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Report (96) Se /act/-' e6 ` D©/Z7 NISHKIAN DEAN Consulting and Structural Engineers FIELD REPORT DATE April 7, 2016 REPORT No 2 TIME 3:00pm PAGE 1 of 8 PROJECT: LaQuinta Tigard Remodel NDI PROJECT No 31492 PRESENT: Marvin Monterrosa, Nishkian Dean Permit No BUP2015- Ed Dean, Nishkian Dean 00127 Vern Pavlov, General Contractor Shirish B. Patel, Owner General Observations The hotel remodel construction work has been temporarily shut down by the city of Tigard because of their issuance of an unsafe to occupy notification. Nishkian Dean's field observation was very limited due to the structural framing not being exposed on floors 3 and 4. Specific Items 1. The general contractor appears to have installed the holdowns on floors 3 and 4 in accordance with approved drawings. Figure 1 and Figure 2 were images provided by the general contractor prior to structural framing being covered up. Holdowns on Floors 1 and 2 were not inspected as work on these floors was stopped due to the issuance of an unsafe to occupy. NDI Comment: Install holdowns in accordance with approved drawings on floors 1 and 2. Figure 1: Holdown Installation at 4th Floor DISTRIBUTION: Architect: Chris Olenyik,Scott Edwards Architects Contractor: Owner to FWD to GC Owner: Shirish Patel Building Official: Dan Nelson,City of Tigard The structure has been reviewed to determine general conformance with the approved plans and specifications. Structural components that are hidden or concealed may be present and cannot be observed,and therefore have not been reviewed.Note also that at the time of this review construction was ongoing and not yet complete.Items not explicitly identified in this report have not been reviewed. This report does not constitute a construction guarantee or warranty. H:IND31492 LaQuinta Framing Tigard\ND31492 LaQuinta Tigard Field Report 040716.doc FIELD REPORT Date 04/07/16 Report No. 2 Project ND31492 Page 2 of 8 y.,,. - __ a ., I A if Figure 2: Holdown Installation at 4th Floor 2. The general contractor appears to have addressed some of the concerns with the horizontal gaps between the existing 2x10 floor joist and the supporting beam. Figure 3, 4, and 5 are images that were sent by the contractor prior to covering up the structural framing. Figure 3 and 4 show that the hangers were replaced but in some cases it is difficult to identify what the clear distance from the face of the beam to the end of the joist is. Figure 5 shows that the joist hanger was changed for sistered 2x10's but it appears that the sistered joist is not sitting firmly on the hanger. Item 2 in Field Report #1 addressed 3 concerns with regards to the gaps at the hangers and they were the following: a. Gaps up to 1"between joist end and face of beam b. Installation of plywood shim between the end of the joist and the face of the beam c. Gaps greater than 1"at sistered 2x10's of varying length NDI Comment: Contractor to remove sheathing to uncover structural framing. Images provided by contractor show removal of plywood shims and address some of the conditions specified in Field Report #1. Engineer to field verify that Items 2a, 2b, and 2c were properly addressed. H.WD31492 LaQuinta Framing TigardWD31492 LaQuinta Tigard Field Report 040716.doc FIELD REPORT Date 04/07/16 Report No. 2 Project ND31492 Page 3 of 8 s fv 6. ;uG �\ I ,1 • 4. _ _ 1 rW°1iI111YYW�yr \ P al t ; \ � \ r Figure 3: Removal of Plywood Shim Figure 4: Gaps at 2x10 Joists --- Figure 5: Sistered Joists w/ New Facemount Hangers Installed H.9ND31492 LaQuinia Framing Tigard\ND31492 LaQuinta Tigard Field Report 040716.doc • FIELD REPORT Date 04/07/16 Report No.2 Project ND31492 Page 4 of 8 3. Because the structural framing is no longer exposed, it could not be determined where the location shown on Figure 6 occurred. Field Report #1 provided 2 repair options for locations where this condition existed. NDI Comment: Contractor to remove sheathing on Unit 406 and 306 to uncover structural framing. Engineer to field verify that Item 3 in Field Report #1 was iro.erl addressed. J A4 • • Figure 6: Wall Bracing Required Figure 7: Possible Location Where Wall Bracing Was Required H:WD31492 LaQuinta Framing TigardWD31492 LaQuinta Tigard Field Report 040716.doc FIELD REPORT Date 04/07/16 Report No. 2 Project ND31492 Page 5 of 8 4. Field Report #1 stated that on the 3rd floor along gridlines F/6 and F/12, the existing floor framing was rotated 90 degrees which resulted in an increased tributary loading for the 2x10 joists as shown in Figure 8. Gridlines F/6 and F/12 coincide with Unit 308 and Unit 316. Because the structural framing is no longer exposed, it could not be determined if Figure 8 was addressed prior to structural framing being covered up. NDI Comment: Contractor to remove sheathing on Unit 308 and 316 to uncover structural framing. Engineer to field verify that Item 4 in Field Report #1 was addressed. H:WD31492 LaQuinta Framing TigardWD31492 LaQuinta Tigard Field Report 040716.doc FIELD REPORT Date 04/07/16 Report No.2 Project ND31492 Page 6 of 8 • . Illittt \c, f r„ ora , t.- 0 , ) ---.-' ''-'1'--.'. _ . _.;.1.,. , . ,,,.