 3 34 KIRKLEVERE NO.WA 98034 I(206 823-S600 DATE , EAT_NO. _ EVERETT (2061259-OS17 3 /1 7 PROJECTii - A.�JG D )L&y'- Y' L CATION zn111�&= TO: // _t BLDG. PERMIT NO. OWNER L��� � rt� ��/J ��. WEATHER � TEMP. ATM eCjCM 11//9ZM5 /2 767 / J L+,- a1 N/ L5-4 AT PM ENGINEER ARCHITECT ATTN: �� Gd CONT CTOR (2) INSPECTION PERFORMED ITEMS INSPECTED — FOUNDATIONS _ RESTEEIJCONCRETE — RESTEEL ONLY — FOOTINGS — SLAB _ RESTEELIMASONRY — S�TR.ST/WELDING _ AUGER CAST PILES _�NS — OTHER �- STR.ST/BOLTING — DRILLED PIERS — WALLS ..Lr BEAMS (LOCATION(AREAS) �rQC!'P (5) CONCRETEIMASONRY MIX NO, DESIGN STRENGTH(Pc) SUPPU TOTAL C sk CED SLUMP(INCHES) SPECIMENS CAST AIRCONTENT(%) SEE CYLINDER REPORT NO. V YES_NO —ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG.DEPT.APPROVED PLANS,SET NO. REMARKS: �n � C���\e� �O Y, �D F^U L.t C lL u� q 1 Y`C Y"l E 7L/-k k.J' l('Ae 4-e <� 71�0 tk --jal LAJ AfcLt ! 14-// ev,f✓,ve ajv a- 11 r© Y4 U. J10.yS' HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE ZI APPROVED BY n INSPECTOR: COPIES TO: 1,9-S 3- FIELD REPORT SIGNED: - FORM NO.CTL•99.1 I Ii 1 ` � -i Zero I RAL`_ Associated Sand&Gravel 0 1 M c Company Inc. Contains Portland wment. If any cement c 6300 Glenwood Ave. ac Associated " 4tssn*4Fpsa'�Vwithwt Into the tereye,andcon flush sult 1 P.O.Box awitaewikYibeatedlywithweter and consult Everett,WA 98203''° "r Physician Promptly• y o u►` -_.... Everett(206)355-2111 Seattle(206)624-0301 Freshly mixed cement, mortar, concrete c grout may cause skin Injury. Avoid contal CAUTION! with skin when possible and wash expose Contractors Regrstraoon No.IWASHl2M-01•ASS"S-G37250 IALASNAIAA3625 CEMENT PRODUCTS MAY CAUSE skin areas promptly with water. i ACCOUNT NAME ACCTJJOB NO. EYE AND SKIN INJURY TERMS OF PAYMENT:THE CUSTOMER AGREES BY ACCEPTIN . APPLE BUILDERS `�(�() THE GOODS. LABOR AND MATERIALS SET FORTH HEREIN,7- PAY FOR SUCH GOODS,LABOR AND MATERIALS WITHIN 1%10T LIABILITY STATEMENT PROX. NET 30 PROX TERMS,AFTER-WHICH TIME SERVIC DELIVERED TO: 1— WE MAKE DELIVERIES INSIDE THE CURB LINE AND CHARGES AT 12%PER ANNUM SHALL BE ASSESSED AGAIN£ h+ bb 15 17�ND �T NE H1rZL I ON THE LOT AT CUSTOMER'S RISK ONLY. AND THE THEN OUTSTANDING BALANCE IN FAVOR OF ASSOCIATE 14 ACCEPT NO RESPONSIBILITY FOR DAMAGES RE- SAND&GRAVEL AND PAYABLE BY CUSTOMER I1uGTDN ' SULTING FROM SUCH DELIVERIES. U l V MATERIAL RECEIVED AS SPECIFIED AND IN GOOD CONDITION. COST MER SIG ATURE A CHARGE WILL BE MADE FOR STANDING TIME IN EXCESS OF ALLOWED FREE TIME. V PLANT NO. P.O.I INTER.NO. TRUCK NO. COMPUTER TICKET NO. TIME ORDERED TEMPER WTR. SLUMP O D ED LOAD NO. T TAL YARDS 4-17 G 1 1 28101 1 1 :i�t7 4. 0 1 9. 5Ca PRODUCT NO. YARDS DESCRIPTION WATER ADDED MAX.ADD WTR. DRIVER 40 9. 5i i 5 1/E SK 3/4" IDAN B. 01.0 9. 50 HOT WATER/YARD. SPECIAL INSTRUCTIONS: 337A Order : 12 Data- 9�4�::,, _ A. ' .r:lh4v-..A✓a3-Y�:_.'rFg➢�p�r..��fYWSi� � - - .. ...:.. -. _...,._T.....X r.�.A.. r.-.aA _.-... ., . -. iW..✓.r ELCO: LUMBERr. FOOT INGS N: OF SAWDUST• HOPPERcw-- END- 'HATCH` WEIGHTS" . _. ,.,... .tea.. im TIME DELAYED JOB NOT READY ARRIVE JOB EARLY SLOW PLACING METHOD TRUCK BREAK DOWN LEFT PLANT: ARRIVE JOB START UNLOAD LEFT JOB RETURN TO PLANT —.2_2:09 /o 1 1//(' 3 10:23AM 9F eb94 Yards :. 9. 50 Yd Mix ID: 40 Mix Desc:. 5 1/E SK 3/4" Batch : . 1 of 1 Batch #: 4989 Truck #:. . . 61 Drvr:DAN B. Ticket # 12-81oI Aggr-egate Target Act l_La1 Status Moist Admix Target Actual Status Tare Zero Tare Zero 3,'411 151817 Ll� 1628ti 01_LtTol ;;). 0% CALCIUM +1 C) 0z i, In Tol 783 Lb 3000 O1-LtTo1 0. 0 B,LD SAID 13840 Lb 139-20 In To.l 4. 8 T.are Zero ------- - ------------ I-are Zero Inent Fa r-uet Act I_Lal Fat_Ls -------- ---------------_-__---_---- ---- -----..._-- -- ---- +ester Target Actl_Lal St at1-tS3 Tt_a a 7 e r 0 ------- - ---------._—__� �__ _____ 4.q"', Ln 4900 i 1 r0 i Ti r-e HOT rl 'n ;=C)F' I,a 1 0.i r In 1 r-1 1 �I I } Associated Sand&Gravel o I M o Company Inc. Contains portland cement. If any cement or 6300 Glenwood Ave. csmentmixtu►es got Into thseye,flush immsdi• P.O.Box 2037 atelyandropestedlywithwater,andconsulta = Associated Everett,WA 98203 physician promptly. Everett 1206)355-2111 Seattle(206)624-0301 Freshly mixed cement, mortar, concrete or grout may cause skin injury. Avoid contact CAUTION! with skin where possible and wash exposed Can rac[or s Regietranan No IWASH 1223-01-AS-SO-CS-G37250 (ALASKAI AA 3625 CEMENT PRODUCTS MAY CAUSE skin areas promptly with water. ACCOUNT NAME ACCT./JOB NO. 1 EYE AND SKIN INJURY. TERMS OF PAYMENT:THE CUSTOMER AGREES BY ACCEPTING THE GOODS, LABOR AND MATERIALS SET FORTH HEREIN, TO :1 Ij:( w }L;,i%''_ _- i,� PAY FOR SUCH GOODS,LABOR AND MATERIALS WITHIN 1%10TH LIABI LITY STATEMENT PROX, NET 30 PROX TERMS, AFTER WHICH TIME SERVICE DELIVERED TO: 'NE,MAKE DELIVERIES INSIDE THE CURB LINE AND CHARGES AT 12°/ PER ANNUM SHALL BE ASSESSED AGAINST _ ON THE LOT AT CUSTOMER'S RISK ONLY, AND THE THEN OUTSTANDING BALANCE,IN FAVOR OF ASSOCIATED 7 r •'4WD -i l•�'j�, ACCEPT NO RESPONSIBILITY FOR DAMAGES RE SANDS GRAVEL AND PAYABLE BY CUSTOMER. • SULTING FROM SUCH DELIVERIES '.! �I.i I i�:I MATERIAL RECEIVED AS SPECIFIED AND IN GOOD CONDITION. STOMEiW/AIGNATU� A CHARGE WILL BE MADE FOR STANDING TIME IN EXCESS OF ALLOWED FREE TIME X 'PLANT 110 P O./INTER.NO. TRUCK NO. COMPUTEfl TICKET NO. TIME ORDERED TEMPER WTR. SLUMPtOERED LOAD NO. TOTAL YARDS PRODUCT NO. YARDS DESCRIPTION WATER ADDED MAX.ADD WTR. DRIVER 'y•;_}y(} 5 ()i i HOT WATER/YARD � SPECIAL INSTRUCTIONS: a a r -a 1 i.;5 W e 0 A-G )r?i7 S 3 e Trax JirLf~J LUMBER FOU-l"INGS N OF SAWDUS"l- HOPPEEN KEN'r 3E_ %X, PATCH '-WET GHl a JOB NOT READY I ARRIVE JOB EARLY SLOW PLACING METHOD TRUCK BREAK DOWN TIME DELAYED LEFT PLANT: `` �77 JOB START UNLOAD LEFT JOB RETURN TO PLANT ,yv, ,,._._:.,:_ :, , "..:;:: -�.� Yh I`I�.x IL R �,._ I`1i?. Jess� a .._ _. ._ '�I•; -_�:= ' . I.r.:tT��.'-t Sai,Ch :it; 49`? ,.IYI'U" y i. �.�, '!7 •tr1 i 1•.i .. _......_+. I ?. a''T''i_ I-i l_'f:1.1 ai `�'�ci'i. _l 5 �'i(J 7.;•i i:_lil'i.,. ..f.LIU,-fIT. _ �... _... .__ ...�-.�.._-�.�-�......_...........�___•__._•�-...��__._.._....._-. 1.I...A. .. a i �� f CASCAOE TESTING L-ABORATORY,INC. TEST1NG61NSPEC—,I0N / ENGWEERS / GEOLOGIST^ PREVIOUS �11 7 ' 12919 N.E.12BTH PLACE, -9e00REPORT No. 3D V 83934 KWKLANO.WA9B034 1(2061 2 9-0817 DATE , EA NO. - EVERETT 12o6I2ss-oe17 3 z /� 7 PROJECT V C lcD Lp",e r L CATION BLDG. PERMIT NO. OWNER 61 TO: i Ile aa WEATHER TEMP.- ATIO r 3 M^ G 70,_H rim y= L+� _ a, nl L5 AT � c�M ` ENGINEER ARCHITECT ATTN: CONT CTOR (2) (3) INSPECTION PERFORMED ITEMS INSPECTED _ FOUNDATIONS _ RESTEEL/CONCRETE — RESTEEL ONLY — FOOTINGS _ SLAB — RESTEEL/MASONRY — S�TR.STIWELDING _ AUGER CAST PILES _ C�NS — OTHER STR.STIBOLTING — DRILLED PIERS — W�ALLS� -L BEAMS (LOCATION(AREAS) '���rG1�i"P (51 CONCRETE/MASONRY MIX NO. DESIGN STRENGTH(Pc) SUPPU TOTAL C CED SLUMP(INCHES) SPECIMENS CAST AIR CONTENT(%) SEE CYLINDER REPORT NO. V YES—NO —ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG.DEPT.APPROVED PLANS,SET NO. REMARKS: �/� � C `^' �e� r _ D_O rg -e n_- 4 Ye kn e7L 4:Eg W' �[ o LAI li 'j- --�o b e %a Af 1c1r� 4 Afokra w IJ 7� 7L b c` 1 1 4-© v-a U. e �� J c � �v.