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15-104762ity bf Federal Way ity & Econ. DEV. Services 33325 8th Ave Federal Way, WA 98003 r Ph: (253) 835-2607 Fax: (253) 835-2609 Project Name: SCOTT DONOGH HOMES (BRUELL LOT 7) Project Address: 29804 23RD AVE SW Building - Single= Permit #: 15-104762-0 o Inspection Request Line: (253) 835-3050 Parcel Number: 012103 9157 Project Description: NEW - Construction of a 6404 square foot 2 -story single family residence with basement, 161 square foot covered entry, 396 square foot deck, 687 square foot attached garage and a 213 square foot shop. Includes plumbing & mechanical. **4 bedrooms; $1,180,000 estimated selling price** Owner Applicant Contractor Lender SCOTT DONOGH HOMES INC SCOTT DONOGH HOMES INC SCOTT DONOGH HOMES OWNER IS LENDER 2806 NE SUNSET BLVD SUITE F 2806 NE SUNSET BLVD SUITE F SCOTTDH952NB (10/13/17) New / Additional Sq. Feet - Total .......................... RENTON WA 98056 RENTON WA 98056 2806 NE SUNSET BLVD SUITE F family) RENTON WA 98056 Census Category: 101 - New Single Family House Includes: #1 #2 #3 #4 Occupancy Class: R-3 Construction Type: Type V - B Occupancy Load: New / Additional Sq. Feet - Garage .......................900 Floor Areas . ft. 6,654 0 0 0 Additional Permit Information New/ Additional Sq. Feet - 1 st Floor .................... 2944 New / Additional Sq. Feet - 3rd Floor....................0 New / Additional Sq. Feet - Basement...................2649 No Occupancy # 1 - Construction Type ........................Type V - B New / Additional Sq. Feet - Garage .......................900 Occupancy #I - Class.............................................R-3 New / Additional Sq. Feet - Other ..........................0 Plumbing to be Included?.......................................Yes New / Additional Sq. Feet - Total .......................... Occupancy #I - Use ............................................... Residence (1 or 2 family) New / Additional Sq. Feet - 2nd Floor...................1061 Occupancy # I - Area (Sq. Feet).............................6654 BasicPlan?........................................................... No New / Additional Sq. Feet - Deck ..........................1637 Mechanical to be Included?....................................Yes New / Additional Sq. Feet - Other ..........................0 New / Additional Sq. Feet - Total .......................... 9191 Mechanical Fixtures Air Handling Units ......................... 1 Air Conditioners - Stand Alone Un 2 Ducting ........................................... 1 Fans................................................ 8 Furnaces......................................... 2 Gas Piping ...................................... 1 Gas Pipe Outlets ............................. 6 Hot Water Tanks............................ 2 Plumbing Fixtures Bathtubs......................................... 2 Dishwashers................................... 1 Drains............................................. 3 Lavatories....................................... 12 Showers.......................................... 4 Sinks............................................... 2 Water Closets ................................. 6 Hose Bibbs..................................... 3 CONDITIONS: 1. An approved automatic fire sprinkler system is required. No framing inspection until the sprinkler system is installed and approved. 2. NO GAS PIPING TO BE INSTALLED UNTIL GAS RISER PLAN SUBMITTED AND APPROVED BY THE CITY OF FEDERAL WAY BUILDING DEPARTMENT. 3. If necessary to maintain access to the residence at 29800, the developer of this residence shall make arrangements to provide that access. The access should be provided prior to any construction activies on this A*^- E .e�h*t may obstruct the existing access. Eleven (11) trees must be planted per the locations shown on the approved site plan prior to issuance of , rtificate of Occupancy. Contact Senior Planner, Stacey Welsh, at 253-835-2634 or sta,:ey.welsh@cityoffederalway.com to schedule an inspection. PERMIT EXPIRES Sunday, September 25, 2016 Permit Issued on Tuesday, March 29, 2016 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and theus ill be in accordgnce with the laws, rules and regulations of the State of Washington //' �tpd the City of Federal Way. Owner or agent: City of Federal Way Certificate of Occupancy Date: 5��/ '` 6 This Certificate issued pursuant to the requirements of Section 110.2 of the International Building Code certifying that at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. This certificate is valid ONLY when endorsed by City staff. Tenant Name: SCOTT DONOGH HOMES (BRUELL LOT 7) Permit #: 15 -104762 -00 -SF Address: 29804 23RD AVE SW Includes: 41 #2 #3 44 Occupancy Class: R-3 Construction Type: Type V - B Occupancy Load: Floor Area (sq. ft.) 6,654 0 0 0 Owner Name: SCOTT DONOGH HOMES INC Owner Address: 2806 NE SUNSET BLVD SUITE F RENTON WA 98056 Building Official `/1/)7 Date The priority focus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which experience has shown most severly affect the health and safety of the general public. Although the City has made as complete a review and inspection as is reasonably possible (within budgetary time and personnel limitations), the City neither guarantees nor warrants to the owner / occupant or to any other person that this Certificate evidences strict compliance with each and every ordinance or regulation of the City or the State of Washington affecting the construction or use of said structure or the land upon which itis situated. Such compliance is the responsibility of the owner and/or occupant of the premises. THIS CARD IS TO REMAIN ON -SATE Construction Inspection Record INSPECTION REQUESTS: 253 835-3050 A-ralWay PERMIT #: 15 -104762 -00 -SF Address: 29804 23RD AVE SW Project: SCOTT DONOGH HOMES INC FEDERAL WAY, WA Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. El SWM Precon Site Mtg (4400) By Initial Erosion Control (4365) ❑ Footings/Setback (4110) ❑ By �� Approved By To be done prior to breaking ground By Approved to place concrete By Date By Date By Date By Foundation Wall (4115) Approved to place concrete Date By Drainage/Downspout (4040) Approved to backfill :PP ry Datei 1 Z (r- / Framing (4120) Rough Plumbing (4230) ❑ By �� Plumbing Groundwork (4190) Approved to cover S Date S` _ l By Approved to install rooting By Approved By ,(,j Date %% 21 By Slab/Concrete Floor (4255) Approved to place concrete A rJ Date 51,? %4 By Underfloor Framing (4285) Approved to sheath floor Date By Floor Sheathing (4105) Approved to install flooring Date By 6rj Date /0JhJ j b I[By Date J I S Date VJ_..? L Shear Walls (4245) Prior to scheduling a Framing inspection; Roof Sheathing (4220) Framing (4120) Rough Plumbing (4230) By Approved to install siding By Approved to install rooting By Approved By ,(,j Date %% 21 By hJ Date -1 By bpi Date .1 kA `t (s Insulation (4150) Gypsum Wallboard Nailing (4130) E] Mechanical Rough -in (4165) In Gas Piping (4125) Q n E] Fire/Draft Stops (4095) Approved Approved Date _ L Approved to release test By Approved By 6rj Date /0JhJ j b I[By Date J I S Date VJ_..? L FJ Interim Erosion Control (4370) Approved Prior to scheduling a Framing inspection; Final Electrical Framing (4120) Right of Way By Electrical, Plumbing & Mechanical Rough -in and By Approved to insulate By Date Fire/Draft Stop inspections must be signed -off and approved. IBC 109.3.4 By Y "r`1 Date I II Insulation (4150) Gypsum Wallboard Nailing (4130) E] Final Erosion