- - , . „ , , ,_ ., i,--1 , 4 ;' ' 4 - -14 a --4--- -.: \ . .ti:`V Figure 8: Rotated Framing Along Gridlines F/6 and F/12 Possible location where rotated framing occurs ,rm 41111111111, ` Area to be removed by contractor for inspection Figure 9: Possible Location Where Rotated Framing Was Present H.WD31492 LaQuinta Framing Tigard\ND31492 LaQuinta Tigard Fied Report 040716.doc I FIELD REPORT Date 04/07/16 Report No. 2 Project ND31492 Page 7 of 8 5. Contractor provided images showing that the 4x4 post had been replaced in Unit 408 along gridline F/8 as stated in Item 5 Field Report #1. See Figure 10 for original curved/warped column and Figure 11 for installation of new column. NDI Comment: No further action required x a t' , y, Si:", , I A ' '; ' 0 1 • t t Figure 10: Curved/Warped Post Figure 11: 4x4 Post Replaced H:WD31492 LaQuinta Framing TigardWD31492 LaQuinta Tigard Field Report 040716.doc FIELD REPORT Date 04/07/16 Report No.2 Project ND31492 Page 8 of 8 6. Deteriorated headers on south perimeter wall at the ground floor have not been replaced. See Figure 12 for deteriorated header. NDI Comment: Contractor to replace header per initial comment on Item 6 in Field Report #1. z� RI Figure 12: Deteriorated Headed at Ground Floor 7. Within Unit 116 and the Fitness Room, a significant horizontal gap was noticed between the end of the floor joists and the supporting beam. See Figure 13 for joist hanger at ground floor level. NDI Comment: Refer to Item 2 in Field Report #1. Per USP and Simpson installation guides, gaps of up to 1/8"are allowed without requiring a load reduction factor. j♦ YR ata :t 1 t� Y%•�t 11 (.1�RCTR PROlf i 1 15,366 -, 1 OREGON • b •1 F "Y 30. 1q P� .T DEC. • t° a EXPIRA710N DATE: 12-31-17 Ay DIGITAL SIGNATURE: 04-12-16 ft Figure 13: Joist Hangers at Ground Floor .H IND31492 LaQuinta Framing TigardIND31492 LaQuinta Tigard Field Report 040716.doc CAL?ORTLAND* 05/04/2016 JRF REMODELING INC. PROJECT: 10830 SW GREENBURG RD The enclosed concrete mix designs are being submitted for use on the above project. All mix designs are designed based on specification information provided. These mix designs will be produced in conformance with applicable codes and specification and shall be tested in accordance with ASTM,AASHTO,ODOT and/or WSDOT procedures. ASTM C94 Section 4.6 states"...The purchaser shall ensure that the manufacturer is provided copies of all reports of tests performed on concrete samples...Reports shall be provided on a timely basis." In accordance with the specification, approval of these mix designs carries with it CalPortland's inclusion on the distribution list for all concrete test reports. ACI 301 16.7.4.3 states"to facilitate testing and inspection,the contractor shall provide and maintain for the sole use of the testing agency adequate facilities for safe storage and proper curing of concrete test specimens on the project site for the first 24 hours as required by ASTM C31." CalPortland does not guarantee field cured cylinders. Proper curing for early strength is the responsibility of the contractor. The cement used on this project will conform to ASTM C150,AASHTO M85,and are approved per ODOT and/or WSDOT Standard Specifications. Pozzolanic materials used on this project will conform to ASTM C618,AASHTO M295,and are approved per ODOT and/or WSDOT Standard Specifications. Ground Granulated Blast Furnace Slag used on this project will conform to ASTM C989,AASHTO M302, and are approved per ODOT and/or WSDOT Standard Specifications. Aggregates used on this project will conform to ASTM C33 and are approved per ODOT and/or WSDOT Standard Specifications. Air-entrainment used on this project will conform to ASTM C260 and are approved per ODOT and/or WSDOT Standard Specifications. All other chemical admixtures used on this project will conform to ASTM C494 and are approved per ODOT and/or WSDOT Standard Specifications. When ordering concrete,it is the customer's responsibility to order the approved mix number for the project and application. When ice, hot water,accelerator,retarder,or high-range water reducer is needed to meet project specifications, it is the contractor's responsibility and cost to order the proper materials. CalPortland mix designs(strength,slump,air,and unit weight)are based on testing at the truck discharge per ASTM standards. CalPortland will not be responsible for these plastic and hardened qualities due to pumping or other methods of conveying. If you have any questions please contact,Greg Hendrix at in our Technical Services Department. CAL?ORTLAND" Concrete Design Submittal Summary 05/04/2016 To: JRF REMODELING INC. RE: 10830 SW GREENBURG RD Thank you for the opportunity to provide materials for this project. The mixes chosen for this submittal were based on the documents provided by and conversations had with the requesting party. The mixes below have been included with this submittal for your review: Mix Use Slump Air W/CM 1234FS FOOTINGS 6"+/-1" 5%+/-1.5% 0.49 3500 PSI @28 DAYS 1"AGGERGATE Concrete mix designs are submitted to meet project specifications. Acceptable material performance is based on proper testing and protection of concrete and concrete samples. Concrete mix design ingredients may be adjusted to maintain yield, consistency and performance. Similar materials,with proven performance, may be substituted at the supplier's discretion. Concrete will be batched in accordance with the applicable portions of the ASTM C94 standards unless otherwise agreed upon. Additional Project Submittal Information: Sincerely, Greg Hendrix ghendrix@calportland.com This submittal contains proprietary, confidential, and legally privileged information.Disclosure,copying,and distribution without express written permission are strictly prohibited. Hillsboro CAL?ORTLAND° Concrete Mix Submittal Submittal Information Mix Information Submittal Name 10830 SW GREENBURG RD Mix ID 1234FS Date Submitted 05/04/2016 Mix Name 3500 PSI @28 DAYS 1"AGGERGATE Customer