Loading...
HomeMy WebLinkAboutEOC change order 2PROJECT:New Regional Search and Rescue/EOC Facility CHANGE ORDER NO.: 1 Kittitas County 2021 Airport Rd Cle Elum, WA 98922 TO:Belsaas & Smith Construction inc.INITIATION DATE: PO Box 926 Ellensburg, WA 98926 ARCHITECT'S PROJECT NO.: 2516 CONTRACT FOR:General Construction Notice to Proceed Date: Substantial Completion Date: The following work has been completed and incorporated as changes in this Contract:Amount Days COP-08 Foundation Revisions based on Final PEMB Reactions $36,296.76 5 TOTAL $36,296.76 5 Not valid until signed by both the Owner and Architect. Signature of the Contractor indicates his agreement herewith, including any adjustment in the Contract Sum or Contract Time. The original Contract Sum was.......................................................................................………….…………$2,955,300.00 Net change by previously authorized Change Orders.............…..............................………………………$56,765.64 The Contract Sum will be (increased) by this Change Order....................................................…………..$36,296.76 The new Contract Sum including this Change Order will be.........................................................……$3,048,362.40 Net change in Contract Time by previously authorized Change Orders……………….0 The Contract Time will be changed per this Change Order 5 The Date of Substantial Completion is now .........................................................……August 5, 2026 Authorized: BORArchitecture, pllc Kittitas County Belsaas & Smith Construction inc. ARCHITECT OWNER CONTRACTOR 1320 North 16th Avenue, Suite C 205 West 5th Ave PO Box 926 Yakima, Washington 98902 Ellensburg, WA 98926 Ellensburg, WA 98926 By By By Date Date Date November 3, 2025 July 31, 2026 May 19, 2026 BORArchitecture BORA 05/19/2026 2 P.O. BOX 926 / 700 EAST MOUNTAIN VIEW AVE, SUITE 504 ELLENSBURG, WA 98926 O: 509-925-9747 C: 619-278-8554 scottc@belsmith.com May 15, 2026 Re: Building Reaction Redesign of Structural Foundations Per the description below, we are pleased to offer the following change order proposal #08 (COP#08). Additional cost due to redesign of the structural foundation after analysis was completed on the building reactions as shown on revised S101, S501, and S502 Revision 2. This cost includes: 1.) Additional anchor bolts required per building manufacture versus what was originally shown in the contract drawings 2.) Additional increases in the size of the footings and piers resulting in over excavation additional rebar supply/install, and additional concrete supply. 3.) Additional crossties on gridlines 2,3, and 4 from gridline A-D resulting in additional rebar. Total cost of proposal: $36,296.76 + WSST Time extension required: 5 days Sincerely, Scott Carlson Belsaas & Smith Construction BELSAAS & SMITH CONSTRUCTION SHEET 1 of 2 C.O.P. #8 CHANGE ORDER PROPOSAL BREAKDOWN SHEET UNIT COSTS EQUIP SUB MATERIAL LABOR #DESCRIPTION QUAN.UNIT Mat.EQUIP LABOR COST COST COST COST Additional Anchor Bolts + Extra Depth 72 EA 63.45 $4,568 $- Original Per plans- 172 Ea versus Now- 244 EA Labor to Templete and install- 15 Min/Ea 18 Hrs 105 $1,890 Additional Rebar - Cross Ties, Piers, Ftgs Materials 1 LS $5,400 Labor 1 LS $3,530 Additional Concrete for Ftgs/Piers Additional Concrete 40 Yds 220 $8,800 Carpenter Forms- 3 Men @ 12 Hrs 36 Hrs 105 $3,780 Forms- Plywood-16 Sheets, 2x's-$300 1 LS 1,050 $1,050 Addition Excavation Operator 8 Hrs 102 $816 Labor x 2 16 Hrs 69 $1,104 Excavator 8 Hrs 78.00 $624 *TOTALS $624 $8,930 $14,418 $7,590 BELSAAS & SMITH CONSTRUCTION SHEET 2 of 2 C.O.P. #8 CHANGE ORDER PROPOSAL BREAKDOWN SHEET EQUIP SUB MATERIAL LABOR COST COST COST COST TOTALS FROM PREVIOUS PAGE $624 $8,930 $14,418 $7,590 OVERHEAD & PROFIT OVER HEAD & PROFIT 15%$94 $1,340 $2,163 $1,139 SUB TOTAL $718 $10,270 $16,581 $8,729 SUB TOTAL $718 $10,270 $16,581 $8,729 LABOR $8,729 MATERIAL $16,581 EQUIPMENT $718 SUBCONTRACTORS $10,270 SUB TOTAL SUB TOTAL $36,297 GRAND TOTAL TOTAL $36,297 TIME EXTENTION REQUIRED:5 Days NOTICE TO PROCEED REQUIRED BY: WE RESERVE OUR RIGHTS UNDER THE CONTRACT TO ACCESS THIS CHANGE CUMULATIVELY AS IT AFFECTS TIME AND AMOUNT. GENERAL 1. RULES, REGULATIONS, STANDARDS, AND CODES REFERENCED IN THESE NOTES ARE THE VERSION MOST RECENTLY ADOPTED BY PERMITTING AUTHORITY. 2. VERIFY ALL DIMENSIONS AND CONDITIONS WITH ARCHITECTURAL DRAWINGS. 