Control (4375) Approved to install wallboard Approved to install mud & tape Approved By Date _ L By AIJ Date 2 J lsz i4 By Date Final - Mechanical (4065) E] Final - Plumbing (4075) ❑ Final - Building (4050) Approved Approved # 0 Approved By Date 46 lC� �� By e Date '715 ) -7 By f� N Date r ll � Sti 04,' JI -17 FJ Rough Electrical Approved 1:1Approved Final Electrical 1:1Approved Right of Way By Date By Date By Date �— Fa cj� 4 VL"' t n v, 1, w— _ �+�.c�S +-• vim. �cie t V^\S'Pe c,� 5 » ra 9+t( C- i p c CA CIC 1 135-at S�OWIC- j2on5Q .ft Spanish peaks �n9ineerin9 GvnsiAltin9, LLC Structural Civil Aquatic November 8, 2016 Monsef / Donogh Design Group, LLC 2806 NE Sunset Blvd #F Renton, WA 98056 Re: Review of Deviations Noted by the Building Inspector at Adelaide 1B at 29084 23rd Ave SW, Federal Way, WA Dear Mr. Monsef, P.O. Box 114 Bozeman, Montana 59771-0114 Phone: 406-587-4051 Fax: 406-587-4053 ma i I @spa n ish pea kse ng. com The purpose of this letter is to address the plan deviations noted by the Building Inspector on your Adelaide 1 B Plan located at 29084 23`d Ave SW in Federal Way, WA. Specifically, it will provide either approval or required alterations of the items noted in the attached redlined drawings and photos forwarded to me by you and summarized below: 1. Upper Floor (Sheet A501): The 5 1/8" x7 ''/2" GLB Headers (Photos 1&2) are adequate substitutions for the 6'-0" window openings at this location with no further action required (see attached supplemental calculations). 2. Upper Floor (Sheet A501): The four studs called out on Sheet A501 are only required for the full height studs; the single trimmer (Photo 2) is adequate is approved with no further action required. 3. Upper Floor (Sheet A501): The single trimmer stud called out in the foyer tall wall is being braced at mid -span by the adjacent lower wall and therefore acceptable with no further action required. 4. Upper Floor (Sheet A501): The 5 1/8" x7 %" GLB Headers (Photo 5) are adequate substitutions for the 8'-0" window openings at this location with no further action required (see attached supplemental calculations). 5. Upper Floor (Sheet A501): The (3) studs under the bathroom window header is adequate at this location (only two studs actually required). 6. Main Floor (Sheet A301): The four (4) flat 2x8's over the 12'-0" back tall wall windows are governed by lateral wind loads. These (4) 2x8's are not adequate due to deflections (see attached calculations). This header should be replaced with the originally specified 5.125 x 7 '/2" GLB; or alternatively, two (2) Simpson CS 16 straps can be nailed full length to the inside of two of the flat 2x8's and ensure the 2x8 layers are nailed to each other with 3"x.131" nails at 4" o.c. staggered, or toe -nailed at 4" from both the outside and inside of the wall at each layer. 7. Main Floor (Sheet A301): The 5 1/8" x 10 '/z" GLB Header is acceptable for the 12'-2" Rec Room window opening with no further action required. 8. Main Floor (Sheet A301): The 5 1/8" x 12" GLB Header is more than adequate (see attached calculations) for the Header across the 5'-0" opening into the Family Room with no further action required. Letter to Monsef/ Donogh Homes Page 2 of 2 SqR-nisti peaks ,�rc�ineeriru� � Govcstltin9, LGG RE: Review of Deviations Noted by Building Inspector to structural awl Aquatic Adelaide 1 B at 29084 231 Ave SW, Federal Way, WA 9. Main Floor (Sheet A301): The 6x12 DF42 Header over the 8' Garage opening can be substituted with a 4x 12 DF#2 plus a 2x 12 DF#2 lapped adjacent to it and nailed with 3"x.131" nails @ 12" o.c. (staggered). 10. Main Floor Framing (Sheet A200.2): The 2x12 Main Floor Living Room Joists were drilled within 2" of the bottom of joist. At these locations, an acceptable repair is to nail a Simpson CS 16 x 24" long strap centered on the underside of these joists. 11. Lower Floor (Sheet A200.2): The 5 1/8" x 12" GLB Header over the 8'-0" window opening exceeds the minimum standard size of 5 1/8" x 7'/2" GLB for openings up to 8'-0". No further action required. 12. Lower Floor (Sheet A200.2): The 5 1/8" x 12" GLB supporting the porch exceeds the originally specified 5 1/8"x12" GLB for this location and meets the requirements by the Engineer to cantilever the deck floor joists up to 36" over this bigger (15" deep) beam. No further action is required. 13. Lower Floor (Sheet A200.2): The two (2) 2x8's for the bathroom header in the basement are not adequate; however, (3) 2x8's are. A third 2x8 DF#2 is required to be sistered next to the existing two members at this location. 14. Exterior Columns (Sheet S2.3): The shear wall panels noted on Sheet S2.3 and depicted in Photo #8 need to be extended down to the concrete pads (or pads poured up to the walls). The framing (and sheeting) needs to extend down to the concrete pads and the base of each wall should be anchored with a minimum of (2)'/2" anchors in each wall panel. Supplemental calculations are attached with this letter as noted in the descriptions above as well as redlined drawings and photos which were provided by you (Architect) to outline the areas in question. I hope this letter and attachments provides the direction you seek. Please let me know if your framer, or the inspector has any questions or comments. Regards, David Sigler, PE Spanish Peaks Engineering & Consulting, LLC Enclosures: (As Noted) Cc: File -- 15166 \O-W�p P.O. Box 114 Bozeman, Montana 59771-0114 Phone: 406-587-4051 Fax: 406-587-4-053 mallVspanishpeakseng.com 6Pom v peaks Z"'neeri" 4 Gon5Hltin9, LLLG Structural Civil Aquatic October 14, 2016 Monsef / Donogh Design Group, LLC 2806 NE Sunset Blvd #F Renton, WA 98056 Re: Alternative Hold -Down Options for Adelaide 1B at 29084 23`d Ave SW, Federal Way, WA Dear Mr. Monsef, The purpose of this letter is to address the proposed alternative hold-downs for the locations you sent me which are noted on the attached plan sheet. Your proposed substitution of Simpson HDU5 Hold-downs anchored with 5/8" A307 Threaded Rod drilled and epoxied using Simpson SET Epoxy is acceptable. The epoxy anchors must be installed per the manufacturer's recommendations and will require a Special Inspection. The drilled holes must be made with a percussion drill or roughened after drilling and then cleaned out of dust and debris prior to placing the epoxy; and then filled from the bottom up to ensure complete anchor bondage. Please let mq-J�now if your framer, or the inspector has any questions or comments. David Sigler, PE Spanish Peaks Engineering & Consulting, LLC Enclosures: (As Noted) Cc: File — 15166 39" :GIs NAL L�G1� J al s 71 Adelaide 1BMONSEF Y I DONOGH DESIGN GROUP N p$ �� Cb r _ d U i A !Q s ill iIQ iQ if iu, 11;11 1 IF (D ! 1.1 J N al s 71 Adelaide 1BMONSEF I DONOGH DESIGN GROUP N p$ �� Cb r _ _ !Q ill ! 