JRF REMODELING INC. Compressive Strength(fc) 3500 psi @ 28 Days Project Name 10830 SW GREENBURG RD Flexural Strength(fs) Contract ID Aggregate Nominal Size 1"(25mm) Project Location Air Entrained Use FOOTINGS Mix Properties Slump 6"+/-1" Sack Content 5.65 94 lb/sack Total Mass 3899.7 lb Air 5%+/-1.5% Total Water 31.17 gal Total Volume 27.00 ft3 WICM Ratio 0.49 Water/Sack 5.52 gal Unit Weight 144.43 lb/ft3 Specific Mass Volume Group Material Description Supplier Gravity lb ft3 Cement Portland Type I/II CalPortland 3.15 466 2.371 CEMENT Additive Slag Ash Grove 2.89 65 0.360 DURA SLAG Aggregate Coarse Aggregate CALPORTLAND#05- 2.69 1874 11.164 1"-#4 004-1 -SANTOSH Fine Aggregate CALPORTLAND#05- 2.6 1231 7.588 CON SAND 004-1 -SANTOSH Water Potable Water 1 260 4.167 WATER-1 Admixture Air Entrainer BASF 1 0.163 AE-90 Dosage:2.5 fl oz/yd3 Water Reducer Mid Range W.R.GRACE 1 3.454 DARACEM 55 MRWR Dosage:53 fl oz/yd3 Air Air 1.350 Contact Greg Hendrix Email ghendrix@caiportland.com CAL?ORTLAND® Concrete Mix Evaluation Report ACI 318 Required Average Strength Mix ID 1234FS Number Of Tests 5 Mix Name 3500 PSI @28 DAYS 1" Average Strength 4994 psi AGGERGATE Design Strength(£c) 3500 psi @ 28 Days St Dev 459 psi Required Strength(fcr) 4700 psi @ 28 Days Comp Acceptance Temp Air Strength Strength Moving (Concrete) Slump Content (7-Day) (28-Day)Average Test Date Mix Laboratory (°F) (in) (%) (psi) (psi) (psi) 03/07/2015 1234FS MAYES 74 6 4160 5740 06/15/2015 1234FS Carlson testing 70 6 3.6 3110 4640 08/27/2015 1234FS Carlson Testing 85 5.5 4 3180 4630 5003 09/02/2015 1234FS Carlson 84 6 3 3280 4860 4710 11/20/2015 1234FS Carlson Testing 68 6 4.5 3260 5100 4863 Lab CALPORTLAND` Combined Aggregate Blend Report Mix ID 1234FS Nominal Max Size 1"(25mm) Mix Name 3500 PSI @28 DAYS 1" Aggregate Volume 18.8 AGGERGATE Design Strength(fc) 3500 psi @ 28 Days Coarse Aggregate% 59.5 Fine Aggregate% 40.5 %Passing Gradations Aggregate Type Coarse Fine %Contribution 59.5 40.5 Sieve/Test Spec Result 1"-#4 CON SAND 1 1/2"(37.5mm) 100.0 100.0 100.0 1"(25mm) 99.8 99.6 100.0 3/4"(19mm) 90.7 84.4 100.0 1/2"(12.5mm) 69.8 49.2 100.0 3/8"(9.5mm) 53.5 21.9 100.0 #4(4.75mm) 40.4 1.4 97.7 #8(2.36mm) 34.9 0.8 85.2 #16(1.18mm) 29.0 0-7 70.5 #30(0.6mm) 21.0 0.7 50.8 #50(0.3mm) 9.6 0.6 22.9 #100(0.15mm) 3.0 0.6 6.6 #200(75pm) 1.39 0.50 2.70 Pan 0.00 0.00 0.00 100 9o- ao• 70 eo S@P . r1 50. 30 20- 10- 0 i �$ �� ^H Sieve Opening(mm) Ili D10(ES):0.31 D30:1.33 D50:7.90 D60:10.60 D15/D85:0.02 Cu:34.56 Cc:0.51 I9 1050 N River St CAL?0 RT L A N Dn Portland,OR 97227 Ph#503 335-2600 Certificate of Analysis F#503 331-3700 Source: Ssangyong,So Korea We hearby certify that CalPortland(Lot#16-089)Type I/11 Low Alkali cement meets the standard requirements of ASTM C 150 for Type I and Type D low alkali cement.Additionally CalPortland Type 1/11 Low Alkali cement meets the requirements of AASHTO M-85 for Type I cement. Following are the chemical and physical testing results of this cement. ASTM C-150 requirements Chemical Requirements Additional Lot# 16-089 Tiwai Point Type I Type II Results Data Requirements Requirements Limestone Silicon dioxide(SiO2) --- --- 20.1 8.2 Aluminum oxide(A1203),max.% --- 6.0 4.7 2.9 Ferric oxide(Fe2O3),max.% (Note 1) --- 6.0 3.1 1.4 Calcium Oxide(CaO) --- --- 63.3 46.3 Magnesium oxide(MgO),max.% 6.0 6.0 2.8 2.9 Sulfur trioxide(SO3),max.%* 3.0 3.0 3.1 0.0 Loss on ignition,max.% 3.0 3.0 1.7 Insoluble residue,max.% 0.75 0.75 0.29 Base Alkalies(Na2O+0.658 K20),max.% 0.60 0.60 0.53 Cement Tricalcium silicate(C3S)% --- --- 56 58 Dicalcium Silicate(C2S)% --- --- 14 15 Tricalcium aluminate(C3A),max.% --- 8 7 7 Tetracalcium aluminoferrite(C4AF) % --- --- 9 10 %CO2 --- --- 1.2 %CaCO3 in limestone min. 70 70 85 %Limestone max. 5.0 5.0 3.2 Physical Requirements Air content of mortar,max.% 12 12 6 Passing 45 urn(#325)sieve% --- --- 97 Blaine Fineness,min m2/kg 260 260 421 Autoclave expansion,max.% 0.80 0.80 0.00 Compressive strength psi,Mpa,min. 1 Day psi --- --- 2550 psi Mpa --- --- 17.6 Mpa 3 Day psi 1740 1450 4070 psi Mpa 12 10 28.1 Mpa 7 Day psi 2760 2470 5370 psi Mpa 19 17 37.0 Mpa 28 Day psi --- --- 04/11 psi Mpa --- --- #VALUE! Mpa Vicat set in minutes 45 to 375 45 to 375 125 *C-1038 expansion limit if S03>3.0% 0.020% 0.003% From Prior Lot Note 1:ASTM C 150,Table I,Note B,Does not apply when the optional sulfate resistance limit in Table 4 is specified Date March 25,2016 Director of Tech cal Services Pacific NW and Canada Cement Division ASH GROVE Location Portland Slag Product Dura Slag Date 6-Aug-14 Certification No. Slag 1-14 STANDARD REQUIREMENTS ASTM C-989&AASHTO M302 CHEMICAL PHYSICAL Spec. Test Spec. Test Item Limit Result Item Limit Result Slag Slag Sulfide sulfur as S (%) 2.5 max 1.00 % Retained 325 mesh 20 max 3.1 Blaine fineness(m2/kg) A 442 Air Content of Slag Mortar(%) 12 max 6.3 Specific Gravity A 2.90 Reference Cement Reference Cement Total Alkalies(%) 0.60 min 0.64 %Passing 325 mesh A 92.4 0.90 max Blaine fineness(m2/kg) A 363 Potential (%) Compressive strength MPa(PSI) min: C3S A 65 7 Days A 29.7(4310) C2S A 8 28 Days 35(5000) 37.1 (5380) C3A A 7 C4AF A 8 50-50 Blend of Slag and Reference Cement C4AF+2(C3A) A 22 Compressive strength MPa(PSI) min: C3S+4.75(C3A) A 98 7 Days A 28.6(4150) 28 Days A 49.2(7130) Slag Activity Index Grade 100 min: Average of Last 5 Samples 7 Days 75 96 Any Individual Sample 7 DayS 70 93 Average of Last 5 Samples 28 Days 95 133 Any Individual Sample 28 Days 90 127 ANot applicable The Ground Granulated Blast-Furnace Slag meets the chemical and physical requirements of the ASTM C989/C989M-12a