3. FOR FEATURES OF CONSTRUCTION NOT FULLY SHOWN, PROVIDE THE SAME TYPE AND CHARACTER AS SHOWN FOR SIMOLAR CONDITIONS, SUBJECT TO REVIEW BY THE STRUCTURAL ENGINEER OF RECORD. 4. DO NOT SCALE THE DRAWINGS. 5. APPLY, PLACE, ERECT OR INSTALL ALL PRODUCTS AND MATERIALS AN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. 6. PROVIDE MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES INCLUDE, BUT MAY NOT BE LIMITED TO, BRACING AND SHORING FOR LOADS DURING CONSTRUCTION. ADEQUATELY BRACE STRUCTURE AND ALL STRUCTURAL COMPONENTS AGAINST LATERAL FORCES (SUCH AS WIND, SEISMIC, AND EARTH FORCES), UNTIL THE PERMANENT LATERAL FORCE-RESISTING SYSTEMS HAVE BEEN INSTALLED. VISITS TO THE SITE BY THE OWNER'S REPRESENTATIVE WILL NOT INCLUDE OBSERVATION OF THE ABOVE NOTED ITEMS. 7. LESLIE ENGINEERING, LLC. HAS NOT BEEN RETAINED TO PROVIDE ANY SEVICES RELATED TO JOB SITE SAFETY PRECAUTIONS, OR TO REVIEW THE MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR. DESIGN CRITERIA 1. BUILDING CODE 2018 INTERNATIONAL BUILDING CODE (IBC) WITH STATE OF WASHINGTON AMENDMENTS RISK CATEGORY = IV (ESSENTIAL FACILITIES) 2. DESIGN LOADS DEAD ROOF DEAD LOAD = BUILDING SELF-WEIGHT COLLATERAL LOAD: 4 PSF SOLAR SURCHARGE ALLOWANCE + 6 PSF CEILING, LIGHTING, MECH, MISC TOTAL COLLATERAL LOAD = 10 PSF LIVE ROOF LIVE LOAD = 20 PSF (DOES NOT GOVERN) SNOW ROOF SNOW LOAD = 140 PSF (FROM KITTITAS COUNTY) WIND BASIC WIND SPEED = 110 MPH EXPOSURE CATEGORY = C COMPONENTS AND CLADDING WIND UPLIFT EFFECTIVE WIND AREA 100 sq.ft. 10 sq.ft. ZONE 1 -31.5 psf -36.7 psf ZONE 2 -33.8 psf -43.0 psf ZONE 3 -53.0 psf -74.7 psf ALL LOADS ARE STATED IN STRENGTH-LEVEL FORCES (LRFD) SEISMIC SS = 0.61g S1 = 0.23g SDS = 0.53g SD1 = 0.33g Ie = 1.5 SDC = D FOUNDATIONS ARE DESIGN BASED ON PRELIMINARY PEMB INFORMATION, AND MUST BE VERIFIED AGAINST FINAL METAL BUILDING CALCULATIONS/REACTIONS PRIOR TO BEGINNING EXCAVATION WORK. MAXIMUM FRAME DEFLECTION = h/120 (UNDER SERVICE LEVEL WIND OR SEISMIC LOADS) 3. SOIL CRITERIA: ALLOWABLE SOIL BEARING PRESSURE = 5000 PSF (DEAD AND LIVE LOADS) = 6667 PSF (SHORT TERM LOADS) FOUNDATIONS 1. A GEOTECHNICAL INVESTIGATION HAS BEEN CONDUCTED FOR THIS PROJECT. THE DESIGN OF THE FOUNDATION SYSTEM IS BASED UPON THE RECOMMENDATIONS IN THIS REPORT. REPORT TITLE: PREPARED BY: GEOTECHNICAL ENGINEERING REPORT ERIC SCHELLENGER, PE KITTITAS COUNTY SEARCH AND RESCUE FACILITY GEOTECHNICAL ENGINEER CLE ELUM AIRPORT ROAD ASPECT CONSULTING, LLC CLE ELUM, WA 23 S MISSION ST, SUITE C Project No. 220471 WENATCHEE, WA 98801 Date: September 27, 2023 509-888-5766 2. REFER TO THE GEOTECHNICAL REPORT FOR ALL SITE PREPARATION REQUIREMENTS AND FOOTING/SLAB SUBGRADE PREPARATION REQUIREMENTS. CONCRETE REINFORCING STEEL 1. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60, TYPICAL, UNLESS NOTED OTHERWISE. 2. DETAIL, FABRICATE AND PLACE REINFORCING ACCORDING TO ACI 315, "DETAILS AND DETAILING OF CONCRETE REINFORCMENT." 3. ACCURATELY POSITION, SUPPORT AND SECURE REINFORCEMENT FROM DISPLACING DUE TO FORMWORK, CONSTRUCTION, OR CONCRETE PLACEMENT OPERATIONS. LOCATE AND SUPPORT REINFORCING BY METAL CHAIRS, RUNNERS, BOLSTERS, SPACERS, AND HANGERS AT A MAXIMUM SPACING OF 3'-0" ON CENTER. 4. DO NOT FIELD BEND, DISPLACE, WELD, HEAT OR CUT REINFORCING UNLESS INDICATED ON THE DRAWINGS, OR APPROVED BY STRUCTURAL ENGINEER OF RECORD. 5. MINIMUM COVER FROM CONCRETE SURFACES TO REINFORCING SHALL BE AS FOLLOWS: 3" ± 1/2" TO BOTTOM OF FTG 1 1/2" ± 1/4" TO TOP OF SLAB-ON-GRADE. 6. REINFORCING LAP SPLICES (INCHES): CONFORM WITH ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", AS SHOWN BELOW, UNLESS NOTED OTHERWISE ON DRAWINGS: BAR f'C SIZE 3000 PSI 4000 PSI #3 22" 19" #4 29" 25" #5 36" 31" #6 43" 37" LAP SPLICE NOTE: A. SPLICE LENGTH BASIS: CLASS B, SPLICE, WITH CENTER-TO-CENTER BAR SPACING GREATER THAN 3 BAR DIAMETERS, AND CONCRETE COVER AT LEAST 1 BAR DIAMETER. B. SPLICES SHALL BE STAGGERED AT LEAST 24". CAST-IN-PLACE CONCRETE 1. PROVIDE CONCRETE MATERIALS, FORM WORK, MIXING, PLACING, AND CURING ACCORDING TO ACI 301, "STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE." 2. CONCRETE MIX DESIGNS: MIN f'C W/C AIR TARGET COARSE FLY ASH LOCATION (28 DAYS) (MAX) (%) SLUMP AGG SIZE CONTENT NEW FOUNDATIONS 3000 psi 0.52 6 4" 3/4" 0%-25% INT. SLABS ON GRADE 4000 psi 0.48 0 4" 3/4" 0%-25% 3. TARGET SLUMP, ±1", ASSUMES ADMIXTURES INCLUDED, AS REQUIRED. 