1.1 0 ( I I � S - (-i A !I [1 r T T Z S' 1 s N xm O oyrZ OF D H v _p ; Adelaide 1BMONSEF I DONOGH DESIGN GROUP N p$ �� 29804 23rd Ave SW, Federal Way ....Oea pn.comlYa6 MAW '4 Z9 Holdown & Tension Ties fiis product is preferable to similar conneclors because of a) easier installation, b) higher loads, c) lower Installed cost, • or a Combination of these features. HDU holdowns are pre -deflected during the manufacturing process, virtually eliminating deflection under load due to material stretch. They use Simpson Strong -Ties Strong -Drive® SDS Heavy -Duty Connector screws which install easily, reduce fastener slip and provide a greater net section when compared to bolts. The HDU series of holdowns are designed to replace previous versions of the product such as PHDs as well as bolted holdowns. The HDU2, 4 and 5 are direct replacements for the PHD2, 5 and 6, respectively. The DTT tension ties are designed for lighter -duty holdown applications on single or 2x posts. The new DTT1Z is installed with nails or Simpson Strong -Tie Strong -Drive SD Connector screws and the DTT2Z installs easily with the Strong -Drive SDS Heavy -Duty Connector screws (included). The DTT1Z holdowns have been tested for use in designed shearwalls and prescriptive braced wall panels as well as prescriptive wood -deck applications (see page 209 for deck applications). For more information on holdown options, contact Simpson Strong -tie. HDU SPECIAL FEATURES: • Holdown designs virtually eliminate deflection due to material stretch. • Uses Strong -Drive SDS Heavy -Duty Connector screws which install easily, reduce fastener slip, and provide a greater net section area of the post compared to bolts. • Strong -Drive SDS Heavy -Duty Connector screws are supplied with the holdowns to ensure proper fasteners are used • No stud bolts to countersink at openings. MATERIAL: See table FINISH: HDU - Galvanized; DTT1Z and DTT2Z - ZMAX® coating; DTT2SS - stainless steel INSTALLATION: • See General Notes on page 45. • The HDU requires no additional washer, the DTT requires a standard cut washer (included with DTT2Z) be installed between the nut and the seat. • Strong -Drive SDS Heavy -Duty Connector screws install best with a low speed high torque drill with a 3g' hex head driver. CODES: See page 12 for Code Reference Key Chart. BIL 0 0 i 46 These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. iWrwsasn Post W,mcsc-ess 0 O o O ° 0 U s 4'Vk. 0MZ r DTT1Z �' U.S. Patent Wood Pending Ademher Tttiduxss I. ShAsfflw i Pr—s Sna- - Threaded m! treatw barrier Rod .. r mar be F reG,med - 2-ar Typical HDU Tie Between O Floors Horizontal HDU Offset Installation (Plan View) See Holdown and Tension Tie —Harger General Notes on page 45. Vertical HDU Installation Model No. Ga Dimensions - rn' Fasteners Miaimam AilotuabteTansioaloadz Wood 1110 ' Member Deflection at ThlekOesV OF)SP SPF)HF Allowable Load (in.) (in.) Code Ref. W H 8F:V4 So Anchor 8011 013. (in.) Fas Post DTT1Z 14 1'/a T/s 1% '/6 3/n 6 SD E9x1 h 840____ 840 0.170 1Yz 910 640 0.167 910 850 0.167 160 6-10dx1'h 8-100x1 DTT2Z 14 3'/. 6'3;6 1% %6 Vie 14 8 -SDS %.'x114' 1'h 1825 1800 0.105 - 8-SDS''f.ki'h' 3 2145 1835 0.128 DTT2Z-SDS2.5 8 -SDS -.'x214' 3 2145 2105 0.128 HDU2-SDS2.5 14 3 8"/6 3'/. 19 6 134 % 6-SOS'/i x21/z' 3 3075 2215 0.088 U4-SDS2.5 14 3 10'V s 3'/. 13 . 135 10-SDS''/'x2'h' _ _ 3 4565 3285 0.114 16, HDU5-S6S2.5 14 3 133;6 3Y. 1956 1% 9, 14 -SDS %i x2'h' 3 5645 406 0.115 HDU8-SDS2.5 10 3 16%6 314 1% 1'h % 20 -SDS % x2'h• 6765 4870 0.084 L8, F5 3'h 6970 5020 0.116 4% 7870 5665 0.113 HDUll-SDS2.5 -- — 10 3 22'/. 3fi 136 1'h 1 30-SDS'/.'x214' 5�f` 9535 6865 0.137 _ 7'/4 11175 8045 0.137 HDU14-SDS2.5 7 3 25"fie 3'h 1Ms IY6 1 36-SDS'/.'x214' 4x6-1_ 10770 7755 0.122 170 NP 14390 10435 0.177 16, L8, F5 5'h?a 14445 10350 0.177 i aee page 45 Tor Holdown and Tension re General Notes. 2 Noted HOU14 allowable loads are based on a 5%:' wide post (6x6 min.). 3. HOW 4 requires heavy hex anchor nut to achieve tabulated loads (supplied with holdown). 4. Loads are applicable to installation on either narrow or wide face of post. Cure Schedule 7 In -Service Temperature Sensitivity I Refer to temperature sensitivity chart for allowable bond strength reduction for temperature. See page 13 for more information 2. percent allowable load may be linearly interpolated for intermediate base material temperatures 3. *C = (F-32) / 18 Improperly Prepared Holes optional testing with SET adhesive was done in compliance with ASTM E488 to determine the t Left in the hole on the effect of concrete dust performance of this adhesive. The load 0.97 0.63 adjustment tactors in the table were developed from the results of those tests I Hole depth was over-dnlW to account for dust in hole to achieve required embedment depth SftwvT17e ANCHOR SYSTEMS A2 j Tension Loads for Threaded Rod Anchors 118 -'jA 3,31 1/2- 1161 ' 1 42 11 11,11105 _ff, [a* in Normal -Weight Concrete (continued on next page) 7518 791/4 1/2 124' 1/4 81 5 318 16 V - 17,M I 2 Re 8.0 4,425 132.1) 18,400 _7111111 -4.60 9,7511 II'M 6,470 ;T1 1"d 108 162 432 Z8. 11,220 50-1) • 49.9 Tew&m Usd Based on Bond Strength 3.5 20.5 Rod, - Drift, Rod & Dia: Bit zftd. DeA Critical Edve CdftM, Spaft -� 6 0 24 re >- 2M (13.8 MPa) Cumb rc >. 4M 1W (2T.6 Wa) tomets A307 A193 GR FM (SM 1818) (SM4140) (A30 S8) tn. In. DIEL Did.- 1 2 1/2 229 3 3/4 0 61( 10 In. In. 315 In. (MM) In. (Mini) Ut"Moft 3W. on. A1164 1". p 'Utd=tB Still. (1111) tbs. Ua (WkiO U!' 1101USI-i ARM. IM as. (M) 95 254 30.2 hL (1011) ft. (0) GO.21 5 4,875 1 314 2 518 7 1,900 495 475 1,900 • 475 2.1 0 3/8 44 31/2 67 51/4 178 14 8.5 10,200 2.2 119 2.1 2. .5 10,280 7 2,570 2,105 4,535 3,630 1/Z 89 133 356 (45-41 0.5 11.3 5.7 0.4 11.4 (9.4) (16.1) (9.5) 4 112 5 3/4 5.0 10,613 94 2,655 10,613 2,655 11,8 (56.3) (45.0) liA 71 I, 15�7 4�6 .2 0.4 11.8 7.2 See Notes on Next Page of the load table icons yv - 11/4" Diameters on next page 21 118 -'jA 3,31 1/2- 1161 ' 1 42 11 11,11105 7,216 51 6 (129) 1,11 & 5 ills 7518 791/4 1/2 124' 1/4 81 5 318 16 V - 17,M I 2 Re 8.0 4,425 132.1) 18,400 _7111111 -4.60 9,7511 II'M 6,470 518 108 162 432 Z8. 11,220 50-1) • 49.9 181.8 3.5 20.5 (16.7) (35.9) (28-8) (12.7) 6 0 24 11111556 HO 18,556 1 2 1/2 229 3 3/4 0 61( 10 M15 6,780 315 20.6 1, .5 5,780 20.6 r I 95 95 254 30.2 1.4 4,190 GO.21 5 4,875 3 3/4 5 5/8 15 18.6 0 21.7 95 143 7 112 381 20 26,700 1,121 2,200 964 8,050 5,875 12.660 10,120 5/8 3/4127 191 508 118.8 5.0 29.7 43.2 4.3 (35.8) (26.1) (56.3) (45.0) (15.9 7 3116 10 7B 28 3/4 7,515 8,200 36 183 (276 73D) 33.4 .5 See Notes on Next Page of the load table icons yv - 11/4" Diameters on next page 21 3'1 9 3 2381 37Z/2 I 13V2 (343) 't�.!W I -',� I li' I -i;-- '' 37.1 48.6 15,j -5i -FG-21 3.05 15.455 3AG15 1 72 (68.8 (11.7) 17.2 .8 172 M 3 318 86 51 6 (129) 5 ills 7518 791/4 7 , 7,195 7,245 2 32.2 32 3/4 ,6.314 129 310 10 Ile M4J_ ZI 32.0 _ �620 42,140 1,945 10.525 42.480 11 10,620 18,230 12.400 8 0 1(8� 1(2;4 8,460 (81 J (55. 6) 17 lt 718 (19.1) - (171) - 187.3 8.7 46. 089.0) (7.0) 147.2 (�46 (37.6) -13 111Z 36 11,220 50-1) • 49.9 229 111 114 343 914 .45 47,534 600 11,910 47.634 11,410 (286) (42M '1143 2119 2.7) (211 -9) (53M See Notes on Next Page of the load table icons yv - 11/4" Diameters on next page 21 Holdowas & Tension Ties Tension ties offer a solution for resisting tension loads that are fastened with nails. The HTT4 and HTT5 are the latest generation of tension ties. They feature an optimized nailing pattern which results in better performance with less deflection. Designed to meet new code standards, the HTT4 and HTT5 offer higher loads than their predecessors. HTT5KT is sold as a kit with the holdown, bearing plate washer and Strong -Drives SD Connector screws. The HTT5-3/ is designed to use a 3/: diameter anchor bolt. 3/4' epoxied anchor bolts are commonly used when retrofitting tension ties to horizontal wood members The LTT19 Light Tension Tie is designed for 2x joists or purlins and the LTT20B is for nail- or bolt -on applications. The 3' nail spacing makes the LTT20B suitable for wood 1 -joists with 10dx11h. The LTT131 is designed for wood chord open web truss attachments to concrete or masonry walls and may also be installed vertically on a minimum 2x6 stud. MATERIAL: See table FINISH: Galvanized. May be ordered HDG; contact Simpson Strong -Tie. INSTALLATION: • See General Notes on page 45. • A standard cut washer is required for LTT19 and LTT20B when using 1/2' or '/a' anchor bolts. No additional washer is required when using 3/a' anchor bolt. CODES: See page 12 for Code Reference Key Chart. These products are available with additional corrosion protection. Additional products on this page may also be available with this option• check with Simpson Strong -Tie for details. SIMPSON Strong -Tie v„ I strapWood Mat. (Ga) Dimensions w L Seat Thick ness fasteners Minimum Allowable Tension Oeftection Loads(160) at Highest re8mber Allowable Anchor Fasteners Size DF/SF SPF/HF Load -4`I W i- i6 1'/i t />s 13/e '/16or y2 5/e Y. OU • 1 8-1Od 3 x 3:1, 1340 1150 0.157 LTT20B 00 6. 