and AASHTO M 302-11 specifications for Grade 100. Signature: Title: Chief Chemist Edward C. Rafacz 3801 E Marginal Way S, Seattle,WA 98134; Ph: (206)623-5596; Fax: (206)623-5355 , BASF Product Data 03 30 00 Cast-in-Place Concrete J' 03 40 00 Precast Concrete The Chemical Company 03 70 00 Mass Concrete Description M B- wH ETWI 90 MB-AE 90 air-entraining admixture is for use in concrete mixtures. It meets the Air-Entraining Admixture requirements of ASTM C 260, Features AASHTO M 154 and CRD-C 13. Ready-to-use in the proper concentration for rapid,accurate dispensing Applications Recommended for use in: Benefits Concrete exposed to Improved resistance to damage from cyclic freezing and thawing cyclic freezing and Improved resistance to scaling from deicing salts thawing Improved plasticity and workability • Production of high-quality Reduced permeability-increased watertightness normal or lightweight i. Reduced segregation and bleeding concrete(heavyweight concrete normally does not Performance Characteristics contain entrained air) Concrete durability research has established that the best protection for concrete from the adverse effects of freezing and thawing cycles and deicing salts results from: proper air content in the hardened concrete, a suitable air-void system in terms of bubble size and spacing,and adequate concrete strength, assuming the use of sound aggregates and proper mixing,transporting, placing,consolidation,finishing and curing techniques. MB-AE 90 admixture can be used to obtain adequate freeze-thaw durability in a properly proportioned concrete mixture, if standard industry practices are followed. Air Content Determination:The total air content of normal weight concrete should be measured in strict accordance with ASTM C 231, "Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method" or ASTM C 173/C 173M, "Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method." The air content of lightweight concrete should only be determined using the Volumetric Method.The air content should be verified by calculating the gravimetric air content in accordance with ASTM C 138/C 138M, "Standard Test Method for Density(Unit Weight), Yield,and Air Content(Gravimetric)of Concrete." If the total air content,as measured by the Pressure Method or Volumetric Method and as verified by the Gravimetric Method, deviates by more than 1-1/2%,the cause should be determined and corrected through equipment calibration or by whatever process is deemed necessary. Guidelines for Use Dosage:There is no standard dosage for MB-AE 90 admixture.The exact quantity of air-entraining admixture needed for a given air content of concrete varies because of differences in concrete-making materials and ambient conditions.Typical factors that might influence the amount of air entrained include:temperature,cementitious materials, sand gradation,sand-aggregate ratio, mixture proportions,slump, means of conveying and placement, consolidation and finishing technique. Master Builders Product Data: ! The amount of MB-AE 90 admixture used will depend upon the Product Notes amount of entrained air required under actual job conditions. Corrosivity—Non-Chloride,Non-Corrosive: MB-AE 90 In a trial mixture,use 1/4 to 4 fl oz/cwt(16-260 mU100 kg) admixture will neither initiate nor promote corrosion of of cementitious material. Measure the air content of the trial reinforcing and prestressing steel embedded in concrete,or mixture,and,if needed,either increase or decrease the quantity of galvanized floor and roof systems.No calcium chloride or of MB-AE 90 admixture to obtain the desired air content. other chloride-based ingredients are used in the manufacture In mixtures containing water-reducing or set-control of this admixture. admixtures,the amount of MB-AE 90 admixture needed may Compatibility:MB-AE 90 admixture may be used in be somewhat less than the amount required in plain concrete. combination with any BASF Construction Chemicals Due to possible changes in the factors that can affect the admixture,unless stated otherwise on the data sheet for dosage of MB-AE 90 admixture,frequent air content checks the other product.When used in conjunction with other should be made during the course of the work.Adjustments admixtures,each admixture must be dispensed separately to the dosage should be based on the amount of entrained air into the concrete mixture. required in the mixture at the point of placement. If an unusually high or low dosage of MB-AE 90 admixture is Storage and Handling required to obtain the desired air content,consult your BASF Storage Temperature:MB-AE 90 admixture should Construction Chemicals representative.In such cases, it may be stored and dispensed at 31 °F(-0.5°C)or higher.Although be necessary to determine that,in addition to a proper air freezing does not harm this product, precautions should be content in the fresh concrete,a suitable air-void system is taken to protect it from freezing. If MB-AE 90 admixture achieved in the hardened concrete. freezes,thaw at 35 °F(2°C)or above and completely Dispensing and Mixing:Add MB-AE 90 admixture to the reconstitute by mild mechanical agitation.Do not use concrete mixture using a dispenser designed for air-entraining pressurized air for agitation. admixtures,or add manually using a suitable measuring device Shelf Life:MB-AE 90 admixture has a minimum shelf life that ensures accuracy within plus or minus 3%of the required of 18 months. Depending on storage conditions,the shelf amount. life may be greater than stated. Please contact your BASF For