4. FLY ASH SHALL CONFORM TO ASTM C618, TYPE F. FLY ASH SHALL REPLACE CEMENT BY WEIGHT BASED ON THE ACCEPTABLE PERCENTAGE RANGE LISTED IN THE TABEL ABOVE. 5. CONCRETE MIX PROPORTIONS SHALL CONFORM TO ACI 318, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" AND TARGET SLUMP AS NOTED AN THE TBLE ABOVE. 6. SUBMIT MIX DESIGNS, WITH COMPLETE STATISTICAL BACKUP, FOR REVIEW AND APPROVAL, PROIR TO PLACEMENT. 7. ALL CONSTRUCTION JOINTS SHALL HAVE A ROUGHENED CONTACT AREA OF A FULL AMPLITUDE OF APPROXIMATELY 1/4", LEAVING THE CONTACT SURFACE CLEAN AND FREE OF LAITANCE. 8. CHAMFER EXPOSED CORNERS 3/4", UNLESS NOTED OTHERWISE. CONCRETE SLABS ON GRADE 1. THE GENERAL CONTRACTOR SHALL CONTROL & MONITOR CONSTRUCTION PROCEDURES AND CONDITIONS AS REQUIRED TO PROVIDE A HIGH QUALITY FINISHED SLAB WITH MINIMAL CRACKS, CURLING, AND SURFACE DEFECTS. PROCEDURES AND CONDITIONS UNDER THE CONTROL OF THE GENERAL CONTRACTOR INCLUDE, BUT ARE NOT LIMITED TO: PROVISIONS FOR AMBIENT WEATHER CONDITIONS, CURING METHODS SELECTED, RATE OF PLACEMENT, JOINT ARRANGEMENT AND INSTALLATION, TEMPERATURE CONTROL, SUBGRADE PREPARATION, AND REINFORCING PLACEMENT. 2. SLAB JOINTS: JOINTLOCATIONS HAVE BEEN PROVIDED ON THE FOUNDATION PLAN. PROPOSED REVISIONS TO SLAB JOINT LAYOUT MUST BE SUBMITTED TO THE ENGINEER FOR APPROVAL. IN GENERAL, ADHERE TO THE FOLLOWING CRITERIA: A.MAXIMUM JOINT SPACING 20'-0" B.MAXIMUM ASPECT RATIO BETWEEN JOINTS:1.5:1 C.AVOID RE-ENTRANT CORNERS. IF RE-ENTRANT CORNERS CANNOT BE AVOIDED, PROVIDE (2) #4 DIAGONAL BARS AT RE-ENTRANT CORNERS. ANCHORS IN CONCRETE 1. INSTALL ANCHORS TO MANUFACTURER'S RECOMMENDATIONS. 2. INSTALL ANCHORS WITH IBC SPECIAL INSPECTION ACCORDING TO SPECIAL INSPECTION PROGRAM. 3. ANCHOR SYSTEMS MUST BE ICC-ES APPROVED. 4. EXPANSION ANCHOR MATERIAL SHALL BE HOT-DIP GALVANIZED ACCORDING TO ASTM A153, OR BE AISI 304 STAINLESS STEEL. 5. ACCEPTABLE EXPANSION ANCHORS: HILTI KWIK BOLT TZ 6.EPOXY ANCHOR SYSTEM SHALL CONSIST OF ALL-THREAD ROD, NUT, WASHER AND ADHESIVE INJECTION GEL SYSTEM. 7.ANCHOR RODS SHALL HAVE ROLLED THREADS. 8.ANCHOR ROD NUTS SHALL CONFORM WITH ASTM A194. 9.ROD MATERIAL SHALL MEET ONE OF THE FOLLOWING REQUIREMENTS: A.ASTM F1554, GRADE 36, GRADE 55, OR GRADE 105 MATERIAL, HOT DIP GALVANIZED ACCORDING TO ASTM A153. B.ASTM A193, GRADE B7 MATERIAL, HOT DIP GALVANIZED ACCORDING TO ASTM A153. C.AISI 304 OR AISI 316 STAINLESS STEEL, CONFORMING TO ASTM F593. 10.ACCEPTABLE ADHESIVE INJECTION GEL SYSTEM: HILTI HY-200. SPECIAL INSPECTIONS INSPECTION ITEM (P)(C)NOTES SOIL VERIFY SOIL BEARING CAPACITY BELOW SHALLOW FOUNDATIONS X NA VERIFY FOUNDATION EXCAVATIONS HAVE REACHED SPECIFIED DEPTH X NA CONCRETE REINFORCING STEEL X LOCATION AND SIZE OF CAST-IN-PLACE ANCHORS X MECHANICAL EXPANSION ANCHORS X EPOXY ADHESIVE INSTALLATION X ABBREVIATIONS @ AT Ø DIAMETER AB ANCHOR BOLT ABV ABOVE ADD'L ADDITIONAL ACI AMERICAN CONCRETE INSTITUTE AGG AGGREGATE AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION AISI AMERICAN IRON AND STEEL INSTITUTE ALT ALTERNATE ASTM AMERICAN STANDARD TEST INSTITUTE AWS AMERICAN WELDERS SOCIETY BLKG BLOCKING BM BEAM BOT BOTTOM BTWN BETWEEN (C)CONTINUOUS CJP COMPLETE JOINT PENETRATION CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONT CONTINUOUS CY CUBIC YARD DIA DIAMETER DIAG DIAGONAL DIM DIMENSION DIR DIRECTION (E)EXISTING EA EACH EF EACH FACE EL ELEVATION EMBED EMBEDMENT EOR ENGINEER OF RECORD ESR EVALUATION SERVICE REPORT EW EACH WAY f'C CONCRETE COMPRESSIVE STRENGTH FDN FOUNDATION FRMG FRAMING FTG FOOTING GALV GALVANIZED HDG HOT-DIP GALVANIZED HORIZ HORIZONTAL HSS HOLLOW STRUCTURAL SECTION IBC INTERNATIONAL BUILDING CODE ICC INTERNATIONAL CODE COUNCIL ICC-ES INTERNATIONAL CODE COUNCIL EVALUATION SERVICE LB(S)POUNDS LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL MAX MAXIMUM MB MACHINE BOLT MIN MINIMUM (N)NEW NA NOT APPLICABLE NO.NUMBER NTS NOT TO SCALE O.C.ON CENTER (P)PERIODIC P.E.S.PANEL EDGE SCREWS PL PLATE PLCS PLACES PLF POUNDS PER LINEAR FOOT PP PARTIAL PENETRATION PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH R RADIUS REINF REINFORCING REBAR REINFORCING BAR REQ'D REQUIRED SCHED SCHEDULE SF SQUARE FEET SHTG SHEATHING SIM SIMILAR SIP STRUCTURAL INSULATED PANEL SS STAINLESS STEEL STD STANDARD STIFF STIFFENER T&B TOP AND BOTTOM THRD THREADED T.O.TOP OF TYP TYPICAL UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD W/WITH WABO WASHINGTON ASSOCIATION OF BUILDING OFFICALS W/C WATER TO CEMENT RATIO WF WIDE FLANGE WP WORK POINT Civil & Structural Engineering LESLIE ENGINEERING PROJECT NO: 2023-127 48012 D A N IEL J .S UMERFI E L D ST A TE O F W A SHIN G T O N REENIGNEOISSEF O R P LAN REENIGNEUTCUR T S LAR A B C D E F G H J K L M 1 2 3 4 5 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 236 1 2 3 4 5 7 8 9 10 11 12 13 14 15 16 17 18 19 206 REVISION SHEET NO. DRAWN BY PROJECT NO. DATE © Copyright reserved. All parts of this drawing are the exclusive property of BORArchitecture, pllc and shall not be used or reproduced in any way without the expressed written permission of BORArchitecture, pllc. BO R A BO R A r c h i t e c t u r e BO R A r c h i t e c t u r e , p l l c Ya k i m a , W a s h i n g t o n 9 8 9 0 2 ww w . b o r a r c h . c o m 13 2 0 N . 1 6 t h A v e n u e , S u i t e C (5 0 9 ) 4 5 4 - 3 2 9 9 21 22 SHEET NAME 5/ 1 3 / 2 0 2 6 9 : 1 8 : 1 5 A M C: \ U s e r s \ D a n i e l \ D o c u m e n t s \ 2 0 2 3 - 1 2 7 - K C S R E m e r g e n c y O p e r a t i o n s C e n t e r - C E N T R A L - R 2 4 _ d a n i e l @ l e s l i e e n g in e e r i n g . c o m . r v t 5/13/2026 9:18:15 AM 5/8/20262 S001 2023-127 03/12/2024 HGH GENERAL STRUCTURAL NOTES NE W S E A R C H & R E S C U E / E O C F A C I L I T Y PE R M I T S E T GE N E R A L S T R U C T U R A L N O T E S KI T T I T A S S E A R C H & R E S C U E FOUNDATION SIZES HAVE BEEN REVISED FOR PEMB SUBMITTAL FROM PACIFIC BUILDING SYSTEMS DATED 4/24/26 2 FOUNDATION PLAN NOTES: 1. SEE S001 FOR GENERAL STRUCTURAL NOTES. 2. SEE 1/S501 FOR ALLOWABLE EXCAVATIONS NEAR FOOTINGS. 3. SEE 2/S501 FOR PIPE OR CONDUIT BELOW FOOTING. 4. SEE 3/S501 FOR WALL AND FOOTING REINFORCING DETAILS AT CORNERS AND INTERSECTIONS. 5. SEE 4/S501 FOR REINFORCING STEEL DETAILS. 6. SEE 5/S501 FOR TYPICAL SLAB JOINT DETAIL. 7. SEE GEOTECH FOR SLAB SUBGRADE PREPARATION REQUIREMENTS. 8. SAWCUT LINES ARE SHOWN FOR REFERENCE ONLY AND SHOULD BE COORDINATED WITH ARCHITECTURAL DRAWINGS PRIOR TO SLAB POUR 9. SEE SHEET S502 FOR PILASTER PLANS. 10. FOUNDATION SIZES HAVE BEEN REVISED FOR PEMB SUBMITTAL DATED 4/24/26 FOUNDATION PLAN LEGEND: XXXX INDICATES FOOTING TYPE XX, WITH T.O. FOUNDATION XXXX'-XX" ELEVATION XXXX'-XX", SEE SCHEDULE THIS SHEET PX INDICATES PILASTER TYPE PX, SEE SHEET S502 B B 1 1 4 4 A A 2 2 3 3 C C D D E E F F G G H H J J I I 5 5 #5 HAIRPIN W/ 6-0" LONG LEGS, AROUND EACH AB GROUP, TYPICAL AT ALL COLUMNS 8" CONC FDN WALL W/ #4 @ 18" O.C. VERTS & (3) #4 @ HORIZ., EA FACE, TYPICAL SLAB CONTROL JOINT, TYP, SEE ARCH FOR CONTROL JOINT LAYOUT 6 S501 ____________ 7 S501 ____________ 8 S501 ____________ 6 S501 ____________ 7 S501 ____________ 8 S501 ____________ 7 S501 ____________ 6 S501 ____________ 6 S501 ____________7 S501 ____________8 S501 ____________ 6 S501 ____________ 8 S501 ____________ 5 S501 ____________ 9 S501 ____________ 14' - 0"7' - 2"22' - 0"17' - 0"19' - 10"20' - 0"20' - 0"12' - 0"8' - 0" 22 ' - 0 " 18 ' - 0 " 18 ' - 0 " 22 ' - 0 " 4" 3' - 4"3' - 6"3' - 4" 8" 2' - 8"3' - 4"4' - 4"12' - 0"3' - 6" 6" 3' - 4"2' - 2"12' - 0"2' - 0"8" 3' - 4 " 9' - 7 1 / 2 " 8" 7' - 4 1 / 2 " 3' - 3 " 7' - 4 1 / 2 " 14' - 0"3' - 2"3' - 4" 8" 22' - 0" 8" 8' - 4"8' - 0"4' - 4"12' - 0"3' - 6" 8" 3' - 4"2' - 0"12' - 0"2' - 0"4' - 0"12' - 0"4' - 0"4' - 0"8' - 0"4' - 0"4' - 0" P1 P4 P4 P2 P1 P3 P3 P3 P2 P2 P4 P4 P3 P3 P3 P1P4P4P2P2P3P3P3 EXTERIOR SLAB, SEE CIVIL 1873' - 0" FC1.4 1873' - 0" FS4.0 1873' - 0" FS8.0 1873' - 0" FS8.0 1873' - 0" FS8.0 1873' - 0" FS4.0 1873' - 0" FS5.0 1873' - 0" FS5.0 1873' - 0" FC1.4 18 7 3 ' - 0 " FC 1 . 4 1874' - 2" FS8.0 1874' - 2" FS8.0 1874' - 2" FS6.6 1874' - 2" FS6.6 1874' - 2" FS6.6 1873' - 0" FS5.0 1873' - 0" FS6.6 1873' - 0" FS10.0 1873' - 0" FS10.0 1873' - 0" FS5.0 1873' - 0" FS5.0 1873' - 0" FS5.0 1873' - 0" FS5.0 1873' - 0" FS10.0 1873' - 0" FS10.0 1873' - 0" FS6.6 1873' - 0" FS6.6 18 7 3 ' - 0 " FC 1 . 4 1873' - 0" FC1.4 18 7 3 ' - 0 " FC 1 . 