�s HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY n INSPECTOR: COPIES TO: �-� .�_, FIELD REPORT SIGNED: FORM NO.CTL•89•1 i1 I II it I I I I HCI STEEL PRODUCTS VVI =3 INC. Steel Building Systems.Steel Root Systems•Building Components Corporate Office: 18520 67th Ave.N.E. Arlington,WA 98223 R E C E I V�� (206)435-926 e e !4. r�� (206) 435-9267 Fax JAN1y Anchorage Office: 4041 B.St.Ste 202 Anchorage,AK 99503 , 1TY ( N Ul U N (907) 561-8777 (907) 561-0381 Fax CONTRACTOR APPLE BUILDERS, INC. PROJECT NAME Dry Kiln, WELCO Lumber, Arlington, WA PROJECT # BUILDING DESIGN LOADS : DESIGN CODE 1991 UBC LIVE LOAD 25 PSF WIND LOAD 80 MPH / EXPOSURE B DEAD LOAD 3.5 PSF AUXILIARY LOAD 3.0 Ceiling MEZZANINE LOAD None CRANE LOAD None J�MING G� SEISMIC ZONE 3 OF WASh�,4, O H � G EXPIRES ti i �I i I J TABLE OF CONTENTS 1 . RIGID FRAME A. FRAME GEOMETRY B. FRAME DESIGN C. CONNECTIONS 2. PURLIN DESIGN 3. SECTION SIZES A. LATERAL BRACING 8, NDVALLS C. GIRTS 1 . RIGID FRAAE A_ FRAAE GEOAETRY B. FRAA DESIGN C. CONNECTIONS i HC] STEEL PRODUCTS APPLE BUILDERS OR( KILN 'nELCO LUMBER PROJECT N0. &6-5 FWtt1E 2 a ° a 0 0 o a 0 0 O JOINT ❑ I'Et"BER HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (2%) 435 8871 FRAME DESIGN PAGE 1 --- DATE 4i 14i 1993 Few 2 _'ME 45 5,CJ�= Ar'P � BUILDERS PROJ7K- NO. STRESS ANALY' :3 FUR 'EMBERS: cF T E X T REM i TY R I G :HT E X T RE M I TY WEB PT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR `o COMPUTED ALLEWA&E CC'IPUTED ALLOWABLE RATIO COMPUTE:' ALLGWABLE COMPUTED ALLOWA3LE RATI7 RATIO :KSI, KS:. (KSI) tK,-T ;KSI) (KSI) _.as 87 00 .00 33.as .131 2�1 _ 23 2137 4.40 33.00 .141 3.00 22.87 °.50 33.00 .cfic .131 -.6B .00 ?.:_ 33.00 261 -.6S 00 -1 J3.'00 .303 .141 33.0@ -i2.42 33.130 7 5 23 ] , _.:� 'EI i v1l'� 15i -I.;S �J.c�0 - 5.rb JJ.lSiii .�1_ .d4' i -..lU �v•�l1 .7.91 rv.00 .493 -..�N 3.�.00 -1(.41 1i.100 ..:Q= .097 9 -..13 . 110 12. JJ.{;C{ J�J -..:J 33.00 -)�• J.00 .6101 •a91 GEGMERIC PRGPE R-it3 FOR MEMBERS: I S E T I 0 N D E S C R I P T I O N FULL '"SECTION PROPERTIES 0 11, 1 N T LEFT FLANGE RIGHT FLANGE W E B lLM 01F SECTION MCDULUS '10 LOCATION WIDTH THK UNBR LGTH WIDT): -hK UNBR LGTH -HK HE I GHT S SPACE AREA INERTIA LF- RIGHT (FT) (IN) fT`l (IN) (IN) - (IN) (IN) (IN) (IN) (IN) (IN2) (IN4) (M) (IN3)- .00 6.0 .250 6.0 6.13 .250 46.0 .125 11.50 .0 4.4 119.4 19.90 19.90 2 3.02 6.0 .250 42.0 6.0 .250 48.0 125 11.50 .0 4.4 115.4 19.90 19.90 3 6.04 6.0 .250 46.0 6.0 .250 48.0 .125 11.50 .0 4.4 10.4 19.90 19.130 4 9.07 6.0 .250 48.0 6.0 .250 48.0 .125 11.50 .0 4.4 1119.4 19.90 19.90 5 12.09 6.0 .250 48.0 6.0 .250 48.0 .125 11.50 .0 4.4 119.4 19.90 19.90 6 15.11 6.0 .250 48.0 6.0 .250 48.0 I25 11.50 .0 4.4 119.4 19.90 19.90 7 15.13 6.0 .250 48.0 6.0 .250 48.0 I25 11.Z0 .0 4.4 119.4 19.90 19.90 S 17.62 S.0 .250 4.3.0 6.0 .250 48.0 .125 11.50 .0 4.4 119.4 19.90 19.90 9 20.12 6.0 .250 1.5 6.0 .250 1.5 .125 11.50 .0 4.4 113.4 1'?.90 19.90 FLANGES WEB f 7IEL7 STRESSES (KSI) 55.0 55.0 i .� HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 9A223 (206) 435 8871 FRAME DESIGN RAGE 2 ----------- DATE 4/14/1993 TIME 10:32:46 RO.iECT: APPLE BUiL21ERS PRO.'ECT NO. PROPERTIES FGR STRESS ANALYSIS FOR MEMBERS: L E F T FLANGE RIGHT FLANGE PT ---- NO CB L/RT LD/AF CB L/RT LD/AF KL/RX WRY CM F'E 1 1.750 3.731 48.000 1.750 29.844 384.000 67.4a3 4.213 .850 32.791 2 1.000 26.114 336.000 1.750 29.844 384.000 67.483 89.488 .850 32.791 3 I.O00 129.844 384.000 1.750 29.844 384.000 67.483 33.10I .850 32.791 4 1.000 29.344 384.1000 1.75:0 29.844 384.000 67.483 33.701 .8E0 32.791 3 1.000 29.344 384.000 1.750 29.844 384.L100 67.483 33.701 .850 312.791 1.000 2 .844 384.000 1.750 =9.344 384.000 67.483 . 33.701 .3;0 32.791 ! .."e, =a.344 384.YW0 �.1°,;� c?.844 .:34.000 ai.480 ......0 .8. :. 01V a44 34.`000 !.7-0 844 784,000 67.483 33.701 K0 321.791 9 'J6o 35r�a,0 _44 i2.:�b ..0"L =44 i2.14� 67.483 NCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Ariington WA 98223 (206) 435 8871 FRAME DESIGN PAGE 3 ------------ DATE 4/14,11993 TIME 10:32:47 :DRO;ECT: APPl 6UILDtRS PRUJE::T MG. MEMBER ''FORCES FOR MEMBERS: 1 - 2 ABSOLUTE MOMENTS AND AXIAL FORCES POINT MAXIMUM ------ ------ - ----- --- ------ NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL (KIPS) (K-'FT) (KIPS) (K-FT) ';K:. S) (K-71 (KIPS) (K-7) (KIPS) D+L D+W Cl D-W C2 D+.SL+W C1 D+.SL+W C2 D+L+.5Gi 1. D+L+.5W CO" D+L D+w CI D+W %2 D+.5L+'rl Cl 0+.5L+W C?_ D-L+.�W C: D-L+.Z'w - _ 1 1 30 :. 0u 1.i.s3 tt -3.04 00 is el4 6i0 6.0 i0 7.37 - ..1•JJ J0 -1.35 .61 2.73 .00 4.68 .00 7.911 .00 8.89 1 L J•l'12 4.14 2.33 -l�•JJ -5.00 -`.a.� -3.04 -5.27 -.92 -7.D 1.134 60 6.a9 -1.62 7.07 4.14 13.33 b.1;5 -1.35 4.51 7.81 2.73 5.78 4.6e 5.14 7.91 4.92 8.6': 3 6.04 1.99 3.29 13.33 -12.41 -5.00 -15.44 -3.04 -9.38 -.92 -12.':i 1.04 -.87 6.09 -2.38 7.07 8.29 13.33 11.65 -1.35 8.62 .61 14.19 2.73 11.16 4.68 11.i6 7.91 9.65 8.39 4 9.07 1.62 12.43 13.33 -17.63 -5.00 =20.61 -3.04 '-13.83 -.92 -16.80 1.24 -.81 6.09 -2.30 7.07 12.43 13.33 15.32 -1.3 5 12.35 .61 19.12 2.73 16.15 4.68 15.66 7.91 14.18 8.89 J 121.�9 1.46 16.57 13.33 _2 2-0 -5.00 -24.07 -;,.04 -il.i3 -.92 . -i9.'00 1.04 -.43 6.09 -1.36 7.07 16.57 13.33 17.54 -1.35 15.61 .61 22.61 2.73 20.74 4.68 19.45 7.91 18.31 8.89 6 15.11 1.37 20.71 13.33 -26.12 -5.00 -25.83 -3.04 -19.78 -.92 -19.49 1.04 .29 6.09 .43 7.07 20.71 13.33 18.33 -1.25 18.61 .61 24.66 2.73 24.95 4.68 22.51 7.91 22.65 8.89 7 15.13 1.37 20.74 13.33 -26.14 -5.00 -25.83 -3.04 -19.79 -.92 -19.4`1 1.04 .29 6.39 .44 7.07 20.74 13.33 18.33 13.113 61 24.67 2.73 24.97 4.68 22.52 7.91 22.67 8.89 8 17.62 1.37 24.16 13.33 -28.87 -5.00 -26.00 -3.04 -21.48 -.92 -18.61 1.04 1.13 6.09 2.56 7.07 24.16 13.33 17.88 -1.35 20.75 .61 25.27 2.73 28.14 4.68 24.50 7.91 25.94 8.85 9 20.12 1.37 27.58 13.33 -31.16 -5.00 -25.00 -3.04 -22.72 -.92 -16.56 1.04 2.19 6.09 5.27 7.07 27.58 13.33 16.45 -1.35 22.61 .61 24.89 2.73 31.05 4.68 25.99 7.91 29.07 8.89 i 1 HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 FRAME DESIGN PAGE 4 ---------- DATE 4/14/1993 TIME 10:32:47 PROJECT: APPLE: BUILDERS PROJECT NO. STRESS ANALYSIS FOR MEMBERS: 3 - 4 LEFT EXTREMITY RIGHT EXTREMITY WEB PT AXIAL STRESS BENDING STRESS STRESS AXIAL STRESS BENDING STRESS STRESS SHEAR NO COMPUTED ALLOWABLE COMPUTED ALLOWABLE PATIO COMPUTED ALLOWABLE COMPUTED ALLOWABLE RATIO RATIO (KSI) (KSi11) (KSI) (KSI) (KSI) (KSI', (KSI) (KSI) 1 -.1'.I JJ•3C')))) L1.1 V JL•44 .❑4L .34 mod..fib 21.L4 41.J4 .688 .860 3100 12.14 :1.4J .377 .17 23.97 12.54 ..12 .411 .874 23.51 13.31 31.76 .431 .Q 23.51 33.00 .386 .849 4 =3.5! 13.37 31.75 .40 23.51 -13.3733.00 .388 849 3 1 ��L.1 i .:�.b� .0 i l� ..:y �0.2.97 -2 .17 .:J.d0 .:;9h •1. 