optimum,consistent performance,the air-entraining Construction Chemicals representative regarding suitability admixture should be dispensed on damp,fine aggregate.If for use and dosage recommendations if the shelf life of MB- the concrete mixture contains fine lightweight aggregate,field AE 90 admixture has been exceeded. evaluations should be conducted to determine the best method Safety:Chemical goggles and gloves are recommended to dispense the air-entraining admixture. when transferring or handling this material. Precaution Packaging In a 2005 publication from the Portland Cement Association MB-AE 90 admixture is supplied in 55 gal(208 L)drums,275 (PCA R&D Serial No.2789), it was reported that problematic gal(1040 L)totes and by bulk delivery. air-void clustering that can potentially lead to above normal decreases in strength was found to coincide with late Related Documents additions of water to air-entrained concretes.Late additions Material Safety Data Sheets: MB-AE 90 admixture. of water include the conventional practice of holding back water during batching for addition at the jobsite.Therefore, Additional Information caution should be exercised with delayed additions of water For additional information on MB-AE 90 admixture,or to air-entrained concrete. Furthermore,an air content check its use in developing a concrete mixture with special should be performed after any post-batching addition to an peformance characteristics,contact your BASF Construction air-entrained concrete mixture. Chemicals representative. The Admixture Systems business of BASF Construction Chemicals is a leading provider of innovative additives for specialty concrete used in the ready mix,precast, manufactured concrete products,underground construction and paving markets throughout the NAFTA region. The Company's respected Master Builders brand products are used to improve the placing,pumping, finishing,appearance and performance characteristics of concrete. BASF Construction Chemicals,LLC Admixture Systems www.masterbuilders.com Master NSF United States 23700 Chagrin Boulevard,Cleveland,Ohio 44122-5544 Tel:800 628-9990 Fax:216 839-8821 Canada 11300 Clark Boulevard,Brampton,Ontario L6T 4M7 r Tel:800 387-5862 r- Fax:905 792-0651 Builders ""BASF Construction Chemicals,LLC ©BASF Construction Chemicals,LLC 2007 Printed in USA 03/07 LIT#1017027 W 1111. Grace Concrete Products 94,1 DARACEMI 55 Mid-range water-reducing admixture CD ASTM C494 Type A and F Description Daracem 55 is used in ready-mix,job site, and concrete paving plants for normal and Daracem•'55 is a mid-range water reducer lightweight concrete,in block and precast. specifically formulated to produce concretes It imparts a"slickness"to the surface of the with dramatically enhanced finishing charac- concrete making it most appropriate for teristics and normal setting times.Effective concrete flatwork as well as slip form work. through a wide addition rate range,Daracem Daracem 55 is also particularly effective in 55 combines the benefits of normal and high- lean or fly ash and slag compensated mixes. range water reducers allowing for the ultimate control of the concretes placing and finishing Advantages properties.Daracem 55 has been approved as an ASTM C494 Types A and F admixture. Daracem 55 offers significant advantages over conventional water reducers. Laboratory Daracem 55 is an aqueous solution of and field work has consistently demonstrated: complex organic compounds,each of which contributes uniquely to the concretes final • Ultimate workability and finishability properties. It contains both patented dispers- The exceptional water-reducing capabilities ing and patented fmishability agents that allow for concrete production at higher provide performance superior to conventional slumps with better water retention and inter- water-reducing products.Daracem 55 is also nal cohesiveness,providing a less"sticky" formulated with a catalyst which promotes concrete with improved placement properties. more complete hydration of Portland cement Formulated with proven finishing enhancing to assure superior strength performance. It is components,Daracem 55 controls bleeding manufactured under rigid controls which while bringing the mortar to the surface. provide uniform,predictable performance. Finishers have stated that the concrete has Daracem 55 contains no calcium chloride. improved trowelability. The influence of Daracem 55 is supplied as a dark brown,low Daracem 55 on the finishability of lean viscosity liquid,weighs approximately mixes has been particularly noticeable. 10.7 lbs/gal(1.28 kg/L)and meets the Floating and troweling,by machine or by requirements of ASTM C494 Types A and F. hand,easily imparts a smooth,close tolerance surface with less machine time and labor. Uses Daracem 55 produces a concrete with lower water content,improved placement proper- ties,and enhanced finishability. It yields a less permeable and more durable concrete. Product Advantages • Ultimate workability and finishability • Neutral setting times • Superior strength performance ` l .w I . _:, y • Neutral setting times Pretesting of the concrete mix should be Formulated with a set control agent, performed before use, and as conditions and Daracem 55 provides normal setting char- materials change in order to assure compati- acteristics throughout its addition rate bility, and to optimize dosage rates,addition range.This allows for increased water times in the batch sequencing and concrete reduction and increased slump without performance. For concrete that requires air significantly