193/, 6' o o o ° 10-10dx1'/2 3 x 3'h 1355 1165 0.195 1 0o L 3. -Y4' 18 33/, ,LL 13A '/4 00 18-10dx1'/z 3 x 31/2 1350 1160 0.193 HTT4 o° 21/2 12% 16',a Load % 18 10dx1'/z 1' x 5'/z 3000 2580 0.090 /z 160 u transfer L19, IP2, F4 _ 1 S-16*21h 3 x 3'/2 4235 3640 0.123 18 -SD #10x1''/2 1'/2 x 5'/2 4455 3830 0.112 o pwashe 18 -SD #10x1'/2 3 x 31/2 4455 383 0.112 4' 11 r 16 15/18 '/ia not required 26-16dx1'/2 3 x 3'/z 0 0.120 L19, ip2, F4 60, 1��,/2 3 x 3'/z 5090' 4375' 0.135 D F10x1'/z 1'/z x 5'iz 55 0.114 160 HTf5Kf 11 2'/z g `L 144s '/,e LTT20B HTT5 160 LTT131 (LTT19 similar) (HTT4 similar) ®these products are approved for installation with the Strong -Drive" SD Connector screw See page 27 for more information. Model No. strapWood Mat. (Ga) Dimensions w L Seat Thick ness fasteners Minimum Allowable Tension Oeftection Loads(160) at Highest re8mber Allowable Anchor Fasteners Size DF/SF SPF/HF Load Code Report L1T19 i6 1'/i a 13/e '/16or y2 5/e Y. 8-10dx11/2 3 x 31/2 1310 1125 0.180 8-1Od 3 x 3:1, 1340 1150 0.157 LTT20B 12 2 193/, 1'/2 -_- 'As o ° 10-10dx1'/2 3 x 3'h 1355 1165 0.195 L19, IF4 10-tOd 3 x 3'/z 1500 1290 0.185 2-+/2' Bolt 3 x 3'/2 1625 1400 0.183 LTT131 18 33/, 31 13A '/4 a/a 18-10dx1'/z 3 x 31/2 1350 1160 0.193 HTT4 11 21/2 12% 16',a '/s % 18 10dx1'/z 1' x 5'/z 3000 2580 0.090 /z 160 18-10dx1'/2 3 x 31/2 3610 3105 0.086 L19, IP2, F4 _ 1 S-16*21h 3 x 3'/2 4235 3640 0.123 18 -SD #10x1''/2 1'/2 x 5'/2 4455 3830 0.112 160 18 -SD #10x1'/2 3 x 31/2 4455 383 0.112 HTT5 11 2'/z 16 15/18 '/ia 26-16dx1'/2 3 x 3'/z 0 0.120 L19, ip2, F4 2&_10d 3 x 3'/z 4670 5 0.116 1��,/2 3 x 3'/z 5090' 4375' 0.135 D F10x1'/z 1'/z x 5'iz 55 0.114 160 HTf5Kf 11 2'/z i6 144s '/,e D#10'fz3x3'/2 5445 5360 0.103 d 160 HTT5 '/+ 11 2'/z 16 15/,e '/,e -10dx11'z 1'/z x 5'/2 4065 3495 0.103 160 D it Ox1'h f' z x 7'/� 4830 4155 0.100 t my') 'A 3 x 3'/z 5090 4275 0.121 1 LTT holdowns may not be installed more than 4W above the top of concrete. 2. LTT131 installed flush with concrete or masonry has an allowable load of 2285 lbs. 3 Allowable load for HTT5 with a BP'S 2 bearing plate washer installed in the seat of the holdown is 5295 IDs for DF/SP and 4555 lbs for SPF/HF. 4 FASTENERS: 10dxl'/a = 0.148 dia. x 1h' long, 10d = 0.148' dia. x 3' long, 16dx2 h = 0.162' dia. x 21/F long, SO 110x1 Ys = 0.161' dia- x V/V, SO 310X2''4 = 0.161' dia. x 2'/2'. Uon not c1 — Horizontal HTT Installation Horizontal LTTI31 Installation 3' Min. Preservative- treated reservativetreated barrier may be required Vertical HTT4 Installation Horizontal LTT19 Installation (LTT20B similar) 0 0 49 `0 This product is preferable to similar cannedars because of • a) easier installation, b) higher loads, c) lacer Installed cost, or a combination of these features. �'"'' • The STHD is an embedded strap -tie holdown offering high load capacity and a staggered nail pattern to help minimize splitting. The STHD incorporates many features that aid correct installation and improve performance. When installed on the forms with the StrapMate® strap holder the unique design of the STHD delivers enhanced stability before and during the pour to help prevent both parallel and perpendicular movement (relative to the form). This results in accurate positioning of the strap and reduced possibility of spalling. FEATURES • The nailing pattern allows for nailing to the edges of double 2x's • Strap nail slots are countersunk to provide a lower nail head profile • The slots below the embedment line enable increased front -to -back concrete bond and help to reduce spalling • Rim joist models accommodate up to a 17' clear span without any loss of strap nailing MATERIAL. LSTHD8, LSTH08RJ-14 gauge, all others -12 gauge FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes on page 45. • Use table below for both standard concrete and post -tension stab installations. • Install before concrete pour with a StrapMate, or other holding device- • Nail strap from the bottom up. Install strap plumb. • Strap may be bent one full cycle (hent horizontal 90' then hent vertical) to aid wall placemerd, but may cause spalling behind the strap. If the spall is 1' or less, measured from the embedment line to the bottom of the spall, full loads apply. 1' to 4' spalls for LSTHD8 achieve 0.9 times table loads. STHD10 and STHD14 achieve full load for spalls less than 4'. Any portion of the strap left exposed should be protected against corrosion. • Other than where noted in the two -pour detail, do not install where= (a) a horizontal Cold joint exists within the embedment depth between the slab and foundation wall or footing beneath, unless provisions are made to transfer the load, or the stab is designed to resist the load imposed by the anchor; or (b) slabs are poured over concrete block foundation walls. • Additional studs attached to the shearwall studs or post may be required by the Designer for wall sheathing nailing. • Wood shrinkage after strap installation across horizontal members may cause strap to buckle outward. Tension Loads for STHD Installations SIMPSON Strong -Tie r 3- R R a a a a a a a Nails are countersunk for L a a low -profile strap surface 1- Errrb dment Line (Top of i_- T-1 LSTHD8 varies from 4' to 4Yr' STHD10, STHD14 varies from 41-V to 5Y; 011111'STHD U -S. Patent 5,813,182 Typical STH014RJ Rim Joist Application For Two -Pour Installation for Downturn Footings • For STHD10 installed through a 4' thick slab, use the equivalent 8' stemwall loads of the LSTHD8. • For STHD14 installed through a 4' thick slab, use the equivalent 8' stemwall loads of the STHD10. • For STHD14 installed through a 6' thick stab, use the equivalent 8' stemwall loads of the LSTHD8 CODES: See page 12 for Code Reference Key Chart. 1 Allowable loads are for wind or seismic loading. Nail quantities reflect an increase for duration of load with no further increase allowed Reduce where other loads govern. 2. Concrete shall have a minimum concrete strength, fc of 2500 psi. 3. 1 O common (3' long x 0.148') or 1Odx2bz (2W long x 0.148') nails may be used as a direct replacement for the required nails shown in the table with no load reduction when installed directly over framing or over ':z max structural sheathing. 4 Use the specified number of nails listed in table or as specified. In many cases, not all nail holes will be tilled. Nail strap from the bottom up. 5 Deflection at highest allowable loads for install over wood double studs are as follows: Installed on framing: LSTHD8 - 0-089', STHD10 = 0.11T and STHD14 = 0.118' Installed over ,, maximum structural sheathing LSTHD8 = 0 114', STHD10 = 0 146'and STHD14 = 0.164'. 6. Multiply, Seismic and Wind ASD load values by 1.4 or 1 b respectively to obtain LRFD capacities. 