44 2.:.�0 29.210 ii •.:i +4 -��.aid JJ.'t1�1� •bt�l� .yJi I 57 .t41 .�� �1.'ic -_ .1: 4J.u10 •hod .4J9 23.48 .b18 .23 20 32 -20.47 33.00 .61'a .155 9 .20 19.7 19.39 28.33 e9! �.O 19.77 -19.39 33.'?0 10 .18 2°.J8 17.6F, 28.34 .6c_ .18 29.09 -!7.65 33.00 .529 .'d65 GE METRIC PKPERTIES FER MEMBERS: 3 - 4 S E C T I O ND E S C R I P T i 0N FULL SECTION PROPERTIES R 0 I N T 3-T ;-r1NGE RIGHT FILAINGE WEB MGM OF SEC'iON MODULUS NO LOCATION WIDTH T K UNBR LGTH WIDTH TICK UNBR LGTH THK HEIGHT S SPACE AREA INERTIA LEFT RIGHT (FT) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN2) (IN4) (IN3) (IN3)- 1 .48 5.'u .188 18.7 5.0 .188 68.3 .134 13.50 .0 3.7 115.4 16.63 16.63 2 2.66 5.0 .188 60.1 5.0 .188 68.3 .134 15.80 .0 4.0 164.1 20.29 20.29 3 4.85 5.0 .1e8 60.1 5.0 .166 68.3 .134 18.11 .0 4.3 223.4 24.18 24.16 4 4.86 5.0 .188 60.1 5.0 .188 68.3 .134 18.12 .0 4.3 223.9 24.21 24.21 5 7.47 5.0 .188 60.1 5.0 .188 120.1 .134 20.S8 .0 4.7 309.9 29.17 29.17 6 10.08 5.0 .188 60.1 5.0 .188 120.1 .134 23.63 .0 5.1 413.7 34.47 34.47 7 12.69 5.0 .led 60.1 5.0 .188 120.1 .134 26.38 .0 5.4 536.6 40.11 40.11 8 12.71 5.0 .188 60.1 5.0 .188 120.1 .179 26.40 .0 6.6 606.1 45.28 45.28 9 14.89 5.0 .186 60.1 5.0 .188 120.1 .179 28.70 .0 7.0 744.3 51.20 5 1.20 10 17.07 5.0 .188 w.4 5.0 .188 22.4 .179 31.00 .0 7.4 901.2 57.44 57.44 FLANGES WEB YIELD STRESSES .KSI) 55.0 55.0 i HCI STEEL PRODUCTS, INC. 185LO - 67th Avenue NE Arlington WA 9K23 (206) 435 8871 FRAME DESIGN PAGE 5 ------------ DATE 4/14/1993 TIME 10:32:49 P-Ii07ECT: 4PPLE rU_LDERS PROJECT NO. PROPERTIES FOR STRESS ANALYSIS FOR MEMBERS: 3 - 4 L E F T FLANGE RIGHT FLANGE PT --- -------- -------- - ------------ NG CB L/RT LD/AF CB L/RT LD/AF KL/R% KL/RY CM FIE 1 1.000 14.938 277.444 1.100 54.450 1011.334 35.708 18.215 .850 117.118 1.'r00 48.842 1036.380 1.100 55.572 1179.176 s1.176 60.753 .850 153.638 3 1.000 49.809 1183.897 11.100 56.67i 1347.019 C'.735 63.058 .850 194.1ci 1.'da0 ��.'.16 1135.caj IAO !6.a80 13488.313 - .712 �a.075 .8u0 194.4J4 ..000 50.947 1361.326 1.000 101.�93 27c2.,x2 2?.54 65.721 850 24'r.899 c ..ZOO 52.353 1537.618 1.�00 104.105 s0i5.235 :"'.067 68.264 .350 306.ry57 7 . :. `, i 3 6 17i3.':09 1.000 i06.272 3427.518 21 d73 70.715 .350 37 0.609 3 i. 13 =b. '1 i l 15 - :.1� �■ 1 1 v a07 � ��� -::1 8 7 �� -`gyp v �F'� .�hl r 'C� 1-r. :Li .,I�IJ . 9.:; L..8'1� �l.' Si r J'IJ.r L•�9i]i,1+ Ji.J�_ i:b�._5.:: _.v�l: __r. y� �i�J.li�� ::.:1�.� ��}..ii.. •I:..1]}1 __..lid �.2A 1. 0-10 r..v84 44. 4 1. 00 -_.-;4 749.749 1-1.;y T I 1 iJ �{ 1 HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 58223 (206) 435 8871 FRAME DESIGN PAGE 6 ------------ DATE 4/14/1993 TIME 10:32:49 -'RUJELi. HfV .I iLJtG'7 F'RUJtL NO. MEMBER FORCES FOR `!EMBERS: 3 - 4 ABSOLUTE MOMENT 'S AND AXIAL FORCES POINT MAXIMUM - ----------- ---- ------------------- NO LOCATION SHEAR MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL MOMENT AXIAL (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) (K-FT) (KIPS) D+L D+W C1 D+W C2 D+.SL+W C1 ZL+W Cc J+L+.S'+i +L+.SW 02 �+L 4 j 4 4 i .4z _-."�� ram. 0 1.L+1J -....Lr -.�y -2J.1' ._. -�L.�Y! -.41 C 91 2. 'd .b9 ,:;3 29.4� l.26 c2_2 .75 25.56 1.55 7 c.c•+ !'_. -w.t4 1.51 -19.c� -.'"9 -ir.'�9 .51 1.l6 -1c.34 .57 -11.18 1.u1 -4.'4 l.81 i9.r3 -.jl =_.36 .69 17.74 -.36 21 a7 1.24 6.78 .7i 7.'?- �.�1 4.85 9.49 -26.32 1.74 -1a.32 99 -11.20 1 -18.53 -.46 -19.40 1.14 -22.41+ .63 -22.87 1.4-4 -26.82 1.74 20.50 -.92 19.92 .68 12.59 -.38 11.72 1.21 -6.88 .66 -7.31 1.46 4 4.86 9.47 -26.98 1.74 -10.26 -.99 -11.15 .61 -18.51 -.46 -19.41 1.14 -22.51 .63 -2.2.95 1.43 -26.98 1.74 20.81 -.92 19.91 .68 142.56 -.38 11.66 1.21 -6.97 .66 -1.42 1.46 5 7.47 7.44 -49.04 1.66 -1.11 -1.00 -5.11 .60 -16.12 -.49 -20.11 1.11 -32.15 .57 -34.15 1.37 -41.04 1.66 22.06 -.92 18.06 .68 7.05 -.41 3.06 1.18 -20.56 .61 56 1.41 S 10.08 5.40 -65.79 1.58 6.42 -1.00 .10 .60 -13.70 -.52 -2a.02 1.08 -39.17 52 -42.33 1.32 -65.79 1.58 22.38 -.93 16.06 .67 2.25 -.44 -4.06 1.16 01.19 .56 -34. 1.J6 7 12.69 3.31 -77.23 1.5a 12.35 -1.a! 4.49 .59 -l1.28 -.55 .3.17 1.05 -43.`.'G 4C -47. I I.26 -77."2.3 1.Z70 21.78 -.'93 l.i.'i b7 -1.8 J -.47 -9.i1 1.13 -38.86 .50 -42.79 1.30 8 12.71 3.35 -77.24 1.5a 12.3a -1.01 4.32 .59 -11.26 -.55 -11i.13 1.05 -43.60 .46 -47.5.E 1.26 -77.29 1.50 21.77 -.93 13.91 .67 -1.87 -.47 -9.74 1.13 -38.90 .50 -42.84 1.30 9 14.89 1.63 -82.75 1.44 16.10 -1.01 7.55 .59 -9.22 -.57 -17.77 1.03 -45.26 .42 -49.53 1.22 -82.75 1.44 20.55 -.94 12.a0 .66 -4.76 -.50 -13.31 1.10 -43.03 .46 -47.31 1.26 10 17.07 1.131 -84.49 1.37 118.69 -1.02 10.00 .58 -7.16 -.60 -15.85 1.00 -45.09 .37 -49.43 1.17 -84.49 1.37 18.69 -.94 10.00 .66 -7.16 -.522 -15.85 1.08 i 1 I -45.'09 .41 HCI STEEL PRODUCTS, 1%. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 FRAME DESIGN PAGE 7 ------------ DATE 4/14/1993 TIME 10:32:50- ,;PZ PROJECT: ,,jUT ILDERS PROJECT NO. FORCES ACTING 3N SUPPORTS LOADING CONDITHN 'SUPPORT HORIKNTAL VERTICAL MOMENT NO D E S C R 1 P T 1 0 N NO (KIPS) (KIPS) (9 T) G+! 1 -1.. +_ 1.37 O0 �5-1- 7 7C 1NG .uV __.L10 TOTAL =0RCES APPLIED 00 ==.66 .30 L+A "r a 3.12 _.i+4 .00 3 D,W 02 1.-6 .61 .J0 TCT L FC-CZ3 '2C T ING 4.H -_.43 TCT"L FCRCSS APPLIED 4.67 4s' 4 D+..L++WI 1 1.35 d0 7J .00 TOTAL FORCES ACTING 4.63 1.81 TOTAL FORCES APPLIED 4.67 1.81 5 D+.SL+W Cd 1 2.70 1.04 .00 5 D+.5L-HA C2 2 1.98 s.63 .00 TOTAL FORCES ACTING 4.56 72 TOTAL FORCES APPLIED 4.67 5.72 6 D+L+.`W CI 1 .25 6.09 .00 6 D+L+.Sw C 2 2.09 7.91 .00 TOTAL FORCES ACTING 2.74 14.00 TOTAL FORCES APPLIED 2.34 14.00 7 ➢+L+.5W C2 1 .68 7.07 .00 7 D+L-.=W C2 1. 6 3.89 .r0 TOTAL C'cCES HCTING ' TOTAL FORCES APPLIED 2.34 15.'":6 i HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 FRAME DESIGN GAGE 8 ------------ DATE 4/14/1993 TIME 10:32:fO RR iEC;. 7PPLE _,11ILEERS ROIECT '10. EXTERNAL ME-ABER LOADS UNIFORMLY LOADING CIONDITION DISTRIBUTED LOADS C 0 N C E N T R A T E D L O A D S ------------------ "ER ---- NO 0 E S C R I G T I 0 N NUMBER VERTICAL HORIZONTAL LOCATION VERTICAL HORIZONTAL MOMENT (K/F_) (K/FT) (FT) (KIPS) (KIPS) (K-FT) 1 D+L 1 .000 z t0 Dom_ 000 ON i -D+L o .781 1010 1 DiL u .i81 ON c D+ Ci i .&0 072 C "•Y L: 4 J is tq UL J —.122 -.11]7E 3 D+w C"o `} .000 .07.2 4 u4-.5L+n C. a .000 A D*.5L+W C. 3 03 -.2-97 4 D+,SL+W C1 4 .103 .185 5 D+.:L*W C2 .000 . 86 5 D+.:L+W C2_ 2 .000 .043 5 D+. 44A C2 3 .118 D+.5L+W C2 4 .218 .072 h O+L+.SW C1 I 000 .036 6 D++,5W Cl .000 .079 6 D+L+.fA Cl .385 -.143 6 D+L+.Ski Cl 4 .435 .093 7 D+L+.Sw C2 1 .000 .093 7 D+L+.5W C2 2 .ON .OLD 7 D+L+.5W C2 3 .443 -.086 7 D+L+.SW C2 4 .493 .036 i �� HCI STEEL PRODUCTS, INC. 18520 - S7th Avenue NE Arlington WA 98223 (206) 435 8871 FRAME DESIGN PAGE 9 ----- DATE 4/14/1993 TIME 10:32:50. PROJECT: HfP L c. 7u LEERS PROJECT NO. MEMBER END TRANSLWIONS LOADING CONDITION END TRANSLATIONS MEMBER NO D E 3 C R I P T 1 O N JOINT VERT HORZ JOINT VERT HORZ NO fIN) (IN) IN (IN) (IN) i 1 D+L 1 .00 00 3 -.'03 -.04 1 _ D+4. .00 3 .01 2.97 ' 4 -._L-W C 1. 