extended setting times. It also entrainment,the use of an ASTM C260 air- allows the flexibility to vary addition based entraining agent(such as Daravaie or Darex" on specific job and weather requirements. product lines)is recommended to provide • Superior strength performance suitable air void parameters for freeze-thaw The water reduction properties,up to 12%, resistance. and dispersion characteristics allow the production of lower water to cement ratio Packaging & Handling concretes and more complete hydration. Daracem 55 is available in bulk,delivered in The combined effect is increased compres- metered tank trucks,and 55 gal(210 L) sive and flexural strengths at all ages. drums.Daracem 55 contains no flammable Addition Rates ingredients. It will freeze at approximately 15°F(-9°C)but will return to full strength after The addition rate range of Daracem 55 is thawing and thorough mechanical agitation. 3 to 15 fl oz/100 lbs(190 to 980 mL/100 kg) of cement.Typically excellent results are Dispensing Equipment achieved between 5 to 7 fl oz/100 lbs A complete line of accurate,automatic (325 to 460 mL/100 kg)of cement.Optimum dispensing equipment is available.Daracem addition depends on the other concrete 55 may be added to the concrete mix on the mixture components,job conditions,and sand or in the batch water. desired performance characteristics. Compatibility with Other Specifications Admixtures and Batch Concrete shall be designed in accordance Sequencing with Standard Recommended Practice for Selecting Proportions for Concrete,ACI 211. Daracem 55 is compatible with most Grace The water-reducing admixture shall be a mid- admixtures as long as they are added sepa- range water-reducing admixture such as rately to the concrete mix. In general,it is Daracem 55 as manufactured by Grace recommended that Daracem 55 be added to Construction Products,or its equivalent.The the concrete mix near the beginning of the admixture shall not contain calcium chloride. batch sequence but after the cement and water are combined for optimum performance. It meets the requirements of Specification for Different sequencing may be used if local Chemical Admixtures for Concrete ASTM testing shows better performance. Please see Designation C494 as a Type A and Type F Grace Technical Bulletin TB-0110,Admixture admixture.Certification of compliance shall Dispenser Discharge Line Location and be made available on request.The admixture Sequencing for Concrete Batching Operations shall be considered part of the total mixing for further recommendations.Daracem 55 water. should not come in contact with any other The admixture shall be delivered as a ready- admixture before or during the batching to-use liquid product and shall require no process,even if diluted in mix water. mixing at the batching plant or job site. www.graceconstruction.com W North American Customer Service: 1-877-4AD-MIX1 (1-877-423-6491) (0)440 Daracem,Daravair and Darex are registered trademarks of W.R.Grace&Co.—Conn. We hope the information here will be helpful.It is based on data and knowledge considered to be true and accurate and is offered for the users' consideration,investigation and verification,but we do not warrant the results to be obtained.Please read all statements,recommendations or suggestions in conjunction with our conditions of sale,which apply to all goods supplied by us.No statement,recommendation or suggestion is intended for any use which would infringe any patent or copyright W.R.Grace&Co.-Conn.,62 Whittemore Avenue,Cambridge,MA02140. In Canada,Grace Canada,Inc.,294 Clements Road,West,Ajax,Ontario.Canada L1S 3C6. (ID This product may be covered by patents or patents pending. Copyright 2007.W.R.Grace&Co.-Conn. DW-12H Printed in U.S.A. 1/09 FNLVI/1M Dan Nelson From: Chris Olenyik <chris@seallp.com> Sent: Tuesday, March 22, 2016 2:49 PM To: Dan Nelson Cc: Brian Mares Subject: La Quinta Attachments: ND31492 LaQuinta Tigard Field Report 090415.pdf; Re: La Quinta Tigard; Re: La Quinta Tigard; Re: La Quinta Dan, Attached are the following Items. 1. Initial email to Doc, reminding him of the inspection requirement and his response, Date 8/4/15 2. Stamped field report from the structural engineer dated 8/28. Report noted items that would require re- inspection. 3. Reminder email to Doc regarding the re-inspection of the 3rd and 4th floor framing. Dated 10/2/15 4. Email to Doc after being contacted by the contractor and Doc's response. Dated 3/17/16 This is the chain of events on our end. Until the most recent phone call from the contractor,we have had no contact from Doc or anyone working on the project since the email dated 10/2/15. We look forward to discussing this issue with you tomorrow. Thanks, Chris Olenyik SSE A SCOTT I EDWARDS ARCHITECTURE LLP 2525 East Burnside Street Portland,Oregon 97214 p:503.226.3617 f:503.226.3715 www.seallp.com 1 Dan Nelson From: DOCSBPDX@aol.com Sent: Tuesday, August 04, 2015 1:00 PM To: Chris Olenyik Cc: Kelly Edwards Subject: Re: La Quinta Tigard Greetinmgs I think we are reday for the 3rd and 4th The electrical work is going on and have called the Inspection from that side Please let him know you can come over when you are ready as ever doc ps call Danile when you are coming I am goiung to be out of town from tomorrow In a message dated 8/4/2015 9:35:30 A.M. Pacific Daylight Time, chrisaseallp.com writes: Hello Doc, How are things going out at the La Quinta? Please remember that before your contractor reapplies the drywall the structural engineer needs to inspect the installed beams and post. When