7- Per 2009 and 2012 IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use "Wind and SDC A&6" allowable loads. 8 Minimum center -to -center spacing is 3 times the required embedment (Smin = 3xk) for STHD's acting in tension simultaneously. Midwall install is based on 1.5xie end distance. 9 See T-SCLCOLUMN for installation on structural composite lumber posts or columns 10. For brick ledge applications, use full loads shown for STHD14 installed in 8' stemwall 11 NAILS: 16d sinker = 0 148' dia x 3%,' long. See page 22-23 for other nail saes and information C 0 y WIND AND SDC A & B - ALLOWABLE TENSION LOADS FOR DF/SP/SPF/HF (150) Min. Stem Wall in Model No. Standard RlmJofst Strap Length (L) Standard Rim Joist (in.) (in.) le (in.) Retialred Nails Millwall Non -Cracked Comer Endwall Midwall Cracked — Corner Endwall Code Ref. LSTHD8 LSTH08RJ 18% 32'x6 8 20 -16d Sinkers 31152700 + 1690 2675 2320 1455 6 STHD10 STHD10RJ 24% 38'4 10 24-16d Sinkers 3820 3820 2050 3140 3140 1705 ST014_ 5TH614RJ 26'1 3951 14 30 -16d Sinkers 5150 5150 3200 5150 5150 3200 125. LSTHD8LSTHD8RJ 18% 32'1 8 20-16d Sinkers 3115 1 2700 2230 2675 2320 1915 F33 8 STHD10 STHD10RJ 24% 381A 10 28 -16d Sinkers 4755 4120 3145 4195 3500 2585 STHD14 STHDI4RJ 26% 39% 14 30 -16d Sinkers 5345 5345 4210 15345 5345 4210 SDC C -F -ALLOWABLE TENSION LOADS FOR OF/SP/SPF/HF (160) Min. Stem Wall in --- Model No. Strap Length (L) —(in.) T 1e (la.) Required Nails Midwall Non -Cracked Corner Endwall Midwall Cracked Corner Endwall Code Ret. -_-- Standard Rim Joist Standard Rim Joist (in.) LSTHD8 ILSTHD8RJ 18% 32'1 1 8 16 -16d Sinkers 2270 2090 1220 2250 1950 1220 5 STHD10 i STHD10RJ 24% 381A 10 18 -16d Sinkers 2750 2750 1615 2640 2640 1435 _ STHD14 j STHD14RJ 26Ya 1 3934 14 22 -16d Sinkers 3695 3695 2685 3695 3695 2685 125, LSTH08 LSTHDSRJ 18% 32'k 8 16 -16d Sinkers 2615 2125 1 1635 2250 1950 1610 F33 8 STI STHD10 RJ STHD14RJ 2434 I 26'1 1 38% I 39Y. 10 14 20 -16d Sinkers 24 16d Sinkers 81 1 3815 1 22 3500 1 3815 3815 175 1 3500 1 Allowable loads are for wind or seismic loading. Nail quantities reflect an increase for duration of load with no further increase allowed Reduce where other loads govern. 2. Concrete shall have a minimum concrete strength, fc of 2500 psi. 3. 1 O common (3' long x 0.148') or 1Odx2bz (2W long x 0.148') nails may be used as a direct replacement for the required nails shown in the table with no load reduction when installed directly over framing or over ':z max structural sheathing. 4 Use the specified number of nails listed in table or as specified. In many cases, not all nail holes will be tilled. Nail strap from the bottom up. 5 Deflection at highest allowable loads for install over wood double studs are as follows: Installed on framing: LSTHD8 - 0-089', STHD10 = 0.11T and STHD14 = 0.118' Installed over ,, maximum structural sheathing LSTHD8 = 0 114', STHD10 = 0 146'and STHD14 = 0.164'. 6. Multiply, Seismic and Wind ASD load values by 1.4 or 1 b respectively to obtain LRFD capacities. 7- Per 2009 and 2012 IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use "Wind and SDC A&6" allowable loads. 8 Minimum center -to -center spacing is 3 times the required embedment (Smin = 3xk) for STHD's acting in tension simultaneously. Midwall install is based on 1.5xie end distance. 9 See T-SCLCOLUMN for installation on structural composite lumber posts or columns 10. For brick ledge applications, use full loads shown for STHD14 installed in 8' stemwall 11 NAILS: 16d sinker = 0 148' dia x 3%,' long. See page 22-23 for other nail saes and information C 0 y 61 S�ani5k peaks 4"ixeen'" 4 Con.sr+16", LLC Structural Civil Aquatic November 17, 2016 Monsef / Donogh Design Group, LLC 2806 NE Sunset Blvd #F Renton, WA 98056 Re: Special Inspection for Post -Installed Epoxy Anchor Bolts at Adelaide 1 B at 29084 23' Ave SW, Federal Way, WA Dear Mr. Monsef, P.O. Box 114 Bozeman, Montana 59771-0114 Phone: 406-587-4051 Fax: 406-587-4053 mail@spanishpeakseng.com The purpose of this letter is to provide a summary of the Special Inspection and approval of the twelve (12) post -installed drill & epoxy anchors on your Adelaide 1B Plan located at 29084 23' Ave SW in Federal Way, WA. This special inspection was for the installation of 5/8" threaded rods epoxied in 3/4" diameter by 5" deep drilled holes (3 '/4" min. embedment) at six (6) locations (A -F); and for the post -installed tension testing up to 5,000 lb (1.25x design tension) of six (6) additional previously installed 5/8" anchor bolts (1-6) using a center hole jack . The twelve (12) location are noted on the attached marked S2.2 Plan Drawing. The Special Inspection for the installation of the six (6) epoxied anchors were completed today (November 17, 2016) using the skype service provided by Iphones (Face Time). These locations are denoted on site with the letters "A" through "F" as shown on the attached photos. The size and depth of the holes were confirmed with the Contractor as well as the cleaning of the holes prior to placement of the epoxy. The holes were filled from the bottom to the top and the anchors gently agitated into place in accordance with the manufacturer's recommendations for full contact surface area and bonding. The holes were drilled to a depth of approximately 5" to achieve the minimum embedment depth of 3 3/4" per the manufacturer's recommendations to achieve the required 4,000 lb tension load. The first of the six tension tests (Location #1) for the existing post installed anchor bolts was also completed live using the Iphone's Face Time feature as well. The jacking setup, procedure, and required pressure to reach 5,000# (1.25x the required 4,000 lb tension load) were verified (see attached calibration curve). The contractor was instructed for the remaining 5 tests to provide a photograph of the jacking operation with the jack setup, pressure gauge reading, and location clearly visible (see attached drawings). I hope this letter and associated attachments provides you and your inspector everything that you need for the Special Inspection of the post installed anchors summarized above. Please let me know if you, yobframer, or the inspector has any questions or comments. David Sig'1tfv2 .1 Spanish Peaks Engineering & Consulting, LLC Enclosures: (As Noted) Cc: File — 15166 -VXk U EXPIRES1. l �FO This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. � 333'•......: HDU holdowns are pre -deflected during the manufacturing CZ process, virtually eliminating deflection under load due to material stretch. They use Simpson Strong -Ties Strong -Drive® SDS Heavy -Duty Connector screws which install easily, reduce fastener slip and provide ~ a greater net section when compared to bolts. °b The HDU series of holdowns are designed to replace previous version; of the product such as PHDs as well as bolted holdowns. The HDU2, 4 o and 5 are direct replacements for the PHD2, 5 and 6, respectively. b The DTT tension ties are designed for lighter -duty holdown applications Cb on single or 2x posts. The new DTT1Z is installed with nails or Simpson Strong -Tie Strong -Drive SD Connector screws and the DTT2Z installs easily with the Strong -Drive SDS Heavy -Duty Connector screws (included). The DTT1Z holdowns have been tested for use in designed shearwalls and prescriptive braced wall panels as well as prescriptive wood -deck applications (seepage 209 for deck applications). For more information on holdown options, contact Simpson Strong -Tie HDU SPECIAL FEATURES: • Holdown designs virtually eliminate deflection due to material stretch • Uses Strong -Drive SDS Heavy -Duty Connector screws which install easily, reduce fastener slip, and provide a greater net section area of the post compared to bolts. • Strong -Drive SDS Heavy -Duty Connector screws are supplied with the holdowns to ensure proper fasteners are used • No stud bolts to countersink at openings. MATERIAL: See table FINISH: HDU - Galvanized; DTT1Z and DTT2Z - ZMAX® coating; DTT2SS - stainless steel INSTALLATION: • See General Notes on page 45. • The HDU requires no additional washer, the DTT requires a standard cut washer (included with DTT2Z) be installed between the nut and the seat. • Strong -Drive SDS Heavy -Duty Connector screws install best with a low speed high torque drill with a %* hex head driver. CODES: See page 12 for Code Reference Key Chart. 