30 .00 3 .00 2. 6 --- .=W C: i .110 .40 _ -.01 1.41:_ .04- -5, _ 0 LL LT�f �1 E .00 .00 4 -.01 3.j7 +. l:J C2 2 d0 r0 4 -.01 2.97 2 6 D-_+.5 C1 _ t0 .00 4 -.02 1.50 7 .+L+.:I; CO .00 .00 4 -.02 1.ZVI 3 1 D+L 3 33 -.04 5 -1.10 .00 c Ltv hi D.97 5 .24 2.56 3 D+W CZ 3 .01 2".97 5 .14 2.96 3 4 D+.5L+W C1 3 .00 2.9r 's 5 D+.SL+W CO 3 .00 2.96 5 -.20 2.96 3 6 D+L+.S'W C1 3 -.01 1.46 5 -.59 1.48 3 7 D+L1.5rE C3 3 -.01 1.46 5 -.64 1.48 , 4 1 D}1 4 -.0 3 .04 -1.10 .20 4 2 D+W C1 4 .00 2.95 5 .34 2.96 4 3 D+!J C2 4 .00 2.95 5 .14 2.96 4 4 D+.5L+W C1 4 -.01 2.97 5 -.10 2.96 4 D*.c1+W C2 4 -.01 2.97 5 -.20 2.96 4 6 D+L+.SW Cl 4 K 1.59 5 -.Jog 1.48 4 7 D+L+.ryl C2 4 -.02 1.50 5 -.64 1.48 MODULUS OF ELASTICITY (KSI) 29000.00 HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 FRAME DESIGN PAGE 10 ----------- DATE 4/14/1993 TIME 10:32:51 PP.OJE7: APPLE BUILLERS PROJECT "10. MEMB FLANGE F L A N G E T H I C K FLANGE WIDTH TO THICKNESS FLG/WEB WEB NO THK/7HK L E F T RIGHT L E F T RIGHT THICK WEB THICKNESS HTITHK MAX MIN MAX MIN MAX MAX iMIN MAX MIN MIN MIN MAX MAX 1 2.5 .150 2.000 .150 2.000 41.000 S.NO 41.000 8.000 .900 .100 .625 236.000 3 2.5 .150 2.000 .150 2.ON 41.000 8.000 41.000 8.000 .900 .100 .625 236.000 DESIGN CONSTRAINTS iMEMS D _ - :A WID T H INERT NO VAX A i N MAX MIN MIN c.COrj 1°; 2.00v3 .15d ;'.Z00 -.N I ',.ZOO I SO '2.000 ON 15 000 i I HCI STEEL GRODUCTS, INC. 18520 — 67th Atienue NE Arlington WA 98223 (206) 435 8871 CONNECTION DESIGN PAGE 1 -------------- DATE 4/14/1993 77ME 10:50:35 PROJECT: ,aPPLE: GUIL-.ERS PROJE,.T NO. BASE PLATE CONNt;TION PLATE DESIGN AT JOIN? 1 SIDEWALL COL_MN, MEMBER 1 SUPPORT TYPE PINNED UPLIFT iR PS) SHEAR (KIPS) _MPOSED L^ADS `_.30 �..2 ALLOWABLE LGADS 24.00 12.00 NUNKR 3OLT9 ^• C;;C3 SCL- ]—;�,ET=3 BA = PLAT= THICKNESS (iN) .5000 I HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 CONNECTION DESIGN PAGE so -- --- DATE 4/14/1993 TIME 10:50:35 rROJEC-: 4c_c 3UiLDERS PROJECT y0. CONNECT ICN PLATE DESIGN - AISC 9TH EDITION HAUNCH CONNECTION DESIGN AT JOINT 3 BETWEEN MEMBERS: 3. 1 SUPPORT TYPE MOMENT - VERTICAL WEB :-fEIGH! (IN) 13.5468 DEB .-iCKNES'S (iN) .:345 CL'TSI:'E =LANCE 'dID?H (iN) 5.000a :875 KSI.. ,S.Oe?g CILL Uy1 Nc_ �=iGiiT ;iN) 1:.5i09 iVSI _ -ANGE WIDTH t114) 0309 WEB YIELD (KSI) 55.0000 WELD YIELD (KSI) 70.0000 MAX. THICKNESS FOR 4-BOLT DESIGN (IN) .7508 MAX. BOLT DIAMETER FOR 4-BOLT DESIGN (IN) .8759 ALLCWABLE OVERSTRESS 1.0500 HORIZONTAL BOLT GAUGE (GA4) (IN) 3.0000 VERTICAL BOLT GAUGE 03) (IN) 3.5009 HOLES ARE PUNCHED CONTROLLING FLANGE IS THE BO%=CM FLANGE MINIMUM CONNECTION PLATE WIDTH (IN) 6.0m MINIMUM CONNECTION PLATE •YIELD (KSI) 55.O008 VERTICAL DISTANCE FROM MIDDLE OF FLANGE TO OUTSIDE BOLT SET (GAG) (IN) 1.7509 INSIDE BOLT SET (CAI) (IN) 1.7500 1 I I I KCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 CONNECTION DESIGN PAGE 3 ----- DATE 4/14/1993 TIME 10:50:35 PR0IEC7: NPPL_ ?UILDE S PRO.iECT NO. CONNEC:1_ AT ,;DINT 3 BETWEEN MEMBERS: s, i DESIGNING INSIDE (BOTTOM) FLANGE FORCE SET WITH LARGEST NET TENSION: MCrENT (K-FT) -129.0"452 �IrL (K ='S) -.9836 'E I �UL:.i'I� TENS. -1 ei c .v.441 -RY 4 _9LT DESIGN BOLT GAGSE USED 1•_=00 COKuTi?G AI;II:•LM Pie i iN) .9299 Ca i.110Ja Oh .9129 A;chail .y568 Me (KIP-TN) 5.1879 Theoretical Thickness (I ) C546 TRIAL CONNECTION PLATE SIZE WIDTH THICKNESS YIELD 6.0000 .5000 55.0000 , + * SUCCE�_rED IN =INDIN-r -HE :KGUIRED THICKNESS �*# SUMMARY: 4-BOLT DESIGN CONNECTION PLATE WIDTH (IN) 6.00a0 THICKNESS (IN) .5000 BOLT DIAIMETER (IN) .7500 FLANGE TO END PLATE WELD SIZE: (IN) .1875 BEAM WEB TO END PLATE WELD SIZE: (IN) .00 I 1 HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 CONNECTION DESIGN PAGE 4 ---------- DATE 4/14/1993 TIME 10:50:35 PRC.'ECT: A+PPLZ BUILDERS PROJECT NO, CONNECTION AT JOINT 3 BETWEEN rE`+8E?S: 3, 1 DESIGNING OUTSIDE (TOP) FLANGE FORCE SET WITH LARGEST NET TENSION: MOMENT (K-FT) 82.0507 AXIAL (KIPS) 1.3752 3UL 7_NG TE~)SION (KIPS) 15.3Z83 TRY 4 BOLT DESIGN MINIMUM BOLT DIAMETER (IN) .7500 Qr,SET PF i,AISC .4-11,7i (="i't 25 0 +_ii?PUTI�1ii MINIMUM THICKNESS =? (IJI .9741 Ca 1.11N C5 C4 G �I�haM 8668 Me (KIP-IN) 3.3090 Theoretical ;nickness iI^li 3v'•5 TRIAL CONNECTION QLH,r SIZE WIDTH THICKNES0 YI-ELD 6.0000 .5000 55.0000 * SUCCEEDED IN FINDING THE REQUIRED THICKNESS *** SUMMARY: 4-BOLT DESIGN CONNECTION PLATE WIDTH (IN) 6.0000 THICKNESS (IN) .5000 BOLT DIAMETER (IN) .7500 Fu4NGE TO END PLATE WELD SIZE: (IN) .1250 BEAM WEB TO END PLATE WELD SIZE: (IN) .1250 i HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 CONNECTION DESIGN PAGE 5 DATE 4/14/1993 - ME 10:50:35 �ROJEC,. ;APPLE BUILLZRS FROJE^�T 'NO. CONNECTION AT JOINT 3 BETIAEEN MEMBERS: 3, 1 SUMMARY OF THE MOMENT CONNECTION DESIGN FINAL -ONNECTION PLATE WIDTH (IN) 6.0000 THICKNESS (IN) .5000 FINAL ----OLT DIAME'ER :IN) .7500 CANNEC-iON AT OUTSIDE (TOP) FLANGE: NUMBER OF _BOLTS 4 _AtiGE _ =N; rLNT= 'WEL7: USE FILLET 'WELDS cAM =E .VD C'LN-= ::E "LLE ;q�:w3`S {IN) i_=0 ! 1 1 �F 3uL;a .-_NNG= 77D END PL1 E Wt_J: USE FULL PENETRATION GROOVE WELD t:7tl WEBCk.,r PLC' wEL]: !!cc .iLLE, viE_L5 (:N) 1E50 CHECK COLUMN YI=LDING AND COLUMN WEB BUCKLING FLANGE -!]RCE ;KIP°S) 26.0441 Phf (KIPS) 43.4069 K iIN) .GE50 BOTTuM FLANGE WEB WELD SIZE (IN) .1250 MINIMUM COLUMN WEB THICKNESS WITHOUT STIFFENER: f WITH RESPECT TO COLUMN YIELDING (IN) .1521 WITH RESPECT TO COLUMN WEB BUCKLING (IN) .2542 f i 1 i 4 i (iCI STEEL PRODUCTS, INC. 185,00 - 67th Avenue NE Arlington WA 9K23 (206) 435 8871 CONNECTION DESIGN PAGE 6 UA71 4/14/1993• TIME 10:50:351 PROJECT. APPLE 31:I1C'ta5 PROJECT `i0. CONNECTION PLATE DESIGN - AISC 9TH EDITION RAF—,cR CONNECTION DESIGN AT JOINT BETWEEN ME.MBER5: 31 4 SUPPORT TYPE MOMENT - VERTICAL RhF!E;R iAEB HEKE - (IN) -1.1095 WEB :. E'E3 (IN) 1793 OUTSIDE _ANCE WIDTH (IiJ) 5.0000 :j =;Mir- Ll;1NESS ,iNi IN -na 4-50LT DESIGN (I';) 75aa MAR. BOLT DIAMETER FOS 4-901-T DESIGN i=;J) 8750 L-0WA5t= O4ER _=-E 1.11,1500 hGRi%GNTk -+OLT SAUGE iGA4) (iN) 3.0a00 VE TIC9L BOLT -AU (GA3) (iN) 3.5000 HOLES ARE PUNC�tiED CONTROLLING FLANEE IS THE BOTTOM FLANGE MINIMUM CONNECTION PLATE WID::i (IN) 6.0000 MINIMUM CONNECTION PLATE YIRD (HSI) 55.0000 VERTICAL DISTANCE FROM MIDDLE OF FLANGE TO OUTSIDE BOLT SET (GAO) (IN) 1.7500 INSIDE BOLT SET (GAI) (IN) L 7500 it i HCI STEEL PRODUCTS, INC. 182n - 67th Avenue NE Arlington WA 98223 (20b) 435 8871 CONNECTION DESIGN PAGE 7 -------------- DATE 4/14/1993 TIME 10:56:36 PROJECT: APPLE BUILDERS PROJECT Q. CONNECTION AT JOINT 5 BETWEEN M64BERS: 3, 4 DESIGNING INSIDE (BOTTOM) FLANGE FORCE SET WITH LARGEST NET T24SION: MOMENT (K-FT) -84.4934 AXIAL KIPS/ 1.3698 L 5�;3i0N (KIPS) 31.7119 -:9`r 4 BELT DESIGN T Mr--_ ) -c BCLT UF=cEi rF (Air% 0. _N) 2fix 1•a Ui n; P? (IN) .999 1100 Ch 9129 Al*pham .5501 Me (KIP-IN) 4.2504 Theoretical Thickness ±IN) ae48 TRIAL CONNECTION PLATE ;SILT WIDTH THICKNESS YIELD 6.0000 .5000 55.0000 +f SUCCEEDED IN FINDING THE REQUIRED THICKNESS ** SUMMARY: 4-BOLT DESIGN CONNECTION PLATE WiDT_H (IN) 6.2000 THICKNESS (IN) .5000 BOLT DIAMETER (IN) .7500 FLANGE TO END PLATE WELD SIZE: (IN) .1875 BEAM WEB TO END PLATE WELD SIZE: (IN) .1875 i i HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 CONNECTION DESIGN PAGE 8 ------------- DATE 4/14/1993 TIME 10:50:36 PRG:ECI H=;.