you are ready for the inspection give me a call and I can arrange it with the engineer. Thanks, Chris Olenyik SSE A SCOTT I EDWARDS ARCHITECTURE LLP 2525 East Burnside Street Portland,Oregon 97214 1 NISHKIAN DEAN Consulting and Structural Engineers FIELD REPORT DATE August 28, 2015 REPORT No 1 TIME 8:30am PAGE 1 of 5 PROJECT: LaQuinta Tigard Remodel NDI PROJECT No 31492 PRESENT: Ken Oliphant, Nishkian Dean Permit No BUP2015- Chris Olenyik, Scott Edwards Architects 00127 Reps. from Red Bull Construction, General Contractor Shirish B. Patel, Owner General Observations The hotel remodel is in progress at the upper two floors. Nishkian Dean's field observation was limited to structural observation of the framing modifications on these floors. Specific Items 1. The general contractor has not installed the holdowns identified on detail 2/A5.4. NDI Comment: Install holdowns in accordance with approved drawings. 2. Numerous horizontal gaps were observed between the end of the existing 2x10 floor joists and the supporting beam (4x10 and PSL). The GC installed a combination of Simpson LUS210 and USP JUS210-TZ(with and without plywood shims) and sistered framing members. Per USP and Simpson installation guidelines, gaps of up to 1/8"are allowed without requiring a load reduction factor. NDI observed the following conditions: a. Gaps up to approximately 1"between joist end and face of beam (see Photograph 1). ND Repair: At the no-shim condition,the existing hangers (Simpson LUS210 and USP JU5210- TZ face mount hangers) are acceptable for gaps measuring up to 3/8". For gaps greater than 3/8"and up to 1", remove the existing hanger and install a USP HUS210. See Figure 1 for horizontal gaps greater than 1"and up to 2". Remove and replace framing at gaps greater than 2". b. Installation of a plywood shim between the end of the joist and the face of beam. At several locations, a gap was observed between the end of the joist and the face of the plywood (see Photograph 2). NDI Repair:The installation of a plywood shim between hanger and beam is not acceptable. Remove the plywood shim and existing hanger. Install a USP HUS210 for gaps measuring up to 1". See Figure 1 for gaps greater than 1"and up to 2". Remove and replace framing at gaps greater than 2". DISTRIBUTION: Architect: Chris Olenyik,Scott Edwards Architects Contractor:Owner to FWD to GC Owner: Shirish Patel Building Official: Dan Nelson,City of Tigard The structure has been reviewed to determine general conformance with the approved plans and specifications. Structural components that are hidden or concealed may be present and cannot be observed,and therefore have not been reviewed.Note also that at the time of this review construction was ongoing and not yet complete.Items not explicitly identified in this report have not been reviewed. This report does not constitute a construction guarantee or warranty. H:WD31492 LaQuinta Framing TigardlND31492 LaQuinta Tigard Field Report 090115.doc 10/00 FIELD REPORT Date 9/4/15 Report No. 1 Project ND31492 Page 2 of 5 c. At larger horizontal gaps (typically greater than 1"), sistered 2x10's of varying length (typically less than 4-feet long) were added to the face of the cut 2x10. The sistered member is connected to the 4x10/PSL with a face mount hanger(see Photograph 3). ND Repair: The partial length sistered repair is not acceptable. Remove the over-cut framing and sistered repair and replace with a continuous 2x10 DFL#2 member. Minimum 2"bearing on wall and connect to 4x10/PSL with USP HUS210. v: s 1 yr P'y` } a ' is y: e 1 d Photograph 1: Gap at Hanger, Photograph 2: Plywood Shim at Hanger Non-Shim Condition H:IND31492 LaQuinta Framing TigardlND31492 LaQuinta Tigard Field Report 090115 doc FIELD REPORT Date 9/4/15 Report No. 1 Project ND31492 Page 3 of 5 4 Existing 2x10 with excessive horizontal gap. $4 Added 2x10 sister. Length '1 and connection to existing 2x10 varies. f Photograph 3: Sistered 2x10 Condition • 1 4, ; ` (4)at l i ® ;i 5. L4x4xix0'-9"w/` 1"—� (S)Simpson SOS qx3"screws to PSI and • 2"Maximum (5)Simpson SOSdx2"screws to 2x10 Horizontal Gap ~ - 0 1.1 Figure 1 : ND Repair#3, Gaps greater than 1" H:WD31492 LaQuinta Framing Tigard\ND31492 LaQuinta Tigard Field Report 090115.doc FIELD REPORT Date 9/4/15 Report No. 1 Project ND31492 Page 4 of 5 3. At several locations, the existing wall top plate (perpendicular to the added beam framing on gridline F) has been severed resulting in a weakened out of plane wall condition (reference Photograph 4). NDI Comment: Connect the wall top plate to the added post or beam on gridline F in accordance with repair options shown on Photograph 4. - Repair Option 2: Install 2x shim to face of PSL/4x10 beam. Connect to `�.•,. 1 beam with (4) 16d sinkers. ConnectVI 2x shim to top of wall double top t plate with Simpson A35. it Repair Option 1: At tight fit between -. . igi . top plate and new post (gap less than 1/8"), connect with - ^>F. Simpson A35. ,, Photograph 4 : Wall Bracing Required 4. At several locations on the 3rd floor(gridline F/6 and F/12)the existing floor framing is rotated 90 degrees resulting in a single 2x10 receiving increased tributary loading (reference Photograph 5). NDI Repair: Add a continuous 2x10 to the outside face of the existing 2x10's. Connect to existing 2x10 with (2) rows of Simpson SDS 1/4x3"screws at 16"o.c. Repair existing 2x10 and/or its connection to the 4x10/PSL as required by Item 2a, 2b, or 2c above. i H:IND31492 LaQuinta Framing TigardWD31492 LaQuinla Tigard Field Report 090115 doc FIELD REPORT Date 9/4/15 Report No. 1 Project ND31492 Page 5 of 5 P • ,, libik I Sistered 2x10 _ e Sistered 2x10, '' c • ,, _ • y Far Side of - `� (E)Joist kAt, f Photograph 5: Rotated Framing 5. Within Unit 408, the 4x4 post a gridline F/8 is curved/warped. NDI Comment: Remove and replace curved/warped post. 4x4 posts to be DFL#1 per general notes on A5.5. 