190 M 46 These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. L MPSON onb Tie Mt Holes amw urox Purposes not creel HDU U.S. Patent 6,112,495; 5,979.130 —� — DTT1Z Vertical U.S Patent dWrIurn wood pod Mc l mernber Pending dm by rn V" Thickness t r mr_trc O SAr�Pnst o t2aleA barrier Rod nuir be rcu"all t 2-2x Bloc" Nerhical HDU Installation notanrri Horizontal HDU Offset Installation (Plan View) See Holdown and Tension Tie General Notes on page 45 Typical HDU Tie Between Floors . JGG POyu VJ wi nuiuuwn ana tension lie General NoteS. 2 Noted HDU14 allowable loads are based on a 5%' wide post (6x6 min.). 3. HDU14 requires heavy hex anchor nut to achieve tabulated loads (supplied with holdown). 4. Loads are applicable to installation on either narrow or wide face of post. L — DimenslonE lin') - Fasteners Minimum AflawableTensiosLoads ' Model Wood 180 No. Ga Anchor Member Deflection at *Zl Ref. W H B 4j SO Thickness' OF/SP SPF/HF Allowable Load Bolt Dla. Fes (in.) (in_) 6 -SD 19x11fr 840_ 840 0.170 DTT1Z 14 1'h 7'/s 1'Fia V4 '/ts % _ 6-10dx11h 1'/z 910 640 160 ----0.167 8-10dxt %z 910 850 0.167 DTT2Z 8-SDS'/.'x114' 1'i4 1825 1800 0.105 14 3'/ 6'Vis lea 'Ste 3'u fz 8-SDS'/:xl'fe' 3 2145 1835 0.128 DTT2Z-SDS2.5 8 -SDS AV V2, 3 2145 2105 0.128 HDU2-SDS2.5 14 3 8'%s 3% IMs 1% is 6 -SDS %: x2V 3 3075 2215 0.088 U4-SDS2.5 14 3 10'Y1s 3'/. ilia 11Th _ ___ 10-SDS'/V' i' 3 4565 3285 0.114 — 14-SD5'/:x2'/z' 3 5645 406 0.115 16, HDUS SDS2.5 14 3 13'/s 3'/. lac 135 �. 6765 4870 0.084 L8, F5 HDU8-SDS2.5 10 3 165A 3'/z 1% 114 '% 20-SDS''/.'x2'k' 3'% 6970 5020 0.116 4%7870 5665 0.113 HDU11-SDS2.5 10 3 22'/. 3'Fi 1'/a 1'h 1 5'� 9535 6865 30 -SDS'/: x2'Fi' - 0.137 -- ---- __ 7'/. 11175 8045 0.137 44M 10770 7755 0.122 170 HDU14-SOS2.5 7 3 25"/is 3'/t I%a 1'/s 1 _ 36 -SDS !44VV 7'/c3 14390 10439 0.177 16, L8, 5'fira 14445 10350 0.177 F5 . JGG POyu VJ wi nuiuuwn ana tension lie General NoteS. 2 Noted HDU14 allowable loads are based on a 5%' wide post (6x6 min.). 3. HDU14 requires heavy hex anchor nut to achieve tabulated loads (supplied with holdown). 4. Loads are applicable to installation on either narrow or wide face of post. L Cure Schedule in -Service Temperature Sensitivity I Refer to temperature sensitivity chart for allowable bond strength reduction for temperature. See page 13 for more information. 2. Percent allowable load may be linearly interpolated for intermediate base material temperatures 3. °C = (`f-32) / 1.8 Improperly Prepared Holes Optional testing with SET adhesive was done in r ::Hole gid ! compliance with ASTM E488 to determine the Hale;Not effect of concrete dust left in the hole on the performance of this adhesive. The load 0.97 0.63 adjustment factors in the table were developed Ad] Is the results of those tests I Hole depth was over-dnlled to account for dust in hole to achieve required embedment depth ltlr;0=4 Tension Loads for Threaded Rod Anchors 39/16 SJ/2 7.215 54 81 ®; in Normal -Weight Concrete (continued on next page) 83/8 17 `,17,700 (127) 108 162 w 432 �/ 78. 14 ri4f. 381 (28.8) 3,556 18.6 7 111 20 26,700 Tendon lead B2.5 191 508 118.8 5.0 Taldoa Lest d Based of � ShenO 10 7/8 f3aseA ow Stell Stretlgth Rod .. `Drift Dia Bit Embed. C f6cal �e MUC811 t c 2008 730 A307 A193 GR 87 (13.5 Wa) Ceemb Pc x 491M pd (27.6 MPa) t' (� 1010) (SAE 4140) (A304SS) . In. Dia. in. Dlat T 33,402 1,198 8,351 343 67/9 4 .45 �mm) In. (mm) in, (twat) (iSMr) Uttim to Std. Dfsv. AtMnr. [ft. (111 Utthnaw Std, on. t6s. (kN) tbs. (fat) Allow. lbs. (1161) Allow. _ Allow. AIltnr. =`< lbs. (1d1) Ills. (M) 11113 - OX), 12,660 10,120 143.2 4.3 Ms. (MYIlbs, (tell) (56.3) (45.0) 8,200 1 3/4 2 5/8 7 1,900 485 475 1,900 475 2-1 3/8 44 3 111 67 5 114 178 14 8.5 10,200 2.2 119 2.1' 2,550 .5 10,280 97 2,570 29 05 4,5353,630(9 1R 89 133 356 45.4 0.5 11.3 5.7 0.4 11.4 5) 4 112 6 3/4 18 10,613 84 2,655 10,613 1155 114 171 457 47.2 In.4 11.8 7.2 2 118 39/16 SJ/2 7.215 54 81 216 - 32.1 111 616 4114 83/8 17 `,17,700 (127) 108 162 w 432 �/ 78. 14 ri4f. 5/81 3/4 05.9 9 3/8 (238) 33/8 3/4 i 718 (19.1) 1 see Notes on Next Page 3 3/4 10 6,780 315 or.1 3,845 17.2 95 254 30.2 1-4 3,750 5 5/8 15 31.8 3.5 4,190 143 381 (28.8) 3,556 18.6 7 111 20 26,700 1,121 B2.5 191 508 118.8 5.0 291 10 7/8 28 3/4 1,695 89.0 7,51E 276 730 13112 7.5 33.4 141/8 1 3718 33,402 1,198 8,351 ,216 953 13 1 1,805 5.3 2,621 11.7 or.1 3,845 17.2 ryo.v:' 15,456 .8 12.1 1,400 a 788 8.0 4,ON 3,750 8,480 6.470., 31.8 3.5 20.5 (16.7) (35.9) (28.8) 3,556 194 1® 118 514 27 42,160 1,945 32.0 16.525 B2.5 1,575 20.6 8,460 18,230 12.400 257 1,780 8. 1,695 89.0 .0 47.2 30.2 13112 7.5 11,220 , , 4,875 343 67/9 4 .45 47,634 6,a 21.7 47.634 50.1 11,010 2,200 964 8,050 5,875 12,660 10,120 143.2 4.3 35.8 (26.1) (56.3) (45.0) 8,200 36.5 2,402 8,350 359 953 13 1 148.6 15,456 68,8 5.3 2,621 11.7 or.1 3,845 17.2 ryo.v:' 15,456 .8 3,ft&9 17.2 511/116 129 7 518 28 114 7,195 " 7,245 32.2 194 1® 118 514 27 42,160 1,945 32.0 16.525 42,480 1,575 10,620 8,460 18,230 12.400 257 187.3 8. MAI 89.0 .0 47.2 (37.6) (81.1) (55.2) 13112 35 11,220 , , 11,265 343 67/9 4 .45 47,634 6,a 49.9 11,910 47.634 50.1 11,010 4 1143 2119 2 53.0 119 `- oI the load table ico/e" ns ' -11/4" Diameters on next page 21 Hoitfowns 3r Tension Ties Tension ties offer a solution for resisting tension loads that are fastened with nails. The HTT4 and HTT5 are the latest generation of tension ties. They feature an optimized nailing pattern which results in better performance with less deflection. Designed to meet new code standards, the HTT4 and HTT5 offer higher loads than their predecessors. HTT5KT is sold as a kit with the holdown, bearing plate washer and Strong -Drive -1 SD Connector screws. The HTT5-'h is designed to use a 3/; diameter anchor bolt. 3/4' epoxied anchor bolts are commonly used when retrofitting tension ties to horizontal wood members The LTT19 Light Tension Tie is designed for 2x joists or purlins and the LTT20B is for nail- or bolt -on applications. The 3' nail spacing makes the LTT20B suitable for wood I -joists with 10dx1112. The LTT131 is designed for wood chord open web truss attachments to concrete or masonry walls and may also be installed vertically on a minimum 2x6 stud. MATERIAL: See table FINISH: Galvanized. May be ordered HDG; contact Simpson Strong -Tie. INSTALLATION: • See General Notes on page 45. • A standard cut washer is required for LTT19 and LTT20B when using 1/2' or 5/e anchor bolts. No additional washer is required when using 3/' anchor bolt. CODES: See page 12 for Code Reference Key Chart. IP r these products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. 