- BUIL_cna �RG1EC. ,110. CGNNE!:Ti N AT iOINT 5 BETWEEN .MEMBERS: 3, 4 DESIGNING OUTSIDE (TOP) FLANGE -------------------------------- ------------------------------- FORCE SET WITH '-yRGEST NET TENSION: HOME=,T (K-F?1 i8.b8�5 A1,t-L !KIPS) -1.'0164 RESuL- ;;S T'EiIS � I0N ('.I _,) 7.5727 TRY 4 CLI 9-_.=N :dii?1 M BOLT D"IAMETE .7500 �K-L- F=ET =- (AISC H.4-1,151 ..�^H`: _ivL^ i9I^iiAi;�l I "iL,•;JEEE .'1741 Ca i.tl�'0 41ch.sN .Sa70 1e (HIP-IN) I.+.1IJJ Thecreticzi Thickness (I;J) .1644 -KAL CONNECTION FL,47E 5 7= WIDTH Th1CX,"!ESS f ELD 6.0000 .5000 55.OM +*t 3UCCE21WED iN FINDING THE REQUIRED THICKNESS +* SUMMARY: 4-BOLT DESIGN CONNECTION PLATE WIDTH (IN) 6.0000 THICKNESS (IN) .E000 BOLT DIAMETER (iN) .7500 FLANGE TO END PLATE WELD SIZE: (IN) .1250 BEAN WEB TO END PLATE WELD SIZE: (IN) .i875 i 'r 1 HCI STEEL PRODUCTS, INC. 18520 — 67th Avenue NE Arlington WA 98223 (206) 435 8871 CONNECTION DESIGN PAGE 9 DATE 4/14/1993 TIME 10:50:36 PROJECT• ;,pi:lU -VU:L-E S PROJECT NO. CONNECTION AT JOINT 5 BETWE `I ME1BER5: 3, 4 SUMMARY OF THE MOMENT CONNECTION DESIGN FINAL CONNECTION PLATE WIDTH (IN) 6.0000 THICKNESS (IN) .5000 FINAL BOLT DIAMETER .75¢10 CONNECTION AT OUTSIDE (TOP) FLANGE: 4 NUMBER OF 501-7= Fi 4iJC= TO END PLATE 'MELD: USE =_�T wz�'S I;dl 12'w E`+ET; TiON GRGOVE At-� CONNECTION ;T I SIDE (=OTT':?1l ;_AirG FLANGE _ :RATION GRGOVE WELD .^•_.^s.'�ILE TO �'VD PLAT::= WELD: _ C . L P�'Vt E:M 'hE8 TO :' Pr�sTE'a"c�..D: --_ -. PDlETRATION GROOVE WELD } l i 2 . PURLIN DESIGN i HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 465 8871 4/27/1993 10:49:59 RAGE i L;4E `_SAD = c`.0a aSF DEAD LOAD = 3.30 PSF PURLIN SPACING = 4.SO FT ON CTR (HORI� RROIECTIOPJ) ii;'—R1BUTION INFORMATION* BAY UNIFORM TRIAL REL STIFF DISTRIBUTION FACTORS CARRY OVER rrACTORS FIXED END MOMENTS LATERAL SUPPORT (FT) LOAD SECT (LEFT)(RIGHT) (TO LEFT WO RIGHT) (TO LEFT)(TO RIGHT) (LEFT) (RIGHT) DISTANCE (FT) 25.50 .1338 83OZ 75 17.206 17.M 1.0000 .!000 .5000 saga -7.251 7.251 1.aa 25.5a .1338 33OZ 75 17.206 17.206 .5000 1.0000 .5a0a .5aa0 -7.251 7.251 1.00 UPGORT REACTION MOMENT (KIPS) GIPS FT) ----------------- _Etil oNv i i HCI STEEL PRODUCTS, INC. 18520 — 67th Avenue NE Arlington WA 98223 (206) 435 8871 4/27/1993 10:49:59 PAGE 2 DESIGN INFORMATION FOR DEAD + LIVE LOAD BAY LAP LENGTHS SHEAR (KIPS) FINAL MOMENTS (KIP—FT) MAXIMUM LEFT RIGHT LEFT SECTION CHANGE RIGHT LEFT SECT MAXIMUM RIGHT SECT DEFLECTION (FT) (FT) (FT) SUPPORT LEFT RIGHT SUPPORT CHANGE POSITIVE CHANGE (IN) 25.50 1.00 3.00 1.280 1.146 —1.731 —2.133 1.213 6.118 5.081 1.827 25.50 3.00 1.00 2.133 1.731 —1.146 —1.280 5.081 6.118 1.213 1.827 i HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 4/27/1993 10:49:59 PAGE 3 STRESS LEVEL ------------ DEAD PLUS LIVE LOAD BAY LEFT LEFT SECT MAX POS RIGHT SECT RIGHT NO. MODE SUPPORT CHANGE MOMENT CHANGE SUKURT BENDING .000 .197 .994 .825 .884 1 SHEAR-BE140 .074 .098 ----- .816 .83c �HE,'R .272 243 ----- .367 .226 WEB C=iP -- --- ---- BEND-CRIP ---- ---- BENDING .884 .825 ? w 197 .700 -SHEAR •u16! ----- 243 .LI WEB C=iP ---- ----- ----- BE�i'D-CYiP ---- ---- ----- I .CI STEEL PRODUCTS, INC. 8520 - 67th Avenue NE lrlington WA 98223 (2@6) 4.5 8871 10.49.59 4/27/1993 PAGE `+ DEAD LOAD = 3.90 PSF F4JRLIN SPACING = j,.5@ FT ON CTR (HORIZ PROJECTION) WIND LOAD = 15.00 PSF WIND UPLIFT COEFFICIENT = 1.200 DISTRIBUTION INFORMATION+ UNIFORM TRIAL REL STIFF DISTRIBUTION FACTORS (TO LEFT�EROF FACTORS FIXED END (RIGHT) DISTANCE OMENTS LATERAL (FORT BAY LOAD SECT (LEFT)(RIGHT) (TO LEFT)(TO RIGHT ) ------------- 5aaa 5aa@ 2.426 -2.426 1.00 ----- �aaa 1.00 _,. .0 -,0448 a3K 75 17.2,% 17.206 •-aM -2.425 5aa@ 5aa0 c.426 5aaa 1.aaaa --------- 11.2@6 17.2a --- ---------- — ,iPPORT RErr T 10V !COME' K:PS) KiOS FT) -.426 .000 -1.427 3.639 -.428 .000 i I HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 4/27/1993 16:49:59 PAGE DESIGN INFORMATION FOR DEAD + 'WIND LOAD PAY LAP LENGTHS SHEAR (KIPS) FINAL MOMENTS (KIP-FT) MAXIMUM LEFT RIGHT LEFT SECTION CHANGE RIGHT LEFT SECT MAXIMUM RIGHT SECT DEFLECTION (FT) (FT) (FT) WORT LEFT RIGHT SUPPORT CHANGE POSITIVE CHANGE (IN) 25.50 1.00 3.00 -.428 -.383 .579 .713 -.406 2.047 1.700 .611 25.50 3.00 1.00 -,713 -.579 .383 .428 1.700 -2.047 -.406 .611 WIND LOADS HAVE BEEN REDUCED BY 25% IN ACCORDANCE WITH SECTION A4.4 OF THE 1986 AISI CODE i M HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 4/27/1993 10:49:59 PAGE 6 STRESS LEVEL DEAD PLUS WIND L09D BAY LEFT LEFT SECT MAX POS RIGHT SECT RIGHT NO. MODE SUPPORT CHANGE MOMENT CHANGE SUPPORT BENDING 000 .066 .333 .276 .296 1 SHEAR-BEND 008 .011 --- 091 .093 SHEAR .091 .081 ----- .123 .076 WEB CRIP ---- ---- ----- ----- --- BEND-CRIP --- ---- ---- ----- ----- BENDING .296 .276 .333 .066 .000 SHEAR-BEND .093 .091 ---- 011 .00b SHEAR 076 .123 ----- .061 r91 WEB CRIP --- ---- ----- --- ---- SEND-CRIP ----- ----- ----- ----- ---- I 1 M 3 . SECTION SIZES BA A. LATERAL BRACING . GIRTSLLS C HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 SECTION SIZES PAGE 1 ------------- DATE 4/14/1993 TIME 10:50:47 OROJECT: AMPLE UILDERS PROJEG- NO. SPAN SIDEWALL SLOPE BAY LENGTH WIND LOAD 35.D8 21.83 1.00 25.50 51.00 15.00 RIGHT SIDEWALL RIGHT SLOPE HORIZONTAL DISTANCE TO APEX 21.83 1.fi0 17.54 S EITNS FACADE.ZEI L O LEFT RIGHT C_'VAi.ON HORIZ tXTENSION .00 00 .00 .0a DIAPHRAGA L_:�46T� NUMBER OF BRACED BAYS L:-F 7 :i EEWALL �1.`0 AFT RCC- RiG-tT KC.` 51.: vJ RIGHT SIDEWALL 51.00 E]NDWhLL COLUMN SPACING-LEFT TO R716H7 (FT) 17.54 17.�4 FORCES--LEFT TO RIGHT (KIPS)--3/4 WIND LOAD POINT LFDAOS AT WINDWARD WALL .72 1.45 .72 POINT LOADS AT ARD WALL .39 .78 .39 REACTIONS LEFT RIGHT 2.23 2.23 SHEAR FORCE 2.23 1.11 1.11 2.23 DIAPHRAGM RESISTING SHEAR .00 .00 RESULTING SHEAR 1.11 .56 .56 1.11 TENSION IN DIAGONAL BRACES 1.44 .68 .68 1.44 1 I HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 SECTION SIZES PAGE 2 ----------- DATE 4/14/1993 TIME 10:50:47 PROJcCT: APPLE BUILDERS PROJECT NO. REWIRED BRACES NONE: PANEL DIAPRAM ADEQUATE STRUT LOADS RIGHT SIDEWALL 1.22 .72 .72 .17 .72 .17 1.28 .72 LEFT SIDEWALL X I ;( % R 1 1 1 I 1 1 1 i NCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98K3 (206) 435 8871 SECTION SIZES PAGE 3 ---- DATE 4/14/1993 TIME 10:50:47 PROJECT: APPLE BUILDERS PROJECT NO. ALLOWABLE MEN.BER LOADS TENSION MEMBERS SECTION ALLOWABLE (KIPS) ROD 12 2.67 ROD 58 4.32 ROD 34 6.38 ROD 78 8.82 ROD 10 11.57 ROD 1!8 14.57 i HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 SECTION SIZES PAGE 4 - --- DATE 4/14/1993 TIME 10:50:48 PRO ECT: APPLE 9UILDERS PROJEC- NO. FRONT ENDWALL RAFTERS COLUMNS SECTION 850956 LENGTH 21.54 ENDWALL GIR-:S BAY LENGTH (FT) SECTIONS 1 16.d3 830Z 60 830Z 60 830Z 60 830Z 60 830Z 60 830Z 60 6.83 _ Y i ill 1�i 6 d-�T kl 0 r� 7C1 �.