6. The general contractor identified deteriorated headers located on the south perimeter wall at the lower level ... / PROP (ground with solid wall (no window or and window aders open openings) 6-feet 45, 4 741 �r located on the floors above. . NDI Repair: Remove and replace all deteriorated _ o r , - ^ wall framing including any damaged plywood t , sheathing. Use 3 1/2"x 9 1/4"2.0E PSL at door and ORE ;.a window headers with minimum (2) 2x4 cripples and (2) 2x4 king studs each end. !.0064 Iusigu . 12/31/16 ' H:IND31492 LaQuinta Framing TigardIND31492 LaQuinta Tigard Field Report 090115.doe Dan Nelson From: DOCSBPDX@aol.com Sent: Friday, October 02, 2015 2:54 PM To: Chris Olenyik Cc: Brian Mares Subject: Re: La Quinta Tigard Greetings All I am trying to get the exterior stucco work completed before they work on that Will call you as soon as this is completed as ever take care doc In a message dated 10/2/2015 11:57:45 A.M. Pacific Daylight Time, chris(c�seallo.com writes: Hello Doc, I have not back from you regarding the completion of required structural corrections. So, I wanted to remind you that before anything can be closed in, re-sheet rocked, or finalized the structural engineer needs to re-inspect the framing. Thanks, Chris Olenyik SSE A SCOTT I EDWARDS ARCHITECTURE LLP 2525 East Burnside Street Portland,Oregon 97214 p:503.226.3617 1:503.226.3715 www.seallp.com 1 Dan Nelson From: DOCSBPDX@aol.com Sent: Thursday, March 17, 2016 2:02 PM To: Chris Olenyik Subject: Re: La Quinta Greetings Chris This was done and we sent the picturs ti him and city doc In a message dated 3/17/2016 11:52:13 A.M. Pacific Daylight Time, chris@seallp.com writes: Hello Doc, I got a call from the hotel contractor, Vern, with questions regarding some of the structural requirements on the ground floor. I know it has been awhile,but as we left it, the structural engineer needed to come back out and review the framing corrections on the third and fourth floor before we were able to sign off, for the City of Tigard, on framing. This needed to happen prior to anything being finished or covered up with drywall. Please remember that all structural framing items need to be reviewed prior to covering them up. I have attached our last email chain and the engineer's original field report (dated 8/28) regarding this issue Thanks, Chris Olenyik SSE A SCOTT I EDWARDS ARCHITECTURE LLP 2525 East Burnside Street Portland,Oregon 97214 1 • p:503.226.3617 1:503.226.3715 www.seallp.com Original Message From: "DOCSBPDX onaol.com"<DOCSBPDXaol.com> To: Chris Olenyik<chris@seallp.com> CC: Brian Mares <brian(a.seallp.com> Subject: Re: La Quinta Tigard Date: Fri, 2 Oct 2015 21:54:03 +0000 Greetings All I am trying to get the exterior stucco work completed before they work on that Will call you as soon as this is completed as ever take care doc In a message dated 10/2/2015 11:57:45 A.M. Pacific Daylight Time, chrisseallp.com writes: Hello Doc, I have not back from you regarding the completion of required structural corrections. So, I wanted to remind you that before anything can be closed in, re-sheet rocked, or finalized the structural engineer needs to re-inspect the framing. Thanks, Chris Olenyik CIE A SCOTT I EDWARDS ARCHITECTURE LLP 2525 East Burnside Street Portland,Oregon 97214 2 • City of Tigard, Oregon HOME P e /n �n ` Winds%I Thmmnnails Amnotetbn. l.f n-1 41, 2 :',n IRS` IV 10 Q E2+4 vew-sa.e..■ ■ev.. ve navees --- --- e a : 'F A..a t.e. r CO C. E x r o•cos . r+,vrx•/J3.►.. Valuation: 'KodA C'r..v4 • ste • + •Z • 1 / i . t '6 %Nose 4ilt•1er Existingb 1•-elvety / B FA CT t4sI' da ded..,,..• u• - cocoa +C .• 0 • New bulk 1 2 ElPROPERTY OWNER 0 TENANT Number o a a % Namc: D. S+/vt•S N S. eM .R —1.%. 0-a -Tits 144.0 L I.c Type of c c:N Address: 1% e q S d t 2 t )t C"T Occupanc 3 ‘Ie\ City/StatelLlP: .1 AfIY V^.t rY ©t "7 x V C Existi e ` Phone: (Se/ ) �?S , 4 Q • Fax: (58? ) i2 v A '2'7 ? New: Cli 0 APPLICANT 0 CONTACT PERSON Business name: /j'„r r o(A T' a o n 7 l. t_ a 5• • Structural p Contact name: 1tL7 Ow• v r FLS plan Address: Total Dan Nelson From: Shirish B Patel <docsbpdx@aol.com> Sent: Thursday, May 12, 2016 7:55 AM To: Chris Olenyik Cc: Dan Nelson;Walter Barnett; Marvin Monterrosa (marvin.monterrosa@nishkian.com) Subject: Re:Concrete Mix Design La Quinta Greetings Chris ,Marvin and Dan Can you please advice what type of straps we have to place between the posts We do not see a recommendation Please advice As ever Take care Smile Travel safe Doc Shirish B. Patel 503 475 9460 On May 6, 2016, at 1:14 PM, Chris Olenyik<chris c(�seallp.com>wrote: Guys See attached, Marvin will this work for you guys? Chris Olenyik SjE A SCOTT I EDWARDS ARCHITECTURE LLP 2525 East Burnside Street Portland,Oregon 97214 p:503.226.3617 f:503.226.3715 www.seallp.com From: DOCSBPDX@aol.com [mailto:DOCSBPDX@aol.com] Sent: Friday, May 06,2016 11:37 AM To:Chris Olenyik<chris@seallp.com> Subject: Fwd:Concrete Mix Design La Quinta Chris can you please forward to City doc From: gfranklin62Qgmail.com To: Docsbpdx@aol.com Sent: 5/6/2016 11:12:04 A.M. Pacific Daylight Time Subj: Concrete Mix Design 1 Doc: Here is the concrete mix design for the Tigard Motel. Grant Franklin, Pres. JRF REMODELING, INC. 503-784-1445 <10830S WGREENBURGRD_Combined.pdf5 2