4 1873' - 0" FS5.0 1873' - 0" FS5.0 1873' - 0" FS6.6 P1 10 S501 ____________ 6" THICK SLAB ON GRADE W/ #4 @ 16" O.C. EACH WAY, TYPICAL (T.O. SLAB = 1875'-0") (3) #5 HAIRPIN W/ 6'-0" LONG LEGS, AROUND EACH AB GROUP, TYPICAL AT 2/A, 3/A, AND 4/A 1874' - 2" FS8.0 P3 (6) #5 IN SLAB @ 4" O.C. @ COLUMN LINE, LAP W/ HAIRPIN LEGS @ GRID A AND EXTEND TO GRID E, TYP (3) PLACES, GRIDS 2, 3, AND 4 Civil & Structural Engineering LESLIE ENGINEERING PROJECT NO: 2023-127 48012 D A N IEL J .S UMERFI E L D ST A TE O F W A SHIN G T O N REENIGNEOISSEF O R P LAN REENIGNEUTCUR T S LAR A B C D E F G H J K L M 1 2 3 4 5 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 236 1 2 3 4 5 7 8 9 10 11 12 13 14 15 16 17 18 19 206 REVISION SHEET NO. DRAWN BY PROJECT NO. DATE © Copyright reserved. All parts of this drawing are the exclusive property of BORArchitecture, pllc and shall not be used or reproduced in any way without the expressed written permission of BORArchitecture, pllc. BO R A BO R A r c h i t e c t u r e BO R A r c h i t e c t u r e , p l l c Ya k i m a , W a s h i n g t o n 9 8 9 0 2 ww w . b o r a r c h . c o m 13 2 0 N . 1 6 t h A v e n u e , S u i t e C (5 0 9 ) 4 5 4 - 3 2 9 9 21 22 SHEET NAME 5/ 1 3 / 2 0 2 6 9 : 1 8 : 1 6 A M C: \ U s e r s \ D a n i e l \ D o c u m e n t s \ 2 0 2 3 - 1 2 7 - K C S R E m e r g e n c y O p e r a t i o n s C e n t e r - C E N T R A L - R 2 4 _ d a n i e l @ l e s l i e e n g in e e r i n g . c o m . r v t 5/13/2026 9:18:16 AM 5/8/20262 S101 2023-127 03/12/2024 HGH FOUNDATION PLAN NE W S E A R C H & R E S C U E / E O C F A C I L I T Y PE R M I T S E T FO U N D A T I O N P L A N KI T T I T A S S E A R C H & R E S C U E 3/16" = 1'-0"1 FOUNDATION PLAN FOUNDATION SCHEDULE MARK TYPE DESCRIPTION REINFORCING 2'-0"SQ x 8" FC1.4 CONT 16" WIDE x 8" THICK (2) #4 CONT. IN BOTTOM FS4.0 SPREAD 4'-0"SQ x 12" THICK (5) #5 EA WAY IN BOTTOM FS5.0 SPREAD 5'-0"SQ x 12" THICK (6) #5 EA WAY IN BOTTOM FS6.6 SPREAD 6'-6"SQ x 12" THICK (8) #5 EA WAY IN BOTTOM FS8.0 SPREAD 8'-0"SQ x 12" THICK (10) #5 EA WAY IN BOTTOM FS10.0 SPREAD 10'-0"SQ x 24" THICK (12) #5 EA WAY, TOP AND BOTTOM 2 2 2 2 2 2 2 2 1' - 6" MIN. 9" M I N . TOF ELEV EXT GRADE 2 1 FTG SIZE & REINF PER PLAN NO TRENCH OR OTHER EXCAVATION PERMITTED BELOW THIS LINE TRENCH EXCAVATION FT G D E P T H 3' - 0 " M I N 6" MIN 6" MIN 1 1 1 1 STD CONC OR OPTIONAL CONTROLLED DENSITY FILL PROVIDE SLEEVE W/ MIN CLEARANCE OF 1" ALL AROUND PIPE OR CONDUIT PIPE OR CONDUIT FTG SIZE & REINF PER PLAN NOTE: "X" = 45 BAR DIA IN CONC & 40 BAR DIA IN MASONRY UNO ALT CORNERINTERSECTION & ENDCORNER CORNER INTERSECTION & END ALT CORNER SINGLE CURTAIN OF REINFORCING DOUBLE CURTAIN OF REINFORCING "X " "X""X" "X " "X " "X" "X" "X" "X " #4 VERT @ WALL END & CORNERS TYPICAL UNO (2) #4 VERT (2) #4 VERT STD 180° OR 90° HOOK TYP TIE BARS SECURELY @ SPLICES TYP R R R R 4" M I N 4 1/2" SEE GENERAL NOTES FOR REQD SPLICE LENGTH b12d STD 90° HOOK STD OFFSET STD 180° HOOK R = 2d FOR #3 THRU #5 BAR -PERMITTED FOR STIRRUPS & TIES ONLY 3d FOR #3 THRU #8 BAR 4d FOR #9 THRU #11 BAR 5d FOR #14 THRU #18 BAR b b b b NOTE: "R" IS INSIDE RADIUS OF BEND "d " IS BAR DIAMETERb STD LAP SPLICE MINIMUM BEND DIAMETERS CONC SLAB PER PLAN 1/2" DIA x 24" LONG SMOOTH DOWELS @ 18" OC. GREASE ONE END 0'-0" T.O. SLAB SAWCUT JOINT TO DEPTH OF 1-1/2", FILL JOINT W/ SEALANT, SEE ARCH CONC SLAB PER PLAN 0'-0" T.O. SLAB 1- 1 / 2 " C L R TYPICAL SAWCUT JOINT TYPICAL CONSTRUCTION JOINT TOOL BOTH SIDES OF CONSTRUCTION JOINT, FILL W/ SEALANT SUBGRADE PREPARATION REQUIREMENTS BY GEOTECH REPORT SUBGRADE PREPARATION REQUIREMENTS BY GEOTECH REPORT VAPOR BARRIER, SEE ARCH VAPOR BARRIER, SEE ARCH SLAB THICKNESS & REINF PER PLAN FND WALL SIZE & REINF PER PLAN FOOTING SIZE & REINF PER PLAN 3" C L R 6" M I N 2' - 0 " M I N EXTERIOR WALL BY PEMB MANUFACTURER SLAB THICKNESS & REINF PER PLAN FND WALL SIZE & REINF PER PLAN FOOTING SIZE & REINF PER PLAN 3" C L R EXTERIOR SLAB PER ARCH HOLD DOWN TOP OF STEM WALL AT DOOR THRESHOLD WALL BEYOND SLAB THICKNESS & REINF PER PLAN FOOTING SIZE & REINF PER PLAN 6" M I N 2' - 0 " M I N EXTERIOR PANEL PER ARCH PLMB COL, BASE PL, & ANCHORS PER BLDG MANFGR PILASTER PER PLAN, SEE SHEET S502 FOR PILASTER CONDITIONS TYP STEM WALL REINF THROUGH PILASTER HAIRPIN PER PLAN CONC SLAB THICKNESS & REINF PER PLAN PEMB COL, BASE PL, & ANCHORS PER BLDG MANFGR FOOTING SIZE & REINF PER PLAN (2) #4 @ 4" O.C. ALONG HEIGHT OF AB GROUP (16) #6 VERT W/ STD 90° HOOK EA END AROUND PERIMETER OF THICKENED SLAB THICKEN SLAB FOR 36"x36" FOOTPRINT CENTERED ON COLUMN 3" C L R DBL NUT W/ 3/8x3x3 PL WASHER, TYPICAL AB SIZE AND LAYOUT BY METAL BLDG MFR CONC SLAB THICKNESS & REINF PER PLAN PEMB COL, BASE PL, & ANCHORS PER BLDG MANFGR FOOTING SIZE & REINF PER PLAN AB SIZE AND LAYOUT BY METAL BLDG MFR (3) #3 CLOSED TIES AROUND