1% T -n V V 00 C o° Load o transfer ° plate 4' washer not required LTT20B HT15 LTT131 (LTT19 similar) (HTT4 similar) or These products are approved for installation with the Strong-DriveQ SD Connector screw See page 27 for more information. Model No. Sip Mat. (Da) Dimensions W L J Seat Trym_ peasAnchor Fasteners Minimum Allowable Tension Deflection — Wood Loads(160) at Highest - Member Allowable Botts Fasteners Size DF/SF SPF/HF Lead Code Report LTT19 16 13/. 19'/a 1 % 356 '/z, s/e or Y. 8 10dx1'/z 3 x 31%7 1310 1125 0.180 8-1 Od 3 x 3'.1, 1340 1150 0.157 LTT20B 12 2 193/4 1'/2 -- 3S6 or 3/4 10-10dxl'/2 3 x 3'/2 1355 1165 1 0.195 L19, IF4 10-1Od 3 x 3'/z 1500 1290 0.185 2-'h' Bolt 3 x 3'/2 1625 1400 0.183 LTT131 18 33/4 31 131a '/4 r/,6 '/6 18-t Odxi'/z 3 x 3'/2 1350 1160 0.193 HTT4 11 2'/z 123k I Y,e 3e 18-10dx1 1/2 11h x 5Ys 3000 2580 0.090 160 18-10dx1'/z 3 x 3'/2 3610 3105 0.086 L19, IP2, F4 160 18-16dx2'/z 3 x 3'/2 4235 3640 0.123 18 -SD 110x1'/2 1'/z x 5'/z 4455 3830 0.112 18 -SD #10x/2 1' 3 x 3'/2 4455 383 0.112 HTT5 111 2'/2 16 1'As '/,6 5/s 26-1Odx1'r4 3 x 3'/2 0 0.120 L19, Ip2 F4 26-- 3 x 3'/z 4670 5 0.116 �1��,/2 3 x 3'/z 5090' 4375' 0.135 26 -SD #10x1 %2 1'/z x S'/z 55 0.114 160 HTT5KT 11 2'/2 16 1356 '/,6 73 26 -SD #10X2'#4 3 x 2 5445 5360 0.103 160 HTT5_ 11 2'/2 16 3/4 26 1Odx1'/2 1112 x 5'/2 4065 3495 0.103 160 26 -SD it Ox11 1'/2 x 71h 4830 4155 0.100 26 16dx2'/2 3 x 31/2 5090 4275 0.121 1. LTT noldowns may not be installed more than 4W above the top or concrete. 2. LTT131 installed flush with concrete or masonry has an allowable load of 2285 lbs 3 Allowable load for HTT5 with a BPS' 2 bearing plate washer installed in the seat of the holdown is 5295 lbs. for DF/SP and 4555 lbs. for SPF/HF. 4 FASTENERS: 10dxt'h = 0.148 dia- x 11f2' long, 10d = 0.148 dia. x 3' long, 16dx2'/2 = 0.162' dia. x 21W long, $O 110xlYz = 0.161' dia. x 114% SO 110x21/2 = 0.161' dia. x 2'h'. 4Jnn not cMn n Horizontal HTT Installatlon Horizontal LTT131 Installation 3' Min. e e Preservative- '0 reservative- o treated e barrier may be required e to � W Vertical HTT4 Installation Horizontal LTT79 Installation (LTT20B similar) 0 0 rA Ro era y ed h � mei t=:�7 49 SIMPSON LSTHO/STHD Strap -Tie Holdoivn Strong -Tie' A0 This product is preferable to similar rnnrredors because or a) easter installation, b) higher loads, c) lower Installed cost, UJI • or a combination of these Ieafrrres. The STHD is an embedded strap -tie holdown offering high load capacity and a staggered nail pattern to help minimize splitting. The STHD incorporates many features that aid correct installation and improve performance. When installed on the forms with the StrapMater'strap holder the unique design of the STHD delivers enhanced stability before and during the pour to help prevent both parallel and perpendicular movement (relative to the form). This results in accurate positioning of the strap and reduced possibility of spalling. FEATURES • The nailing pattern allows for nailing to the edges of double 2x's • Strap nail slots are countersunk to provide a lower nail head profile • The slots below the embedment line enable increased front -to -back concrete bond and help to reduce spalling • Rim joist models accommodate up to a 17' clear span without any loss of strap nailing MATERIAL: LSTHD8, LSTHD8RJ-14 gauge, all others -12 gauge FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes on page 45. • Use table below for both standard concrete and post -tension stab installations. • Install before concrete pour with a StrapMate, or other holding device. • Nail strap from the bottom up. Install strap plumb. • Strap may be bent one full cycle (bent horizontal 90' then bent vertical) to aid wall placement, but may cause spilling behind the strap. If the spall is 1' or less, measured from the embedment line to the bottom of the spall, full loads apply. 1' to 4' spalls for LSTHD8 achieve 0.9 times table loads. STHD10 and STHD14 achieve full bad for spalls less than 4'. Any portion of the strap left exposed should be protected against corrosion. • Other than where noted in the two -pour detail, do not install where: (a) a horizontal cold joint exists within the embedment depth between the slab and foundation wall or footing beneath, unless provisions are made to transfer the load, or the slab is designed to resist the load imposed by the anchor; or (b) slabs are poured over concrete block foundation walls. • Additional studs attached to the shearwall studs or post may be required by the Designer for wall sheathing nailing. • Wood shrinkage after strap installation across horizontal members may cause strap to buckle outward. Tension Loads for STHD Installations - r 3-F P R F FF Nails are countersunk for L ' a law -profile strap surface. LSTHD8 varies from 4' to 414' STHD10, STHD14 varies from 43'l to 5W OT"STHID U.S. Patent 5,813,182 Typical STH014RJ Rim Joist Application For Two -Pour Installation for Downturn Footings • For STHD10 installed through a 4' thick slab, use the equivalent 8' stemwall loads of the LSTHD8. • For STHD14 installed through a 4' thick slab, use the equivalent 8' stemwall loads of the STHD10. • For STHD14 installed through a 6' thick slab, use the equivalent 8' stemwall loads of the LSTHD8. CODES: See page 12 for Code Reference Key Chart. I Allowable loads are for wind or seismic loading. Nail quantities reflect an increase for duration of toad with no further increase allowed. Reduce where other loads govern. 2 Concrete shall have a minimum concrete strength, f,, of 2500 psi. 3. 10d common (3' long x 0.148') or 1Odx2'.7 (21'?' long z 0.148') nails may be used as a direct replacement for the required nails shown in the table with no load reduction when installed directly over framing or over'.''',' max. structural sheathing. 4 Use the specified number of nails listed in table or as specrtied. In many cases, not all nail holes will be filled. Nail strap from the bottom up. 5. Deflection at highest allowable loads for install over wood double studs are as follows: Installed on framing: LSTHD8 = 0.089', STHD10 = 0.11 T and STHD14 = 0.118' Installed over '>z' maximum structural sheathing: LSTHD8 = 0-114', STHD10 = 0 146'and STHD14 - 0.164'. 6. Multiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. T Per 2009 and 2012 IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use "Wind and SDC A&B" allowable loads. 8 Minimum center -to -center spacing is 3 times the required embedment (Smin = 3xk) for STHO's acting in tension simultaneously. Midwall install is based on 1.5xle end distance. 9. See T-SCLCOLUMN for installation on structural composite lumber posts or columns - 10. For brick ledge applications, use full loads shown for STHD14 installed in 8' stemwall 11 NAILS: 16d sinker= 0 148' dia. x TA' long. Seepage 22-23 for other nail saes and information. 11 WIND AND SDC A & B -ALLOWABLE TENSION LOADS FOR OF/SP/SPF/HF (160) Min. Model Standard No. Rim Joist Strap Length Standard (in.) (L) Rim Joist (in.) le (in.) Required Nails Midwall Non Cracked Corner Endwall Midwall Cracked Corner Endwall Code Ret. Stem Wali LSTHD8 LSTHD8RJ 18% 32'1 8 20 -16d Sinkers 3115 2700 1690 2675 2320 14_55 6 STHD10 STHD10RJ 24% 381A 10 24 -16d Sinkers 3820 3820 2050 3140 3140 1705 STHD14 -- STHDI4RJ-- ---- 26'A 3944 14 ----- 30 -16d Sinkers 5150 5150 3200 5150 5150 3200 125- LSTHD8 LSTHD8RJ 1835 32'1A 8 20-16dSinkers 3115 2700 2230 2675 2320 1915 F33 8 STHD10 STHDIORJ 24% 38111 10 28-16dSinkers 4755 4120 3145 4195 35002585 STHD14 STHDI4RJ 26'A 3944 � 14 3O t6d Sinkers 5345 5345 4210 5345 5345 4210 SDC C-F—ALLOWABLE TENSION LOADS FOR OF/SP/SPF/HF (160) Mln. Wait Standard in Model No. Standard Rim Joist Strap Length (L) Rim Joist (in) (in) ie In. ( ) Required Nails Midwall Nan Crocked Comer Endwall Midwall Crocked Corner Endwall Cede flet. LSTHD8 LSTH08RJ 18% 32'A 1 8 16 -16d Sinkers 2270 2090 1220 2250 1950 1220 6 I STHD10 FSTHD10BJ 24% 38% I 10 18-16dSinkers 2750 2750 1615 2640 2640 1435 STHD14 STHDI4RJ 26'/a ! 