�4Z S� t, a� "ACt �:vDW4L'_ RAF c=3 SECTION 850956 850956 LENGTH 17.60 17.60 COLUMNS SECTION 850956 LENGTH 21.54 ENDWALL GIRTS BAY LENGTH (FT) SECTIONS 1 17.50 8301 60 83OZ 60 83OZ 60 83OZ 60 830Z 60 83OZ 60 2 17.50 830Z 60 839Z 60 83OZ 60 8307A 60 830Z 60 830Z 60 GIRTS FOR LEFT SIDEWALL BAY LENGTH(FT) NO SECTION SPACES(FT) 1 23.89 6 830Z 60 .50 3.50 4.00 4.00 4.00 4.00 2 23.00 6 830Z 60 .50 3.50 4.00 4.00 4.00 4.00 GIRTS FOR RIGHT SIDEWALL BAY LENGTH(FT) NO SECTION SPACES(FT) 1 23.89 6 63OZ ;0 .50 3.30 4.00 4.00 4.ZO 4.00 2 00 6 83OZ 60 .50 3.50 4.00 4.00 4.20 4.00 PURL14S E+dE STRUTS BAY LENGTH(FT) NO SECTION LENGTH(FT) NO SECTION 1 28.46 10 830Z fJ 25.44 2 8ES 14 2 IM.�O 10 83OZ 75 25.44 2 8ES 14 PURLIN SPACES, LEFT TO RIGHT (IN) 18.73 60.00 60.00 60.00 12.00 24.00 12.00 60.00 60.00 60.00 18.73 i r HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 LEFT SIDEWALL GIRT DESIGN PAGE 1 ----------------------- DATE 4ii4/1993 TIME 1d:�0:05 PROJECT : APPLE BUILDEsS PROJECT NO. SIDEWALL BAY 1 SIDEWALL BAY SPACING (FT) 25.5000 SIDEWALL GIRT SPACING (FT) 4.0000 WIND LOAD (PSF) 15.0000 WIND PRESSURE COEFFICIENT 1.0000 WIND SUCTION COEFFICIENT 1.1000 SET SUCTION 8:;0Z 60 GUTSI;E FLANGE - yLLOWADLE BRACED BENDING MOMENT BRACED K-NDING MOMENT INSIDE iUMC—E - ;ALLOWABLE BRACED S-tNDI�iG MuMF-"4T 4.5388 - COMPUTED BRACED BENDING MO'r24T 4.0234 ALLOWABLE SHEAR 1.1449 COMPUTED SHEAR .63i1 ALLOWABLE DEcLECTIQN 2.5c00 COMPUTED DEFLECTIGN 2.0868 HCI STEEL PRODUCTS, INC. IM - 67th Avenue NE Arlington WA 9BL33 (206) 435 8871 LEFT SIDEWALL GIRT DESIGN PAGE - --- -------------------- DATE 4/14/1993 TIME 10:50:06 PRO.;-EC': APPLE BUILDERS �.,KjECT NO. SIDE7WALL BAY SIDEWALL BAY SPACING (FT) 25.5000 SIDEWALL GIRT SPACING (FT) 4.0000 WIND LOAD (PSF) 15.0000 WIND PRESSURE COEFFICIENT 1.0000 WIND SUCTION COEFFICIENT 1.1000 SET c 3E:TION 830Z 60 OUTSIDE FLANGE - ALLOWABLE BRACSD °Eiv➢ING MOMENT 4.5388 - COMPUTED nRACED BENDING MOMENT s.6C77 - ALLOWABLE 3,,3MCE 3E.NDING MOMENT - COMPUTED BRACED BENDING MOMENT 4.0c�4 ALLOWABLE SHEAR 1.1449 COMPUTED SHEAR .r311 ALLOWABLE DEFLECTiCN 8.75 00 C0MPUTED DEFLECTION 8.0868 .. i _ i I HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 SIMPLE SPAN FRONT ENDWALL GIRT DESIGN PAGE 1 -------------------------------- DATE 4l14/1993 TIME 10:50:06 ZIROjECT: APPLE BUILDERS PROJECT NO. ENDWALL BAY 1 ENDWALL BAY LENGTH (FT) 17.5400 ENDWALL GIRT SPACING (FT) 4.0000 WIND LOAD (PSF) 15.0000 WIND PRESSURE COEFFICIENT 1.1000 WIND SUCTION COEFFICIENT 1.0000 SET 2 SECTION 820i 60 CLTSIDE FLANGE - ALLCWABLE BRACED BEIaDING MOMENT 4.5388 - C 01- PUTED 2RA`C-TD BENDING KPENT 1.7 Z LNSI DE FLANGE - ALLOWABLE BRACED 'BENDING MuME4-1 4.523E - COMPUTED BRACED BENDING MOMENT 1.9036 ALLOWABLE SHEAR 1.1449 02MPUTED SHEAR .4341 ALLOWABLE DEFLECTION 1.7540 CGMPUTED DEFLECTION .4671 v I �+ I HCI STEEL PRODUCTS, INC. IM - 67th Avenue NE Arlington WA 98223 (206) 435 8871 SIMPLE SPAN FRONT ENDWALL GIRT DESIGN PAGE 2 DATE 4/14/1993 TIME 10:50:06 - PROJEC APPLE BUILDERS PROJECT NO. ENDWALL BAY ENDWALL BAY LENGTH (FT) 17.5400 ENDWALL GIRT SPACING (FT) 4.0000 WIND LOAD (PSF) 15.0000 WIND PRESSURE COEFFICIENT 1.1000 WIND SUCTION COEFFICIENT 1.0no SET 2 SECTION Kaz 60 OUTSIDE FLANGE - ALLOWABLE BRACED 2"ENDING MOMENT 4.5388 - COMPUTED BRAC:D BENDING :rOMENT 1.7305 iNSiDE FLANGE - ALLCWABLE BRACE BENDING MOMENT 4.5388 - COMPUTED BRACED BF-LADING MOMENT 1.9036 ALLOWABLE SHEAR 1.1449 COMPUTED SHEAR .4341 ALLOWABLE DEFLECTION 1.7540 COMPUTED DEFLECTION .4671 r� i 1 HCI STEEL PRODUCTS, INC. 18520 — 67th Avenue NE Arlington WA 98223 (206) 435 8871 4/27/1993 10:49:59 PAGE 1 LIVE LOAD = 25.00 PSF DEAD LOAD = 3.90 PSF FIJRLIN SPACING = 4.50 FT ON CTR (HORIZ PROJECTION) DISTRIBUTION INFORMATION* BAY UNIFORM TRIAL REL STIFF DISTRIBUTION FACTORS CARRY OVER FACTORS FIXED END MOMENTS LATERAL SUPPORT (FT) LOAD SECT (LEFT)(RIGHT) (TO LEFT)(TO RIGHT) (TO LEFT)(TO RIGHT) (LEFT) (RIGHT) DISTANCE (FT) 25.50 .1338 830Z 75 17.206 17.206 1.0000 .5000 .5000 .5000 —7.251 7.251 1.00 25.50 .1338 830Z 75 17.206 17.206 .5000 1.0000 .5000 .5000 —7.251 7.251 1.00 SUPPORT REACTION MOMENT (KIPS) (KIPS FT) 1 1.280 .000 2 4.265 —10.876 3 1.280 .000 I� i y � . ^ Vr t a I HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 4/27/1993 10:49:59 PAGE 2 DESIGN INFORMATION FOR DEAD + LIVE LOAD BAY LAP LENGTHS SHEAR (KIPS) FINAL MOMENTS (KIP-FT) MAXIMUM LEFT RIGHT LEFT SECTION CHANGE RIGHT LEFT SECT MAXIMUM RIGHT SECT DEFLECTION (FT) (FT) (FT) SUPPORT LEFT RIGHT SUPPORT CHANGE POSITIVE CHANGE (IN) 25.30 1.00 3.00 1.280 1.146 -1.731 -2.133 1.213 6.118 5.081 1.827 25.50 3.00 1.00 2.133 1.731 -1.146 -1.280 -5.081 6.118 1.213 1.827 Ni e I I HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 4/27/1993 10:49:59 PAGE 3 STRESS LEVEL DEAD PLUS LIVE LOAD BAY LEFT L&FT SECT MAX POS RIGHT SECT RIGHT NO. MODE SUPPORT CHANGE MOMENT CHANGE SUPPORT BENDING 000 .197 .994 .825 .884 1 SHEAR-BEND .074 .098 -- .816 .832 SHEAR .272 .243 --- .367 .226 WEB CRIP BEND-CRIP -- BENDING .884 .825 .994 .197 .000 2 MR-BEND .832 .816 .098 .074 SHEAR .226 .367 .243 .272 WEB CRIP -- -- -- BEND-CRIP --- f i t 4 J i HCI STEEL PRODUCTS, INC. ' 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 4/27/1993 10:49:59 PAGE 4 WIND LOAD = 15.00 PSF DEAD LOAD = 3.90 PSF PURLIN SPACING = 4.50 FT ON CTR (HORIZ PROJECTION) i WIND UPLIFT COEFFICIENT = 1.200 1 DISTRIBUTION INFORMATION* i BAY UNIFORM TRIAL REL STIFF DISTRIBUTION FACTORS CARRY OVER FACTORS FIXED END MOMENTS LATERAL SUPPORT (FT) LOAD SECT (LEFT)(RIGHT) (TO LEFT)(TO RIGHT) (TO LEFT)(TO RIGHT) (LEFT) (RIGHT) DISTANCE (FT) 25.50 -.0448 830Z 75 17.206 17.206 1.0000 .5000 .5000 .5000 2.426 -2.426 1.00 25.50 -.0448 830Z 75 17.206 17.206 .5000 1.0000 .5000 .5008 2.426 -2.426 1.00 SUPPORT REACTION MOMENT (KIPS) (KIPS FT) 1 -.428 .000 2 -1.427 3.639 3 -.428 .000 I r' HCI STEEL PRODUCTS, INC. 18520 — 67th Avenue NE Arlington WA 98E3 (206) 435 8871 4/27/1993 10:49:59 PAGE 5 DESIGN INFORMATION FOR DEAD + WIND LOAD BAY LAP LENGTHS SHEAR (KIPS) FINAL MOMENTS (KIP—FT) MAXIMUM LEFT RIGHT LEFT SECTION CHANGE RIGHT LEFT SECT MAXIMUM RIGHT SECT DEFLECTION (FT) (FT) (FT) SUPPORT LEFT RIGHT SUPPORT CHANGE POSITIVE CHANGE (IN) 25.50 1.00 3.00 —.428 —.383 .579 .713 —.406 —2.047 1.700 .611 225.50 3.00 1.00 —.713 —.579 .383 .428 1.700 —2.047 —.406 .611 WIND LOADS HAVE BEEN REDUCED BY 25% IN ACCORDANCE WITH SECTION A4.4` OF THE 1986 AISI CODE I f HCI STEEL PRODUCTS, INC. 18520 — 67th Avenue NE Arlington WA 98223 (206) 435 8871 4/27/1993 10:49:59 PAGE 6 STRESS LEVEL DEAD PLUS WIND LOAD BAY LEFT LEFT SECT MAX POS RIGHT SECT RIGHT NO. MODE SUPPORT CHANGE MOMENT CHANGE SUPPORT BENDING .008 .066 .333 .276 .296 1 SHEAR—BEND .008 .011 .091 .093 SHEAR .091 .081 .123 .076 WEB CRIP --- --- BEND-GRIP --- --- ----- --- -- BENDING .296 .276 .333 .066 .000 2 SHEAR—BEND .093 .091 .011 .008 SHEAR .076 .123 .081 .091 WEB CRIP --- --- BEND-.RIP --- ----- ---- a ■. }_� I i 1 i I I 3 . SECTION SIZES A. LATERAL BRACING B ENDWALLS C.. GIRTS HCI STEEL PRODUCTS, INC. 