AB GROUP (4) #6 VERT W/ STD 90° HOOK EA END THICKEN SLAB FOR 24"x24" FOOTPRINT CENTERED ON COLUMN 3" C L R DBL NUT W/ 3/8x3x3 PL WASHER, TYPICAL 1" = 1'-0"1 EXCAVATIONS BESIDE FTG 1" = 1'-0"2 PIPE OR CONDUIT BELOW FTG 1" = 1'-0"3 REINF DETAILS @ CORNERS & INTERSECTIONS 1" = 1'-0"4 REINF STEEL DETAIL 1" = 1'-0"5 TYPICAL SLAB JOINT DETAIL Civil & Structural Engineering LESLIE ENGINEERING PROJECT NO: 2023-127 48012 D A N IEL J .S UMERFI E L D ST A TE O F W A SHIN G T O N REENIGNEOISSEF O R P LAN REENIGNEUTCUR T S LAR A B C D E F G H J K L M 1 2 3 4 5 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 236 1 2 3 4 5 7 8 9 10 11 12 13 14 15 16 17 18 19 206 REVISION SHEET NO. DRAWN BY PROJECT NO. DATE © Copyright reserved. All parts of this drawing are the exclusive property of BORArchitecture, pllc and shall not be used or reproduced in any way without the expressed written permission of BORArchitecture, pllc. BO R A BO R A r c h i t e c t u r e BO R A r c h i t e c t u r e , p l l c Ya k i m a , W a s h i n g t o n 9 8 9 0 2 ww w . b o r a r c h . c o m 13 2 0 N . 1 6 t h A v e n u e , S u i t e C (5 0 9 ) 4 5 4 - 3 2 9 9 21 22 SHEET NAME 5/ 1 3 / 2 0 2 6 9 : 1 8 : 1 6 A M C: \ U s e r s \ D a n i e l \ D o c u m e n t s \ 2 0 2 3 - 1 2 7 - K C S R E m e r g e n c y O p e r a t i o n s C e n t e r - C E N T R A L - R 2 4 _ d a n i e l @ l e s l i e e n g in e e r i n g . c o m . r v t 5/13/2026 9:18:16 AM 5/8/20262 S501 2023-127 03/12/2024 HGH FOUNDATION DETAILS NE W S E A R C H & R E S C U E / E O C F A C I L I T Y PE R M I T S E T FO U N D A T I O N D E T A I L S KI T T I T A S S E A R C H & R E S C U E 1" = 1'-0"6 TYP PERMITER FOOTING 1" = 1'-0"7 TYP PERMITER FOOTING AT DOOR THRESHOLD 1" = 1'-0"8 TYP PERMITER FOOTING AT PILASTER 1" = 1'-0"10 THICKENED SLAB AT DBL COLUMN 1" = 1'-0"9 THICKENED SLAB AT INTERIOR COLUMN 2 2 2 ASSUME ALL COLUMN BASES ARE BOLTED TO THE PILASTERS WITH (4) 3/4"Ø OR 1"Ø ANCHOR RODS ASSUME ALL COLUMN BASES ARE BOLTED TO THE PILASTERS WITH (4) 3/4"Ø OR 1"Ø ANCHOR RODS ASSUME ALL COLUMN BASES ARE BOLTED TO THE PILASTERS WITH (4) 3/4"Ø OR 1"Ø ANCHOR RODS 2' - 0" 1' - 4 " CORNER PILASTER (P1) TYP STEM WALL REINFORCING (6) #5 VERTS IN PILASTER #4 RECT HOOPS @ 6" O.C. IN PILASTER 2" CLR, TYP AB SIZE AND LAYOUT BY OTHERS, EMBED ANCHOR ROD TO FULL DEPTH OF FOOTING HAIRPIN PER PLAN, AROUND AB GROUP TYP STEM WALL PER PLAN 2' - 2 " 1' - 4" SIDE PILASTER (P2) COLUMN AND BASEPLATE BY OTHERS AB SIZE AND LAYOUT BY OTHERS, EMBED ANCHOR ROD TO FULL DEPTH OF FOOTING #4 RECT HOOPS @ 6" O.C. IN PILASTER TYP STEM WALL REINFORCING (6) #5 VERTS IN PILASTER HAIRPIN PER PLAN, AROUND AB GROUP TYP STEM WALL PER PLAN 2" CLR, TYP 1' - 4 " 1' - 4" SIDE PILASTER (P3) COLUMN AND BASEPLATE BY OTHERS AB SIZE AND LAYOUT BY OTHERS, EMBED ANCHOR ROD TO FULL DEPTH OF FOOTING #4 RECT HOOPS @ 6" O.C. IN PILASTER TYP STEM WALL REINFORCING (4) #5 VERTS IN PILASTER HAIRPIN PER PLAN, AROUND AB GROUP TYP STEM WALL PER PLAN 2" CLR, TYP 2' - 0 " 1' - 4" COMBINED PILASTER (P2 & P3) COLUMN AND BASEPLATE BY OTHERS AB SIZE AND LAYOUT BY OTHERS, EMBED ANCHOR ROD TO FULL DEPTH OF FOOTING #4 RECT HOOPS @ 6" O.C. IN PILASTER TYP STEM WALL REINFORCING (4) #5 VERTS IN PILASTER HAIRPIN PER PLAN, AROUND AB GROUP TYP STEM WALL PER PLAN (6) #5 VERTS IN PILASTER 1' - 4 " 1' - 4" 2' - 2 " 4' - 0" PORTAL FRAME PILASTER (P4) COLUMN AND BASEPLATE BY OTHERS AB SIZE AND LAYOUT BY OTHERS, EMBED ANCHOR ROD TO FULL DEPTH OF FOOTING (3) #4 RECT HOOPS @ 6" O.C. IN PILASTER TYP STEM WALL REINFORCING (10) #5 VERTS IN PILASTER HAIRPIN PER PLAN, AROUND AB GROUP TYP STEM WALL PER PLAN 2' - 8" CLR, TYP Civil & Structural Engineering LESLIE ENGINEERING PROJECT NO: 2023-127 48012 D A N IEL J .S UMERFI E L D ST A TE O F W A SHIN G T O N REENIGNEOISSEF O R P LAN REENIGNEUTCUR T S LAR A B C D E F G H J K L M 1 2 3 4 5 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 236 1 2 3 4 5 7 8 9 10 11 12 13 14 15 16 17 18 19 206 REVISION SHEET NO. DRAWN BY PROJECT NO. DATE © Copyright reserved. All parts of this drawing are the exclusive property of BORArchitecture, pllc and shall not be used or reproduced in any way without the expressed written permission of BORArchitecture, pllc. BO R A BO R A r c h i t e c t u r e BO R A r c h i t e c t u r e , p l l c Ya k i m a , W a s h i n g t o n 9 8 9 0 2 ww w . b o r a r c h . c o m 13 2 0 N . 