39% 14 22 -16d Sinkers 3695 3695 2685 3695 3695 2685 125. LSTHD8_ ---- LST 18% - 321A 8 16 -16d Sinkers 2615 2125 1 1635 2250 1950 1610 F33 8 -- STHD14 -- STHDIORJ STHD14RJ 2444 26% 38'A 3944 10 14 20 16d Sinkers 24 -16d Sinkers I 61 I 3815 1 ?L95 3500 34 3815 3815 175 3500 I Allowable loads are for wind or seismic loading. Nail quantities reflect an increase for duration of toad with no further increase allowed. Reduce where other loads govern. 2 Concrete shall have a minimum concrete strength, f,, of 2500 psi. 3. 10d common (3' long x 0.148') or 1Odx2'.7 (21'?' long z 0.148') nails may be used as a direct replacement for the required nails shown in the table with no load reduction when installed directly over framing or over'.''',' max. structural sheathing. 4 Use the specified number of nails listed in table or as specrtied. In many cases, not all nail holes will be filled. Nail strap from the bottom up. 5. Deflection at highest allowable loads for install over wood double studs are as follows: Installed on framing: LSTHD8 = 0.089', STHD10 = 0.11 T and STHD14 = 0.118' Installed over '>z' maximum structural sheathing: LSTHD8 = 0-114', STHD10 = 0 146'and STHD14 - 0.164'. 6. Multiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. T Per 2009 and 2012 IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use "Wind and SDC A&B" allowable loads. 8 Minimum center -to -center spacing is 3 times the required embedment (Smin = 3xk) for STHO's acting in tension simultaneously. Midwall install is based on 1.5xle end distance. 9. See T-SCLCOLUMN for installation on structural composite lumber posts or columns - 10. For brick ledge applications, use full loads shown for STHD14 installed in 8' stemwall 11 NAILS: 16d sinker= 0 148' dia. x TA' long. Seepage 22-23 for other nail saes and information. 11 .. .. , . . ^ \\S« w[2 p\ Adelaide Hold Down Special inspection 2016-11-17 Location #1— Existing hold down Pressure test watched via FaceTime Location #2 — Existing hold down Location #3 — Existing hold down Adelaide Hold Down Special inspection 2016-11-17 Location #4 — Existing hold down Location #5 — Existing hold down Adelaide Hold Down Special inspection 2016-11-17 Location #6 — Existing hold down Location #A — New drilled and epoxied hold down — Watched via FaceTime Adelaide Hold Down Special inspection 2016-11-17 Location #B — New drilled and epoxied hold down — Watched via FaceTime Location #C — New drilled and epoxied hold down — Watched via FaceTime Adelaide Hold Down Special inspection 2016-11-17 Location #E — New drilled and epoxied hold down — Watched via FaceTime Location #F — New drilled and epoxied hold down — Watched via FaceTime 0 n1 �I fel fil F > O : al-• I - -- ,1 _ ixl Lijl it: j Iw - -- �o a 1 0 0 71 I I I I j 41 � xl 'IV I I Wl it iv > _ 1 I IWC .311 z I o – - —1� - - W1— } — I � I i I C It i 0 v I MONSEF DO N OG H "�" �•'"�'�� vii �go2 Adelaide 1B DESIGN GROUP y m -.1206.6121647 N y 29804 23rd Ave SW, Federal Way ? 4 CITY Federal Way PERMIT NUMBER _t 5 _ iRECKVED SEP 19 2015 PERM I'14APPLICATION CIT`( OF FFEECDEERAL WAY TARGET DATE ( () 2 ✓ ` , SITE ADDRESSSSj D_ , SUITE/UNIT # � V '17 _ 4ql 3�!/I0 4;t i4 PROJECT VALUATION $ ZONING I S-- ASSESSOR'S TAR/PARCEL # 0- _L Z_ c2 -— TYPE OF PERMIT UILDING ❑ PLUMBING ❑ MECHANICAL ❑ DEMOLITION ❑ ENGINEERING ❑ FIRE PREVENTION NAME OF PROJECT I `7 PROJECT DESCRIPTION Detailed description of work to c...� be included on this permit only PROPERTY OWNER NAME-}� -' .. >011 S 1 �, PRIMARY PHONE MAILING ADDRESS L CIT STATE ZIP ^ IF NAME LPTS UAld PHONE MAILING ADDRESS E-MAIL CONTRACTOR CITY STATE ZIP FAX WA TAT OfTRC O 'S LICENSE# 6�l EXPIRATION DATE o /1 FEDERAL WAY BUSINESS LICENSE # Z0 la NAME NAME PRIMARY PHONE MAILING ADDRESS E-MAIL APPLICANT CITY STATE ZIP r FAX PROJECT CONTACT NAME b1 PRIMARY P ONE MAILING SN (�/J / L �n C (The individual to receive and respond to all correspondence OJU,-) STATE ZIP 6 FAX concerning this application)CITY PROJECT FINANCING NAME OWNER -FINANCED Required value of $5,000 or more (RCW 19.27095) MAILING ADDRESS, CITY, STATE, ZIP PHONE I certify under penalty of perjury that.T am the property owner or authorized agent of the property owner. I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct. I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim (including costs, expenses, and attorneys' fees incurred in the investigation and ense of such claim), which may be made by any person, including the undersigned, and filed against the city, but only where such im arises out of the rel' of the city, including its officers and employees, upon the accuracy of the information supplied the city as a par tss application. 07 � SIGNATURE: DATE hwt PRINT NAME: Bulletin #100 — January 1, 2013 Page 1 of 3 k:\JIandouts\Permit Application C G_ VALUE OF MECHANICAL PERMIT Ite how many of each type of fixiure to be installed or relocated as Vert of this project. Do not include AIR HANDLING UNITS FANS GAS PIPE OUTLETS _ AIR CONDITIONER FIREPLACE INSERTS HOODS (commerciai) BOOII ERS FURNACES HOT WATER TANKS (Gas) COMPRESSORS AS LOG SETS , REFRIGERATION SYST DUCTING GAS PIPING WOODSTOVES r rNICALM WORK M fixtures to remain. OTHER (Describe) RESIDENTIAL - NEW OR ADDITION AREA DESCRIPTION (in square feet) EXISTING PROPOSED VALUE of PI,(Tm WORK PLUMBING PERMIT NEW BUILDING 1 $ l Indicate how many of each type of fixture to be installed or relocated as part of this project. Do not include a 'stin ures to remain. BATHTUBS (or Tub/8bowercombo) —[:I— LAVS (Hand Sinks) TOILETS WATER PIPING DISHWASHERS COMMERCIAL — REMODEL/TENANT IMPROVEMENTS RAINWATER SYSTEMS URINALS OTHER (Describe) DRAINS Construction Type SHOWERS VACUUM BREAKERS DECK DRINKING FOUNTAINS�(� SINKS (Kitchen/ubiiity) WATER HEATERS (Electric) GARAGE CARPORT ❑ HOSE BIBBS U SUMPS WASHING MACHINES TOTAL FIXTURES PROJECT AREA ONLY GENERAL INFORMATION EHISTING P PIJ�D� 9 f If CRITICAL AREAS ON PROPERTY? WATER PUR OR SEWER PURVEYOR VALUE OF EXISTINGROVEMENTS VALUE D 0 Q2 G� l Z�tV�IVI� $ EXISTING/PREVIOUS USE LOT SIZE (In Sqn J6 1, a Feet) (), EXISTING FIRE SPRINKLER SYSTEM? ❑ Yes, No PROPOSED FI SUPPRESSION SYSTEM? vyes ❑ No RESIDENTIAL - NEW OR ADDITION AREA DESCRIPTION (in square feet) EXISTING PROPOSED TOTAL FOR OFFICE USE — ... -............. _... ._.... -..... __._.... _...................... _.......... -...._.....-- -- ..._..... BASEMENT NEW BUILDING 1 FIRST FLOOR (or Mobile Home) i y Lr SECOND FLOOR COMMERCIAL — REMODEL/TENANT IMPROVEMENTS AREA DESCRIPTION COVERED ENTRY Occupancy Group(s) Construction Type # of Stories Additional Information DECK - GARAGE CARPORT ❑ TENANT AREA ONLY U OTHER (describe) nd PROJECT AREA ONLY Area Totals EHISTING P PIJ�D� 9 f If "NEW HOME,,S�O.NNLY*" ESTIMATED SELLING PRICE $ D 0 Q2 # OF BEDROOMS COMMERCIAL — NEW/ADDITION AREA DESCRIPTION Area in Square Feet Occupancy Group(s) Construction Type # of Stories Additional Information NEW BUILDING i ADDITION COMMERCIAL — REMODEL/TENANT IMPROVEMENTS AREA DESCRIPTION Area in Square Feet Occupancy Group(s) Construction Type # of Stories Additional Information TOTAL BUILDING TENANT AREA ONLY PROJECT AREA ONLY Bulletin #100 - January 1, 2013 Page 2 of 3 k:\Handouts\Permit Application