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 SECTION SIZES PAGE 1 ---- DATE 4/14/1993 TIME 10:50:47 PROJECT: APPLE BUILDERS PROJECT NO. 603 SPAN SIDEWALL SLOPE BAY LENGTH WIND LOAD 35.08 21.83 1.08 25.50 51.00 15.00 RIGHT SIDEWALL RIGHT SLOPE HORIZONTAL DISTANCE TO APEX 21.83 1.00 17.54 SIDEWALL STRUT ELEVATIONS FACADE LEFT RIGHT ELEVATION HORIZ EXTENSION .00 .00 .00 .00 DIAPHRAGM LENGTH NU6IBER OF GRAM BAYS LEFT SIDEWALL 51.00 0 LEFT ROOF 51.00 0 RIGHT ROOF 51.00 0 RIGHT SIDEWALL 51.00 O ENDWALL COLUMN SPACING-LEFT TO RIGHT (FT) 17.54 17.54 FORCES-LEFT TO RIGHT (KIPS)-3/4 WIND LOAD POINT LOADS AT WINDWARD WALL .72 1.45 .72 POINT LOADS AT LEEWARD WALL .39 .78 .39 REACTIONS LEFT RIGHT 2.23 2.23 SHEAR FORCE 2.23 1.11 1.11 2.23 DIAPHRAGM RESISTING SHEAR .00 .00 .00 .00 RESULTING SHEAR 1.11 .56 .56 1.11 TENSION IN DIAGONAL BRACES 1.44 .68 .68 1.44 HCI STEEL PRODUCT;, -INC. 18520 - 67th Avenue NE Arlington WA 98223 (2O6) 435 8871 SECTION SIZES PAGE 2 - ----- DATE 4/14/1993 TIME 10:ft:47 PROJECT: APPLE BUILDERS PROJECT NO. 603 I REQUIRED BRACES NONE: PANEL DIAPRAM ADEQUATE j STRUT LOADS RIGHT SIDEWALL 1.28 ,7 .72 .17 .72 .17 1.28 .72 LEFT SIDEWALL X X X X X X 1 1 1 1 1 1 1 1 i „r i r , HCI 'STEEL PRODU INC. i � •3 . f 18520 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 SECTION SIZES PAGE 3 --- DATE 4/14/1993 TIME 10:50:47 PROJECT: APPLE BUILDERS PROJECT NO. 603 ALLOWABLE MEMBER LOADS TENSION MEMBERS SECTION ALLOWABLE (KIPS) ROD 12 2.67 ROD 58 4.32 ROD 34 6.38 ROD 78 8.82 ROD 10 11.57 ROD 118 14.57 i HCI-STEEL PRODUC INC. 1000 - 67th Avenue NE Arlington WA 98223 (206) 435 8871 SECTION SIZES PAGE 4 - ------- DATE 4/14/1993 TIME 10:50:48 PROJECT: APPLE BUILDERS PROJECT NO. 603 FRONT ENDWALL RAFTERS COLUMNS SECTION 850956 LENGTH 21.54 ENDWALL GIRTS BAY LENGTH (FT) SECTIONS 1 16.83 KOZ 60 830Z 60 83OZ 60 83OZ 60 83OZ 60 83OZ 60 2 16.83 83OZ 60 830Z 60 83OZ 60 83OZ 60 83OZ 60 830Z 60 BACK ENDWALL RAFTERS SECTION 850956 850956 LENGTH 17.69 17.60 COLUMNS SECTION 850956 LENGTH 21.54 ENDWALL GIRTS BAY LENGTH_(FTI SECTIONS 1 17.50 83OZ 60 83OZ 60 830Z 60 83OZ 60 L70Z 60 830Z 60 17.50 830Z 60 83OZ 60 83OZ 60 83OZ 60 830Z 60 830Z 60 I GIRTS FOR LEFT SIDEWALL BAY LENGTH(FT) NO SECTION SPACES(FT) 1 23.89 6 83OZ 60 .50 3.50 4.00 4.00 4.00 4.00 2 23.00 6 830Z 60 .50 3.50 4.00 4.00 4.00 4.00 GIRTS FOR RIGHT SIDEWALL BAY LENGTH(FT) NO SECTION SPACES(FT) 1 23.89 6 830Z 60 0 3.50 4.00 4.00 4.00 4.00 2 23.00 6 83OZ 60 .53 3.50 4.00 4.00 4.0,0 4.00 PURLINS EAUE STRUTS BAY LENGTH(FT) NO SECTION LENGTH(FT) NO SECTION 1 28.46 10 83OZ 75 25.44 8E5 14 2 28.EO 10 830Z 75 25.44 2 8ES 14 PURLIN SPACES, DEFT TO RIGHT (Iti) 18.73 60.�0 60.60 60. 10 12.00 24.090 1c.u0 60.00 60.00 60.00 18.73 1 �� `' 4 N HCI STEEL PRODUCTS, INC. 18520 — 67th Avenue NE Arlington WA 98223 (206) 435 8871 LEFT SIDEWALL GIRT DESIGN PAGE 1 -- ------ DATE 4/14/1993 TIME 10:50:05 PROJECT: APPLE BUILDERS PROJECT NO. 603 SIDEWALL BAY 1 SIDEWALL BAY SPACING (FT) 25•5M SIDEWALL GIRT SPACING (FT) 4.0000 WIND LOAD (PSF) 15.0000 WIND PRESSURE COEFFICIENT 1.0000 WIND SUCTION COEFFICIENT 1.1000 SET 2 SECTION 830Z 60 OUTSIDE FLANGE — ALLOWABLE BRACED BENDING MOMENT 4.5388 — COMPUTED BRACED BENDING MOMENT 3.6577 INSIDE FLANGE — ALLOWABLE BRACED BENDING MOMENT 4.5388 — COMPUTED BRACED BENDING MOMENT 4.0234 ALLOWABLE SHEAR 1.1449 COMPUTED SHEAR .6311 ALLOWABLE DEFLECTION 2.5503 COMPUTED DEFLECTION 2.0868 ti �3 `�•_ :+ �. I )STEEL PRODUCTS, INC. 18520 — 67th Avenue NE Arlington WA 98223 (206) 435 8871 LEFT SIDEWALL GIRT DESIGN PAGE 2 ---------------- DATE 4/14/1993 TIME 10:50:06 PROJECT: APPLE BUILDERS PROJECT NO. 603 SIDEWALL BAY 2 SIDEWALL BAY SPACING (FT) 25.5000 SIDEWALL GIRT SPACING (FT) 4.0000 WIND LOAD (PSF) 15.0000 WIND PRESSURE COEFFICIENT 1.0000 WIND SUCTION COEFFICIENT 1.1000 SET 2 SECTION 830Z 60 OUTSIDE FLANGE — ALLOWABLE BRACED BENDING MOMENT 4.5388 — COMPUTED BRACED BENDING MOMENT 3.6577 INSIDE FLANGE — ALLOWABLE BRACED BENDING MOMENT 4.5388 — COMPUTED BRACED BENDING MOMENT 4.0234 ALLOWABLE SHEAR 1.1449 COMPUTED SHEAR .6311 ALLOWABLE DEFLECTION 2.5500 COMPUTED DEFLECTION 2.0868 I HC1 STEEL PRODUCTS, INC. IK20 — 67th Avenue NE Arlington WA 98223 (206) 435 8871 SIMPLE SPAN FRONT ENDWALL GIRT DESIGN PAGE 1 ------- -------------- DATE 4/14/1993 TIME 10:50:06 PROJECT: APPLE BUILDERS PROJECT NO. 603 t ENDWALL BAY 1 ENDWALL BAY LENGTH (FT) 17.5400 ENDWALL GIRT SPACING (FT) 4.0000 WIND LOAD (PSF) 15.0000 WIND PRESSURE COEFFICIENT 1.1000 WIND SUCTION COEFFICIENT 1.0000 SET 2 SECTION 830Z 60 OUTSIDE FLANGE — ALLOWABLE BRACED BENDING MOMENT 4.5388 — COMPUTED BRACED BENDING MOMENT 1.7305 INSIDE FLANGE — ALLOWABLE BRACED BENDING MOMENT 4.5388 — COMPUTED BRACED BENDING MOMENT 1.9036 ALLOWABLE SHEAR 1.1449 COMPUTED SHEAR .4341 ALLOWABLE DEFLECTION 1.7540 COMPUTED DEFLECTION .4671 f :. � • _ � - I I ti I H, JfEEL PkODUCT5, INC. lk20 — 67th Avenue NE +� Arlington WA 98223 (206) 435 8871 SIMPLE SPAN FRONT ENDWALL GIRT DESIGN PAGE 2 ------ ------------ ---- DATE 4/14/1993 TIME 10:50:06 PROJECT: APPLE BUILDERS PROJECT NO. 603 ENDWALL BAY 2 ! ENDWALL BAY LENGTH (FT) 17.5400 ENDWALL GIRT SPACING (FT) 4.0000 WIND LOAD (PSF) 15.0000 WIND PRESSURE COEFFICIENT 1.1000 j WIND SUCTION COEFFICIENT 1.0000 SET 2 SECTION Buz 60 OUTSIDE FLANGE - ALLOWABLE BRACED BENDING MOMENT 4.5388 - COMPUTED BRACED BENDING MOMENT 1.7305 INSIDE FLANGE - ALLOWABLE BRACED BENDING MOMENT 4.5388 - COMPUTED BRACED BENDING MOMENT 1.9036 ALLOWABLE SHEAR 1.1449 COMPUTED SHEAR .4341 ALLOWABLE DEFLECTION 1.7540 COMPUTED DEFLECTION .4671 1 _ r II :. � ��� - !M �� . I 11 I 1� L �, �L r i DRAWING TRANSMITTAL LETTER GRINS `,L FIRE PROTECTION SYSTEMS CO' qNY 110 56 4th AVENUE EAST • TACOMA, WA 98424-2733 TO l o�- AI-Z L IA167-O I 2-3 9' ti- a/-r&zp—/c' AAL/WGTc>.,V. WA. �VZ-33 ATTENTION DATE i CONTRACT ( J(f—z— c) Luolzo-6A Gd 6 61S l;;;'Z92- Ayes /IJ e5 A.& 6?oyl/1 L(ZA. 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N I ♦ rl rd W j X < In Z a ,n 'd �7 la U rI S" N �n Z Y ^ < O u Z u �- .. o < Y yy I J -i o O N J �, .� < <- < z > Z IN H u a -� oc m z Y 1 N Z J m x v7'� - > 3 _ J Y m < x Y m 0 5 FLl lot 20 a < 3 0 W r-1 O u 7 Y 7 < 1 -_l J Z W Y Y r-I 0 a ` J m 1 W Y - J �'•-' 3 7 Y < s O <m I U t' - W u 2 cc ❑I� cc �• m Lf� N < U Z y Z Z O N V1 U W "a u W u 3 3 }y }� x Z < < J a Y x J < O p z u J di Z di ..a '.