1 6 t h A v e n u e , S u i t e C (5 0 9 ) 4 5 4 - 3 2 9 9 21 22 SHEET NAME 5/ 1 3 / 2 0 2 6 9 : 1 8 : 1 6 A M C: \ U s e r s \ D a n i e l \ D o c u m e n t s \ 2 0 2 3 - 1 2 7 - K C S R E m e r g e n c y O p e r a t i o n s C e n t e r - C E N T R A L - R 2 4 _ d a n i e l @ l e s l i e e n g in e e r i n g . c o m . r v t 5/13/2026 9:18:16 AM 5/8/20262 S502 2023-127 03/12/2024 HGH PILASTER DETAILS NE W S E A R C H & R E S C U E / E O C F A C I L I T Y PE R M I T S E T PI L A S T E R D E T A I L S KI T T I T A S S E A R C H & R E S C U E 1" = 1'-0"1 PILASTER P1 1" = 1'-0"2 PILASTER P2 1" = 1'-0"3 PILASTER P3 1" = 1'-0"4 PILASTER COMBINED 1" = 1'-0"5 PILASTER P4 HUBER BROTHERS, LLC 411 Keys Road • YAKIMA, WA. 98901 • FAX: (509) 452-6265 • Telephone (509) 457-1555 • tom@huberbros.com Proposal to Supply Material & Labor Date 5/14/2026 Submitted to Belsaas & Smith Construction, Inc. Attention Scott Carlson Project Kittitas County Search & Rescue/EOC Facility Cle Elum, WA We hereby submit specifications and estimates for providing all supervision, labor, supplies, and equipment for furnishing and Installing the reinforcing steel on the above referenced project. Addendums: NONE Prevailing Wages: Kittitas County – excludes apprenticeship hours Rebar: Building Shell -Furnish Only $18,775.00 -Installation $14,530.00 Dowels: 1/2" dia. x 24” Gr. A36 Smooth & Ungreased -Furnish Only $1.95 each Delivery (approx. one trip) $500.00 per trip All material delivered more than sixty days after bid date will be subject to possible price increases. Excludes: No retainage on material ordered and delivered. No more than 5% retainage on labor amounts owed. *** This proposal may be withdrawn by us if not accepted within 15 days *** We require a minimum of 2 weeks lead time for first submittals after receipt of CAD files or drawings for our use. 3 weeks lead time to fabricate and deliver bar plus review time by architect/engineer, Huber Brothers, LLC – Terms and Conditions for Material Sale 1. General Contractor to provide hoisting and operator to unload material. 2. Unless otherwise noted, prices quoted for FOB truck jobsite are nearest point accessible to 48’ trailers, full truck load quantities. 3. Any reference to approximate quantities or approximate weights is for convenience only. 4. In the event the Customer accepts only a portion of the Bid items quoted, Huber Brothers, LLC reserves the right to reject the Quote in its entirety, HUBER BROTHERS, LLC 411 Keys Road • YAKIMA, WA. 98901 • FAX: (509) 452-6265 • Telephone (509) 457-1555 • tom@huberbros.com Proposal to Supply Material & Labor Date 9/17/2025 Submitted to Generals Attention Estimators Project Kittitas County Search & Rescue Facility Cle Elum, WA We hereby submit specifications and estimates for providing all supervision, labor, supplies, and equipment for furnishing and Installing the reinforcing steel on the above referenced project. Addendums: #1, #2, #3 ***Installation prices are based on Kittitas County Prevailing Wages *** Excludes apprenticeship hours *** Excludes all work outside building lines. Rebar: Building Foundation & Slab -Furnish Only $13,470.00 -Installation $11,000.00 Dowels: 1/2" dia. x 24” Gr. A36 Smooth & Ungreased -Furnish Only $2.10 each Delivery $405.00 per trip All material delivered more than sixty days after bid date will be subject to possible price increases. Excludes: No retainage on material ordered and delivered. No more than 5% retainage on labor amounts owed. *** This proposal may be withdrawn by us if not accepted within 15 days *** We require a minimum of 2 weeks lead time for first submittals after receipt of CAD files or drawings for our use. 3 weeks lead time to fabricate and deliver bar plus review time by architect/engineer, Huber Brothers, LLC – Terms and Conditions for Material Sale 1. General Contractor to provide hoisting and operator to unload material. 2. Unless otherwise noted, prices quoted for FOB truck jobsite are nearest point accessible to 48’ trailers, full truck load quantities. 