� H oc W Z 3 m L+ :n 1 J 'J 3 .: - > Y �f mc u -' DO yJ Z < �Q Z 1 m U. PL4 CITY OF ARLINGTON, DEPARTMENT OF COMMU NM DE NXIE I a 238 N. &ympic, Arlington, WA 98223 DATE JOB NO. Pr IBuilding ❑ Engineering 0 Planning ATTENTION ' ne (206) 435-0724 FAX (206) 435-3906 1 1 1 RE, TO WE ARE SENDING YOU Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ DESCRIPTION COPIES DATE NO. "/ /'n-�- AV / THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints •Ci For review and comment ❑ r 0 FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS .�r �� %� D2 �� �/.L'12G ♦ r t� ZZ� COPY TO 1l> 40/Pre-Consumer Content •1o/Post-Consumer Content SIGNED: If enclosures are not as noted, kindly notify us at once. reooucr24a A e Inc.,Groton,Mas 01471 J Date: 04/02/2026 Permit#: 1132 Perm it Date: 08/26/2016 Review Date: 08/26/2016 Perm Type: COMM IRCIAL MECHANICAL Review Type: COMM 1RCIAL MECHANICAL Target Date: 09/05/2016 Scheduled Time 00:00 Com pleted Date: 09/02/2016 Description: See red-lined drawings for added requirem mts.KO. Review Status: Assigned To: BUILDING Tim eln: 00:00 Time O it: 00:00 H curs: 0.0 Property Information Parcel#: 31051500401200 S an Juan Salsa/AMA San Juan Salsa/AMA 1 8204 59th Avenue NE 6015 192nd Street NE A rlington, WA98223 Zoning: Lot: 78131ock: Permit#: 1132 Permit Date: 08/26/16 Permit Type: COMM IRCIAL M ECHANICAL Project Nam a San Juan Salsa Applicant Nam a Nordic Tern perature Control Applicant Address: 200 Washington Ave Applicant, City, State, Zip: Burlington,WA98233 Contact: Arthur Pettersen Phone: 360-467-4083 Em al: art@nordictem pcontrol.com Scope of Work: Mechanical for com m ecial kitchen and offices Valuation: 95451.00 Square Feet: 0 Num ber of Stories: 0 Construction Type: O xupancy G ioup: ID Code: Permit Issued: 09/02/2016 Permit Expires: 03/02/2017 Form Permit Type: Status: LASERFICHE Assigned To: Kristin Foster Property Parcel# Address L egal Description O wner Nam e Caner Phone Zoning 31051500401200 6 015 192nd Street NE S an Juan Salsa/AMA Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# Nordic Tern Frature Kevin Hansen 3 60-873-8163 3 80 Pease Rd MECHANICAL Labor&Industries NORDITC935LA Control CONTRACTOR Plan Reviews Date R eview Type D escription A ssigned To R eview Status COM M IRCIAL 08/26/2016 MECHANICAL See red-lined drawings for added requirem arts.KO. B UILDING Fees Fee D escription N otes A m cunt Forced Air Heat f ee per Btu $ 25.00 Gas Piping/Units E nter#of units $ 10.00 Gas Outlets Base Fee over 5 $2.00 Mechanical Fee(Enter Fixture Fee) $200.00 Mechanical Base P erm i Fee $25.00 Mechanical Comm ecial Plan Review T able 4-1 $650.00 Vents $30.00 Total $942.00 Attached Letters Date Letter D escription 09/02/2016 Building Perm i Paym sits Date Paid By D escription P aym ait Type A ccepted By A m cunt 09/12/2016 Nordic Tern perature ControlCheck#7217 K ristin Foster $942.00 Inc O ttstanding Balance $0.00 Notes Date Note C reated By: 09/02/2016 Em dled Art to let him know that the perm i is ready to be issued.KF K ristin Foster 08/29/2016 Out of City license has been issued.KF K ristin Foster 08/26/2016 Out of City needs to be paid for prior to issuing.KF K ristin Foster 08/26/2016 Em dled Arthur to let him know that we need two sets of plans prior to review.KF K ristin Foster Uploaded Files Date File Nam e 09/12/2016 1837639-1132 Issued Perm i.pdf 08/26/2016 1812582-1132 Plans.pdf 08/26/2016 1812583-1132 Application.pdf 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com Inspection Report PROJECT: San Juan Salsa JOB#: 20-0695 ADDRESS: 6015 192nd Street NE,Arlington, WA REPORT#: IR001 PERMIT#: DATE: 8/25/2020 CLIENT: San Juan Salsa Company PAGE#: 1 of 4 CONTRACTOR: INSPECTOR: Tim Martin INSPECTION OF: Racking Bolting Verification GeoTest was on-site as requested document the bolted connections securing the racking to the west perimeter wall and to the building's slab on grade. GeoTest observed three sections of racking while on-site One section was along the west wall of the production room and was anchored to the slab using two 3/8" SS anchor bolts at each of its posts. The contractor also installed three 3/8" SS bolts at each rear post. These bolts were fastened to Toggle BC anchors at the backside of the drywall. The second rack was located along the west wall in the warehouse. This rack was lag bolted to the CDX (plywood) along the west wall. Four 3/8" galvanized lag bolts with galvanized washers were used at each rear leg. This rack was not bolted to the building's slab. The third rack was located along the west wall towards the north end of the warehouse room. This rack was larger in size and was holding pallets. This rack was also lag bolted through the plywood siding and each 3/8" X 2-3/4" galvanized bolt was installed into a horizontal 2 X 6" wood stud located at the backside of the siding. This rack was not bolted to the building's slab. There were no engineered drawings available on-site. It is our understanding that a permit is not required for this work. This report is intended to document the conditions as observed on this date. See photos of the work on subsequent pages. COPIES:kolander@arlingtonwa.gov,sanjuansalsaco@hotmail.com Reviewed by This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc-com Inspection Report PROJECT: San Juan Salsa JOB M 20-0695 CLIENT: San Juan Salsa Company REPORT#: IR001 CONTRACTOR: PAGE#: 2 of 4 Photo 1 - Stainless steel anchor bolts. The rack at the production room was anchored + to the building's slab on grade; the two racks at the warehouse were not anchored to the foundation. .�_ L�,.`.. •fit a 1 \ 25/08/2020 01 :48 PM Photo 2 - The contractor used a PVC coupling around a PVC bushing with a section of PVC pipe in the center at each bolt for the rack in the production room. The PVC was used as a spacer keeping the rack two to three inches off the GWB wall. 25/08/2020 01:46 PM 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc-com Inspection Report PROJECT: San Juan Salsa JOB M 20-0695 CLIENT: San Juan Salsa Company REPORT#: IR001 CONTRACTOR: PAGE#: 3 of 4 Photo 3 - The rack at the south end of the -A warehouse was anchored to the CDX plywood sheathing using (4) 3/8" X 2-3/4" galvanized lag bolts at each rear post. a i � I I /08/2020.01:50 Photo 4 - Shows one of the 3/8" lag bolts used at the storage racks in the warehouse. 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: San Juan Salsa JOB#: 20-0695 CLIENT: San Juan Salsa Company REPORT#: IR001 CONTRACTOR: PAGE#: 4 of 4 Photo 5 - One of the lag bolts connecting the larger pallet rack to the sheathing and to the 2 X 6" horizontal framing. \ i r . l Photo 6 - View of pallet rack. 1, 11 ,1 I ,1 Ir Ir G 1 ¢ 1' I f I jt rl► .fir - if - _ - .. • '•a -T. `� 98c a - z v - n I � I D!'To _ Y O O I w v 11 i I 1 L � I a ❑ ❑ ❑ � � 26 " I ` N I 6` A > 8 _ 1z p II o r { r y P W N G1 z 0 mDv O `. 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