3. Any reference to approximate quantities or approximate weights is for convenience only. www.portlandbolt.com sales@portlandbolt.com Quote 307144R00 Date 5/12/2026 Salesperson Jessica Davis Phone 800.599.2943 Email jessica@portlandbolt.com PB Northwest PB Southeast PB Northeast 800.547.6758 800.631.2076 833.701.4125 3441 NW Guam St.890 W Five Notch Rd.12 Elbridge St. Portland, OR 97210 North Augusta, SC 29860 Jordan, NY 13080 Customer Ship To Job BELSAAS & SMITH CONSTRUCTION PO BOX 926 ELLENSBURG, WA 98926 BELSAAS & SMITH CONSTRUCTION Cle Elum, WA 98922 Attention Delivery Scott Carlson <scottc@belsmith.com>Prepaid Lead Time Certs 12 working day(s) to ship Emailed Mill Test Reports - Emailed Mill Test Reports No.Qty.Description Unit Price Total 1 72 Kit: 7/8" x 30" x 4" dom. galv. A36 bent anchor bolt with 6" thd. + 1 other $34.08 $2,453.76 72 (1 per) 7/8" x 30" x 4" dom. galv. A36 bent anchor bolt with 6" thd. 216 (3 per) 7/8" dom. galv. A563-DH heavy hex nut 2 24 Kit: 3/4" x 23" x 4" dom. galv. A36 bent anchor bolt with 6" thd. + 1 other $20.29 $486.96 24 (1 per) 3/4" x 23" x 4" dom. galv. A36 bent anchor bolt with 6" thd. 72 (3 per) 3/4" dom. galv. A563-A hex nut 3 48 Kit: 3/4" x 30" x 4" dom. galv. A36 bent anchor bolt with 6" thd. + 1 other $22.36 $1,073.28 48 (1 per) 3/4" x 30" x 4" dom. galv. A36 bent anchor bolt with 6" thd. 144 (3 per) 3/4" dom. galv. A563-A hex nut 4 32 Kit: 3/4" x 42" x 4" dom. galv. A36 bent anchor bolt with 6" thd. + 1 other $27.37 $875.84 32 (1 per) 3/4" x 42" x 4" dom. galv. A36 bent anchor bolt with 6" thd. 96 (3 per) 3/4" dom. galv. A563-A hex nut 5 8 Kit: 1" x 30" x 4" dom. galv. A36 bent anchor bolt with 6" thd. + 1 other $79.18 $633.44 8 (1 per) 1" x 30" x 4" dom. galv. A36 bent anchor bolt with 6" thd. 24 (3 per) 1" dom. galv. A563-A hex nut 6 18 Kit: 1-1/4" x 23" x 5" dom. galv. A36 bent anchor bolt with 6" thd. + 1 other $57.20 $1,029.60 18 (1 per) 1-1/4" x 23" x 5" dom. galv. A36 bent anchor bolt with 6" thd. 54 (3 per) 1-1/4" dom. galv. A563-DH heavy hex nut 7 18 Kit: 1-1/4" x 30" x 5" dom. galv. A36 bent anchor bolt with 6" thd. + 1 other $63.99 $1,151.82 18 (1 per) 1-1/4" x 30" x 5" dom. galv. A36 bent anchor bolt with 6" thd. 54 (3 per) 1-1/4" dom. galv. A563-DH heavy hex nut 8 32 Kit: 1-1/4" x 42" x 5" dom. galv. A36 bent anchor bolt with 6" thd. + 1 other $74.39 $2,380.48 32 (1 per) 1-1/4" x 42" x 5" dom. galv. A36 bent anchor bolt with 6" thd. 96 (3 per) 1-1/4" dom. galv. A563-DH heavy hex nut 9 8 Kit: 1-3/8" x 30" x 7" dom. galv. A36 bent anchor bolt with 6" thd. + 1 other $110.03 $880.24 8 (1 per) 1-3/8" x 30" x 7" dom. galv. A36 bent anchor bolt with 6" thd. 24 (3 per) 1-3/8" dom. galv. A563-DH heavy hex nut 1 of 1 www.portlandbolt.com sales@portlandbolt.com Quote 307144R00 Date 5/12/2026 Salesperson Jessica Davis Phone 800.599.2943 Email jessica@portlandbolt.com PB Northwest PB Southeast PB Northeast 800.547.6758 800.631.2076 833.701.4125 3441 NW Guam St.890 W Five Notch Rd.12 Elbridge St. Portland, OR 97210 North Augusta, SC 29860 Jordan, NY 13080 Customer Ship To Job BELSAAS & SMITH CONSTRUCTION PO BOX 926 ELLENSBURG, WA 98926 BELSAAS & SMITH CONSTRUCTION Cle Elum, WA 98922 Attention Delivery Scott Carlson <scottc@belsmith.com>Prepaid Lead Time Certs 12 working day(s) to ship Emailed Mill Test Reports - Emailed Mill Test Reports No.Qty.Description Unit Price Total 10 8 Kit: 1-3/8" x 23" x 7" dom. galv. A36 bent anchor bolt with 6" thd. + 1 other $99.61 $796.88 8 (1 per) 1-3/8" x 23" x 7" dom. galv. A36 bent anchor bolt with 6" thd. 24 (3 per) 1-3/8" dom. galv. A563-DH heavy hex nut 11 28 3/8" x 3" dom. galv. A36 square plate with 13/16" hole on center $10.03 $280.84 12 18 3/8" x 3" dom. galv. A36 square plate with 1-3/8" hole on center $12.68 $228.24 13 16 3/8" x 3" dom. galv. A36 square plate with 1-1/2" hole on center $13.71 $219.36 14 Est. 1 day freight to Cle Elum, WA, 98922 $338.76 Total Weight (lbs)2,267 Quote Total $12,829.50 Tax Total $0.00 Total (USD)$12,829.50 Credit Card Surcharge Notice: Payments made by credit card may incur a processing surcharge equal to the lesser of 3.0 % of the transaction amount or the maximum permitted under applicable state and card network rules. The surcharge is applied only where allowed by law and does not apply to debit card or cash payments. 12 working day(s) to ship All quotations are for immediate acceptance, unless otherwise noted. Prices and lead times are subject to change without notice. All material is subject to prior sale. Thank you for your inquiry Accepted By Date P.O. By accepting this quote, you acknowledge agreement to these terms and conditions: https://www.portlandbolt.com/terms-and-conditions-ed-10-29-2025/ 2 of 2